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Beresford Foreshore Coastal Protection and Enhancement Project

Technical Specification

City of Greater Geraldton

14 August 2015 Final 8A0323

http://upload.wikimedia.org/wikipedia/commons/1/12/OIC_geraldton_beresford_sign.jpg

Drafted by Rick Plain / Matt Potter

Checked by Gary Blumberg

Date/initials check 13/08/15

Approved by Dan Messiter

Date/initials approval 13/08/15

Document title Beresford Foreshore Coastal Protection and

Enhancement Project Technical Specification

Document short title Beresford Foreshore Technical Specification Status Final

Date 14 August 2015 Project name Beresford Foreshore Coastal Protection

Enhancement Project Project number 8A0323

Client City of Greater Geraldton Reference 8A0323_Beresford_Stage4

Unit 36

14 Money Street

PERTH WA 6000

T: +61 (0) 4176 2854

www.royalhaskoningdhv.com/australia

ABN 66 153 656 252

HASKONING AUSTRALIA

MARITIME & WATERWAYS

Beresford Foreshore Technical Specification - i - 8A0323 Final 14 August 2015

CONTENTS Page

1 DESCRIPTION OF WORKS .......................................................................................................... 1

1.1 EXTENT OF WORK ........................................................................................................................ 1 1.2 DRAWINGS ................................................................................................................................. 2

2 SITE INFORMATION .................................................................................................................. 3

2.1 LOCATION AND ACCESS ................................................................................................................. 3 2.2 SITE DESCRIPTION ........................................................................................................................ 3 2.3 WEATHER .................................................................................................................................. 3

2.3.1 Seasonal Weather Patterns ............................................................................................ 3 2.3.2 Wind ............................................................................................................................... 3 2.3.3 Rainfall ............................................................................................................................ 5 2.3.4 Temperature ................................................................................................................... 5

2.4 EXISTING SITE USES ..................................................................................................................... 5 2.5 VEHICLE AND PEDESTRIAN ACCESS .................................................................................................. 6 2.6 GEOLOGICAL CONDITIONS ............................................................................................................. 6 2.7 GEOTECHNICAL INFORMATION ....................................................................................................... 7 2.8 BEACH AND SHORELINE SEDIMENTS ................................................................................................ 7 2.9 COASTAL WATER LEVELS ............................................................................................................... 8 2.10 WAVES ...................................................................................................................................... 9 2.11 CURRENTS .................................................................................................................................. 9 2.12 EROSION AND BEACH STABILITY ...................................................................................................... 9 2.13 DUNAL VEGETATION .................................................................................................................. 10 2.14 EXISTING SERVICES..................................................................................................................... 10

3 SITE ESTABLISHMENT ............................................................................................................. 11

3.1 GENERAL ................................................................................................................................. 11 3.2 TIME FOR COMMENCEMENT OF WORK .......................................................................................... 11 3.3 SIGNBOARDS ............................................................................................................................ 11 3.4 CONTRACTOR’S SERVICES AND FACILITIES ....................................................................................... 11

3.4.1 Contractor's Facilities ................................................................................................... 11 3.4.2 Temporary Services ....................................................................................................... 11 3.4.3 Protection of Existing Services ...................................................................................... 11 3.4.4 Site Access..................................................................................................................... 12 3.4.5 Restrictions ................................................................................................................... 12 3.4.6 Surface Drainage .......................................................................................................... 12 3.4.7 Site to be Kept Tidy ....................................................................................................... 12

3.5 SETTING OUT THE WORKS ........................................................................................................... 13 3.6 DILAPIDATION SURVEY ................................................................................................................ 13 3.7 SITE INDUCTION MEETING ........................................................................................................... 13 3.8 WORK HOURS .......................................................................................................................... 14 3.9 TEMPORARY WORKS .................................................................................................................. 14 3.10 WORK HEALTH AND SAFETY ........................................................................................................ 14

4 PROTECTION FROM HIGH WATER LEVELS, WAVE ACTION AND STORMWATER ...................... 16

4.1 HIGH WATER LEVELS .................................................................................................................. 16 4.2 WAVE ACTION .......................................................................................................................... 16 4.3 STORMWATER MANAGEMENT ..................................................................................................... 16

Beresford Foreshore Technical Specification - ii - 8A0323 Final 14 August 2015

5 ENVIRONMENTAL PROTECTION .............................................................................................. 17

5.1 GENERAL ................................................................................................................................. 17 5.2 CONTRACTOR’S ENVIRONMENTAL MANAGEMENT PLAN .................................................................... 17 5.3 CONTRACTOR’S ENVIRONMENTAL OFFICER ..................................................................................... 17

6 SURVEY ................................................................................................................................... 19

6.1 GENERAL ................................................................................................................................. 19 6.2 HORIZONTAL POSITIONING .......................................................................................................... 19 6.3 VERTICAL DATUM ...................................................................................................................... 19 6.4 METHOD OF SURVEY .................................................................................................................. 19

6.4.1 Survey Project Quality Plan ........................................................................................... 19 6.4.2 Survey Equipment ......................................................................................................... 19

6.5 GENERAL SURVEY ...................................................................................................................... 20 6.5.1 Survey Detail ................................................................................................................. 20

6.6 PROCESSING OF SURVEY DATA ..................................................................................................... 21 6.6.1 Data Availability ........................................................................................................... 21

6.7 SURVEY BY PRINCIPAL ................................................................................................................. 21 6.8 PRACTICAL COMPLETION ............................................................................................................. 22

7 DEMOLITION AND EARTHWORKS ........................................................................................... 23

7.1 GENERAL ................................................................................................................................. 23 7.2 DEMOLITION AND EXCAVATION .................................................................................................... 23

7.2.1 Standards for Demolition and Excavation .................................................................... 23 7.2.2 Demolition and Excavation Generally ........................................................................... 23 7.2.3 Demolition and Excavation Works Design .................................................................... 24 7.2.4 Stockpiles of Demolished and Excavated Material ....................................................... 24 7.2.5 Reuse of Material.......................................................................................................... 24 7.2.6 Asbestos ........................................................................................................................ 24

7.3 EARTHWORKS, SUBGRADE PREPARATION AND GENERAL FILLING (EXCLUDING BEACH FILL) ...................... 24 7.3.1 Fill Material ................................................................................................................... 24 7.3.2 Construction Roads ....................................................................................................... 25 7.3.3 Filling and Grading other than Roadways .................................................................... 25 7.3.4 Existing Pipes, Sewers and Other Services .................................................................... 25 7.3.5 Stockpiles of Fill Material .............................................................................................. 25 7.3.6 Testing and Acceptance of Compaction........................................................................ 25

8 STORMATER DRAINAGE .......................................................................................................... 27

8.1 SCOPE ..................................................................................................................................... 27 8.2 STANDARDS .............................................................................................................................. 28 8.3 MATERIALS .............................................................................................................................. 28 8.4 DRAWINGS AND DIMENSIONS ...................................................................................................... 28 8.5 EXISTING SERVICES..................................................................................................................... 28 8.6 INSPECTIONS ............................................................................................................................. 29 8.7 WORKMANSHIP ........................................................................................................................ 29

8.7.1 Pipelines ........................................................................................................................ 29 8.7.2 Pits and Channel Drains ................................................................................................ 29

8.8 PIPE BEDDING MATERIAL ............................................................................................................ 29 8.9 CHASES.................................................................................................................................... 30 8.10 ANCHOR BLOCKS ....................................................................................................................... 30

Beresford Foreshore Technical Specification - iii - 8A0323 Final 14 August 2015

8.10.1 General ......................................................................................................................... 30 8.10.2 Lateral Anchor Blocks ................................................................................................... 30 8.10.3 Longitudinal Anchor Blocks ........................................................................................... 30

8.11 FILLING FOR DRAINAGE WORK ..................................................................................................... 30 8.12 SIDE SUPPORT AND COVER .......................................................................................................... 31

9 ROCK STRUCTURES ................................................................................................................. 32

9.1 GENERAL ................................................................................................................................. 32 9.2 MATERIAL REQUIREMENTS .......................................................................................................... 32

9.2.1 Armour, Underlayer and Core Rock .............................................................................. 32 9.2.2 Geotextile Filter ............................................................................................................ 33

9.3 IMPORTED ROCK REQUIREMENTS ................................................................................................. 33 9.4 MATERIAL SUPPLY OPERATIONS ................................................................................................... 33

9.4.1 Quarrying ...................................................................................................................... 33 9.4.2 Access Roads ................................................................................................................. 34 9.4.3 Trucking ........................................................................................................................ 34 9.4.4 Haul Roads .................................................................................................................... 34 9.4.5 Delivery of Materials to Site ......................................................................................... 34

9.5 ROCK WORKS ........................................................................................................................... 35 9.5.1 Design Profiles .............................................................................................................. 35 9.5.2 Construction Methodology ........................................................................................... 35 9.5.3 Temporary Causeway and Working Surfaces ............................................................... 35 9.5.4 Preparation of Bed Profile ............................................................................................ 36 9.5.5 Placement of Geotextile Filter ...................................................................................... 36 9.5.6 Placement of Armour, Underlayer and Core Rock ........................................................ 36 9.5.7 Reuse of Rock ................................................................................................................ 38

9.6 WATERWAY AND NAVIGATION ..................................................................................................... 38 9.6.1 General ......................................................................................................................... 38 9.6.2 Damage to Vessels ........................................................................................................ 39 9.6.3 Recovery of Sunk Plant and Material ............................................................................ 39

9.7 QUALITY CONTROL DOCUMENTS .................................................................................................. 39 9.8 CONSTRUCTION TOLERANCE ........................................................................................................ 39 9.9 COMPLIANCE SURVEY ................................................................................................................. 40

10 BEACH FILL .......................................................................................................................... 41

10.1 GENERAL ................................................................................................................................. 41 10.2 MATERIAL REQUIREMENTS AND COMPOSITION ............................................................................... 41

10.2.1 Criteria .......................................................................................................................... 41 10.2.2 Compliance ................................................................................................................... 42

10.3 MATERIAL SUPPLY OPERATIONS ................................................................................................... 42 10.3.1 Quarrying ...................................................................................................................... 42 10.3.2 Access Roads ................................................................................................................. 42 10.3.3 Trucking ........................................................................................................................ 42 10.3.4 Haul Roads .................................................................................................................... 43 10.3.5 Delivery of Materials to Site ......................................................................................... 43

10.4 BEACH FILL PLACEMENT .............................................................................................................. 43 10.4.1 Design Placement Profiles ............................................................................................ 43 10.4.2 Construction Methodology ........................................................................................... 43 10.4.3 Placement of Fill Sand ................................................................................................... 44

10.5 TURBIDITY CONTROL AT PLACEMENT AREA ..................................................................................... 44

Beresford Foreshore Technical Specification - iv - 8A0323 Final 14 August 2015

10.6 LOG SHEETS.............................................................................................................................. 44 10.7 CONSTRUCTION TOLERANCE ........................................................................................................ 45 10.8 COMPLIANCE SURVEY ................................................................................................................. 45 10.9 SEAWARD REDISTRIBUTION OF BEACH FILL MATERIAL ...................................................................... 45

11 LANDSCAPE PLANTING ........................................................................................................ 46

11.1 GENERAL ................................................................................................................................. 46 11.2 MATERIALS .............................................................................................................................. 46

11.2.1 Topsoil Material ............................................................................................................ 46 11.2.2 Weedmat ...................................................................................................................... 46 11.2.3 Supply of Plant Materials .............................................................................................. 46 11.2.4 Soil Additive .................................................................................................................. 47 11.2.5 Fertiliser ........................................................................................................................ 47 11.2.6 Water ............................................................................................................................ 47

11.3 PLANTING OPERATIONS .............................................................................................................. 48 11.3.1 Timing ........................................................................................................................... 48 11.3.2 Transport and Storage of Plants ................................................................................... 48 11.3.3 Setting Out .................................................................................................................... 48 11.3.4 Preparation ................................................................................................................... 48 11.3.5 Planting and Backfilling ................................................................................................ 48 11.3.6 Watering ....................................................................................................................... 49

12 DUNE VEGETATION PLANTING ............................................................................................ 50

12.1 GENERAL ................................................................................................................................. 50 12.2 TIMING OF PLANTING OPERATIONS ............................................................................................... 50 12.3 STABILISATION OF DUNE SURFACE ................................................................................................ 50 12.4 SOIL PREPARATION THROUGH TEMPORARY IRRIGATION .................................................................... 51 12.5 PROTECTIVE DUNE FENCING ........................................................................................................ 51 12.6 PLANT SOURCING ...................................................................................................................... 51 12.7 INSPECTION OF PLANTS ............................................................................................................... 52 12.8 PLANTING OF DUNE SPECIES ........................................................................................................ 52 12.9 ONGOING STABILISATION OF DUNE SURFACE .................................................................................. 52 12.10 MAINTENANCE AND MONITORING ............................................................................................ 53

13 REINSTATEMENT, SITE DISESTABLISHMENT AND CLEANUP ................................................ 54

13.1 REINSTATEMENT ........................................................................................................................ 54 13.2 DISESTABLISHMENT .................................................................................................................... 54 13.3 CLEANUP ................................................................................................................................. 54

APPENDIX A Drawings APPENDIX B1 Blacktop Geotechnical Investigation Report APPENDIX B2 Royal HaskoningDHV Geotechnical Investigation Report APPENDIX C Oscar Delta Sand Supplies Particle Size Distribution Data

Beresford Foreshore Technical Specification 8A0323 Final - 1 - 14 August 2015

1 DESCRIPTION OF WORKS

1.1 Extent of Work

The project area covers the Beresford Foreshore at Geraldton, Western Australia, extending from the southern end of Midalia’s Beach (commonly referred to, and herein, as Marina Beach) to the northern end of Beresford Beach at Mabel Street. This extends over a shoreline distance of approximately 1.8 km.

The construction works under this Contract includes Stage 1 and Stage 2 of the Beresford Foreshore Coastal Protection Project and will be referred to herein as the Works. The Works to be carried out under this Contract shall include the supply of all materials, plant, equipment and labour. Future Stages discussed in the concept design reports are not included in this Contract.

The scope of the Work includes:

100 m long extension of the existing detached breakwater orientated in a south-westerly direction;

45 m long extension of the existing Batavia Coast Marina (BCM) groyne orientated in an easterly direction;

replenishment of Marina Beach with sand with a D50 of 0.35mm; and,

three (3) separate back beach revetments to the north of Marina Beach. The Works shall include but are not limited to:

Contractor’s Management Plans & Details, including but not limited to; Construction Program, Method Statement, Quality Plan and relevant Inspection and Test Plans, Site Safety Management Plan and relevant Safe Work Method Statements and the Contractor’s Construction Environmental Management Plan (CEMP).

Preliminaries, including but not limited to; installation of site security fence and gates around the perimeter of the Works site and site offices, material storage area and compound within security fencing, survey set-out of works; erosion and sedimentation controls and dilapidation survey.

Demolition and Earthworks associated with preparation of foundations and profiles for construction of rock structures.

Rock Works including supply and placement of all material.

Beach Fill including supply and placement of sand.

Seaward redistribution of Beach Fill material following compliance surveys.

Stormwater Drainage works associated with accommodation of existing stormwater outlets within the project area.

Landscape Planting in disturbed areas behind the back beach revetment structures.

Dune vegetation planting to stabilise areas of the Beach Fill following seaward redistribution of placed material.

Survey including setout, pre-construction, progress and compliance and ‘As-Constructed’ surveys for the works.


1.2 Drawings

The Drawings that are included in and form part of the Contract Documents are listed below and attached in Appendix A.

If there are any conflicts in the information given in this Specification and the Drawings, the Specification shall take precedence over the Drawings.

The Contractor shall keep one set of full size prints of the “For construction” Contract Drawings for ‘As-Constructed’ purposes. This set of prints shall be maintained in a clean condition on Site and shall be marked up by the Contractor to show the ‘As-Constructed’ Works. Deviations to the Drawings shall be marked on the prints in red ink with unchanged dimensions and levels underlined in red ink. Each drawing shall be certified ‘As-Constructed’ dated and signed by the Contractor and the Principal’s Representative as soon as practicable after completion of the work shown on that drawing. The full set of ‘As Constructed’ Drawings shall be delivered to the Principal’s Representative who will acknowledge receipt in writing.

DRAWING No. DRAWING TITLE 8A0323-MA-0001 TITLE SHEET AND DRAWING LIST 8A0323-MA-0010 GENERAL ARRANGEMENT AND SETOUT LINE COORDINATES 8A0323-MA-1101 DETAIL PLAN - STAGE 1 MARINA BEACH - BREAKWATER AND

GROYNE EXTENSION 8A0323-MA-1102 DETAIL PLAN - STAGE 1 MARINA BEACH - BEACH FILL

PLACEMENT 8A0323-MA-1103 DETAIL PLAN - STAGE 1 MARINA BEACH - BEACH POST-FILL AND

DUNE VEGETATION 8A0323-MA-1201 DETAIL PLAN - STAGE 1 SOUTH REVETMENT 8A0323-MA-1202 DETAIL PLAN - STAGE 2 MIDDLE REVETMENT 8A0323-MA-1203 DETAIL PLAN - STAGE 2 NORTH REVETMENT 8A0323-MA-2110 DETAIL SECTIONS - STAGE 1 MARINA BEACH – BREAKWATER

EXTENSION 8A0323-MA-2120 DETAIL SECTIONS - STAGE 1 MARINA BEACH – GROYNE

EXTENSION 8A0323-MA-2131 DETAIL SECTIONS - STAGE 1 MARINA BEACH - BEACH FILL -

SHEET 1 8A0323-MA-2132 DETAIL SECTIONS - STAGE 1 MARINA BEACH - BEACH FILL -

SHEET 2 8A0323-MA-2200 DETAIL SECTIONS - STAGE 1 SOUTH REVETMENT 8A0323-MA-2300 DETAIL SECTIONS - STAGE 2 MIDDLE REVETMENT 8A0323-MA-2400 DETAIL SECTIONS - STAGE 2 NORTH REVETMENT


2 SITE INFORMATION

2.1 Location and Access

The project area covers the Beresford Foreshore extending from the southern end of Marina Beach to the northern end of Beresford Beach at Mabel Street, over a shoreline distance of approximately 1.8 km. The southern end of the site near the BCM groyne is accessible via Mayhill Quay and the remainder of the site is accessible via Chapman Road, which is aligned parallel to the foreshore. A locality plan is shown on the Drawings.

2.2 Site Description

The Geraldton shoreline is characterised by narrow sandy beaches (10 to 20 m wide at low tides in summer, narrower in winter and at high tides) with rock platforms located directly offshore. The beaches tend to be wider in the south of Beresford Foreshore than the north. Additional details of the bathymetry and coastal topography are summarised below:

The inshore waters to the north-east of Geraldton Port are sheltered by an offshore reef approximately 3 km wide.

The sandy beaches are moderately stable and consistent with low wave energy although subject to change with fluctuations in wave conditions and the periodic placement of beach nourishment sand as part of the Northern Beaches Stabilisation Program implemented by Mid West Ports Authority (MWPA).

The sandy beaches are backed by low modified foredunes, these increase in height with distance north as the shore is subject to increasingly high levels of south-westerly wave activity.

In the northern region of Geraldton there are nearshore seagrass meadows and inshore reef platforms. The inshore reef platforms potentially limit the extent (depth) of erosion.

In various locations along the Northern Beaches of the Beresford Foreshore, rock has been placed in front of the foredunes to prevent further erosion.

2.3 Weather

2.3.1 Seasonal Weather Patterns

The seasonal weather patterns in Geraldton, which influence both the wind and wave conditions, are largely controlled by the positions of the subtropical high pressure belt which continuously moves from west to east across the southern portion of Australia.

2.3.2 Wind

A wind rose showing the average wind conditions at 3pm and the mean monthly wind speed at 3pm from 1941 to 2010 at Geraldton Airport is presented in Figure 1 and Figure 2, respectively. The overall wind pattern is that of moderate to strong winds with speeds often


exceeding 40 km/hr and the most frequent direction being from the southern quadrant. The area also potentially experiences Tropical Cyclones (TC) from November through to May.

Figure 1: Wind rose showing the average wind conditions at 3pm from 1941 to 2010 at Geraldton Airport

Figure 2: Mean monthly wind speed at 3pm from 1941 to 2010 at Geraldton Airport


2.3.3 Rainfall

The monthly mean rainfall from 1877 to 2015 at Geraldton Town is presented in Table 1. Table 1: Monthly mean rainfall from 1877 to 2015 at Geraldton Town

Month Mean Rainfall (mm) January 5.8 February 8.5

March 13.7 April 23.7 May 68.5 June 112.3 July 89.7

August 64.6 September 30.6

October 17.9 November 7.9 December 3.7

2.3.4 Temperature

The mean daily maximum and minimum temperature from 1880 to 1953 at Geraldton Town is presented in Table 2. Table 2: Mean daily maximum and minimum temperature from 1880 to 1953 at Geraldton Town

Month Mean Daily Minimum Temperature (oC)

Mean Daily Maximum Temperature (oC)

January 18.4 29.1 February 18.8 29.7

March 17.8 28.8 April 15.7 26.6 May 13.3 23.2 June 11.8 20.8 July 10.5 19.8

August 10.8 20.4 September 11.4 21.7

October 12.6 23.0 November 15.1 25.5 December 16.9 27.5

2.4 Existing Site Uses

A walkway is located behind the beach, which is used as a walkway/cycleway by the general public. Marina Beach and the beaches further to the north are utilised for sunbathing and


passive recreation including swimming. However, these activities are most popular at Marina Beach. Viewing platforms and picnic shelters are located in the grass reserve adjacent to the beach. These areas are commonly used for passive recreation.

2.5 Vehicle and Pedestrian Access

Chapman Road is a busy single lane two-way thoroughfare that runs along the entire length of foreshore behind the project area and provides vehicular access. The average number of vehicles on Chapman Road north of Phelps Street was reported to be 14,500 vehicles per day in 2009/10 and 11,410 vehicles per day in 2012/13. The percentage of heavy vehicles recorded was 2.7 % and 3.6 % in 2009/10 and 2012/13 respectively. Vehicular access to the southern end of Marina Beach is available from the end of Mayhill Quay. Pedestrian access is provided by the walkway running along the foreshore behind the beach. Formal beach accessways are provided through dune fencing at Marina Beach whilst informal access is provided over the low lying dunes to the north.

2.6 Geological Conditions

The Geraldton coast is formed over the Perth Sedimentary basin. The Geraldton 1:250,000 Geological Sheet shows that the Beresford foreshore area consists mainly of ‘coastal limestone’ and ‘dune and beach sand’, described as follows:

coastal limestone: there is a belt of coastal limestone developed along the mainland coast extending up to 8.0 km inland and is composed of aeolianite; and,

dune and beach sands: lime and quartz sand. The Beresford foreshore area lies in the Quindalup and Marine regolith systems, described as follows:

Quindalup System (onshore): the dominant material is aeolian sand composed of comminuted shell debris and quartz grains; and,

Marine System (offshore): the seabed is predominantly covered with poorly sorted shell and quartz sand which has formed by a variety of processes, including the reworking of fluvially sourced material from weathered hinterland rocks, erosion of the reefs and biogenic processes. The reefs or rock flats are composed of calcarenite and often have a coating of biogenic reef growth on the surface.


2.7 Geotechnical Information

A recent investigation by Blacktop Consulting Engineers (2014) was undertaken within the project area to establish the surface level of the rock underlying the beach sand. The investigation included two test pits along the shoreline, one located near the detached breakwater and the other approximately 30 m north of Mark Street. The findings of the investigation were as follows:

a layer of cream coloured medium grain size calcareous and quartzose (dune) type sand was present from ground surface to between 1.8 m and 2.2 m depth;

limestone was encountered below the sand, a sample of the limestone could not be recovered as the teeth of the bucket could only scratch the rock; and,

approximately 5 to 10 floaters were encountered in the test pits approximately 30 m north of Mark Street. The floaters were 300 mm to 500 mm in diameter. A sample taken of one floater suggests that it was comprised of concrete and bitumen construction materials.

A number of geotechnical investigations have been undertaken on behalf of the then Geraldton Port Authority (GPA) now Mid West Ports Authority (MWPA). These investigations are generally carried out within the port area, the shipping channel or adjacent offshore areas. The offshore geotechnical information available generally shows that the area consists of limestone underlying marine sediment. A total of 15 boreholes, 14 test pits and 42 Dynamic Cone Penetrometers (DCPs) were completed along the Beresford Foreshore between the 3rd and 8th August 2014. The boreholes and test pits were carried out by Westplus Pty Ltd and supervised by Royal HaskoningDHV who logged the subsurface conditions. The DCPs were carried out by Royal HaskoningDHV. The investigation indicated sand overlying rock. The estimated rock levels vary along the beach from 1 m to -2 m AHD. No rock coring was carried out as part of the investigation. A full copy of the two geotechnical investigation reports referred to above are attached in Appendix B1 and Appendix B2.

2.8 Beach and Shoreline Sediments

A total of 15 boreholes, 14 test pits and 42 DCPs were completed along the Beresford Foreshore between the 3rd and 8th August 2014. The boreholes and test pits were carried out by Westplus Pty Ltd and supervised by Royal HaskoningDHV who logged the subsurface conditions. A total of 45 samples up to 3.5 m below the surface were collected and sent to a laboratory for Particle Size Distribution (PSD) analysis. The testing indicated that the typical D50 of the sediment was approximately 0.22 mm, which increased to approximately 0.3 mm at sample locations to the north of Chapman River. The stretch of coastline appears to have been formed by a northward stream of sediment movement during the Holocene period. A full copy of the PSD results for the Beresford Foreshore is included in Appendix B2.


2.9 Coastal Water Levels

The variation in water level at the project site is primarily a function of astronomical tidal influences. Tidal planes at Geraldton are shown in Table 3. The tidal range is typically approximately 0.8 m during spring tides and 0.4 m during neap tides. Table 3: Astronomical tidal levels at Geraldton

Tidal Level Elevation (m CD) Elevation (m AHD)

HAT 1.2 0.6

MHHW 1.0 0.4

MLHW 0.8 0.2

MSL 0.6 0.0

MHLW 0.4 -0.2

MLLW 0.2 -0.4

LAT 0 -0.6

Note: Australian Height Datum (AHD) is 0.55m above Chart Datum (CD) at Geraldton. In addition to astronomical tide a number of other processes can influence water levels along the Beresford Foreshore. These are discussed below:

during storm events, barometric and wind effects can cause surges to exceed 1 m above the astronomical tide level, with the highest recorded at 2.1 m CD or 1.5 m AHD in 1970 associated with Tropical Cyclone Glynis;

sea level oscillations along the Western Australian coastline with periods in the range of 10 to 40 minutes are caused by resonance of local waters in the basin between the shoreline and a submerged reef chain located approximately 5 km from the shore. Hydrodynamic modelling of the sea-level oscillations indicates the presence of oscillating currents near the coast; and,

the Western Australian coastline is at risk from tsunamis, the most recent event was the Sumatran Tsunami (26th December 2004). During this event Geraldton experienced residual tidal amplitudes of up to 1.5 m. This combined with a peak tide resulted in a water level 0.6 m greater than had previously been recorded. At the northern suburbs of Geraldton (Bluff Point and Drummond Cove) the corrected tsunami run-up estimates were between 1.4 m and 1.9 m.

The 100 year average reoccurrence interval (ARI) still water level for the Beresford foreshore is reported at 1.75 m AHD, or 1.30 m above Mean High High Water. This compares with an estimated 100 year ARI extreme water level under cyclonic conditions of 1.11 m AHD. The superelevation of the 1.75 m AHD water level above high tide would be attributed to barometric setup, wind setup and wave setup.


2.10 Waves

The coast is affected by ocean swell and locally driven wind waves, or seas. The predominant swell direction is from the south west. Swell wave heights near the reef edge from the Beresford foreshore (5 km offshore) frequently exceed 2 m with wave period of 8 to 16 seconds. Seas are also mainly incident from the south west and are typically 0.5 m in height with periods of 3 to 6 seconds. A 3 km wide reef platform exists offshore from Geraldton and Beresford. This reef transforms waves, which are focused toward the Geraldton harbour entrance. An Acoustic Wave and Current (AWAC) profiler was deployed in 5.1 m water depth at a location 880 m off Marina Beach. This provided 3 months of wave and current data from the 18th July 2014 to the 20th October 2014. The AWAC was subsequently deployed in 3.6 m water depth at a location 20 m north of the Batavia Coast Marina Groyne at the southern end of Marina Beach. This provided 6 weeks of wave and current data from the 23rd January 2015 to the 5th March 2015. The maximum significant wave heights (Hs) recorded during these periods were 2.22 m and 1.05 m, respectively. The maximum significant wave heights (Hs) recorded offshore at the Outer Channel (Geraldton Port) during the same periods were 4.20 m and 3.08 m, respectively. This indicates a significant reduction in wave height due to the presence of the reef. The range of modelled 0.5 to 1 year ARI significant wave heights for low and high tide conditions at various nearshore locations adjacent to proposed rock structures are presented in Table 4. Table 4: 0.5 to 1 year ARI significant wave heights (Hs) at proposed rock structures

Location 0.5 - 1 year ARI significant wave height (Hs) (m) Breakwater Extension 1.5 to 1.9

Groyne Extension 0.8 to 1.2 South Revetment 1.1 to 1.5 Middle Revetment 1.0 to 1.4 North Revetment 1.0 to 1.4

2.11 Currents

Tidal currents are recorded in the Outer Channel of Geraldton Port by MWPA. The data is recorded by an AWAC, which has been deployed from March 2004 to present. Data obtained from the 9th May 2014 to 12th May 2014 indicates currents up to 0.4 m/s occur in this area. Southerly winds prevail in summer, and easterly winds in winter, which set up nearshore wind-driven currents. These currents are typically less than about 0.2 m/s. Wave induced currents in the surf zone can exceed 0.5 m/s at exposed open coasts.

2.12 Erosion and Beach Stability

Shoreline recession of up to 10 m in a 100 year storm is predicted for much of the shoreline between Marina Beach and the Chapman River.


Net longshore sediment transport in the Geraldton region is directed from south to north. It is estimated that 40,000 m3/year of mainly sand sized material passes Cape Burney. In the 50 years prior to 1992, it is estimated that 20,000 m3 to 30,000 m3 of sand per year was trapped between Separation Point and the eastern edge of Pages Beach, over a shoreline distance of some 4 km. It is likely that comparable accretion rates would have continued over the subsequent period. The natural sand feed past Point Moore promontory into the southern end of Champion Bay is estimated at between 10,000 m3/year to 15,000 m3/year. This sand feed is considered to bypass the southern end of the Beresford foreshore. It has been estimated that the shipping channel dredging and breakwater extension works undertaken as part of the Port Enhancement Project (PEP) resulted in an increase in the net northerly sediment transport rate from 7,000 m3/year to 15,000 m3/year at a site approximately 150 m north of Marina Beach. The subsequent construction of a detached breakwater offshore of this location has initiated the formation of a tombolo from the shoreline and has improved beach stability in the area. Marina Beach and the area immediately north of the detached breakwater have also benefitted from the periodic placement of beach nourishment sand from the Northern Beaches Stabilisation Program implemented by MWPA.

2.13 Dunal Vegetation

The project area can be described as a patchy fringing reef line protecting a narrow beach and thin vegetation line in front of man-made foreshore reserve areas. At the northern extremity of the project area, erosion is observed with dead and dying foreshore vegetation along the back of the beach.

2.14 Existing Services

The location, nature, type and size of all services onsite shall be confirmed by the Contractor prior to construction. The location of existing power utilities is shown on the Drawings.


3 SITE ESTABLISHMENT

3.1 General

Establishment shall consist of the furnishing by the Contractor at the site of all plant, equipment and personnel necessary for completion of the Works. The site establishment shall include the setting up of temporary services.

3.2 Time for Commencement of Work

Work shall not commence on the Site before receipt by the Principal’s Representative of the countersigned photographic record of the pre-construction condition of the Site (refer Section 3.6 SITE ESTABLISHMENT – DILAPIDATION SURVEY).

3.3 Signboards

The Principal will supply and erect a signboard.

3.4 Contractor’s Services and Facilities

3.4.1 Contractor's Facilities

The areas of the Site that can be made available to the Contractor for storage and construction purposes are nominally indicated on the Drawings. The Contractor shall be wholly responsible for the provision of offices and sheds at the areas of the site. Offices and sheds required by the Contractor shall only be erected, and equipment shall only be located, in site compound areas. The Contractor's plant, labour and materials shall be allowed on the site only to the extent necessary for the construction of the Works. The Contractors preferred location for site sheds and compound areas shall be subject to approval by the Principal’s Representative.

3.4.2 Temporary Services

The Contractor shall arrange for the connection of temporary service lines for water, power, telephone and any other service that is deemed necessary by the Contractor. All such arrangements shall be in accordance with the requirements of the relevant authority. The Contractor shall meet the cost of accessing and providing these services to the work site as appropriate, their use and their removal at completion.

3.4.3 Protection of Existing Services

The Contractor shall take every precaution to avoid damaging existing services. The Contractor shall make the Contractor’s own assessment of the location of any existing services. Any services damaged during the course of the Contract shall be reinstated by the


Contractor at the Contractor’s own expense. Refer Section 13 REINSTATEMENT, SITE DISESTABLISHMENT AND CLEANUP – REINSTATEMENT.

3.4.4 Site Access

The Contractor shall provide warning signs indicating "trucks entering" at locations along the access routes. The Contractor shall maintain access to all sites at all times. The Contractor shall take all precautions to ensure that the roads and thoroughfares used are not damaged as a result of construction or transport. In the event of any damage, the Contractor shall take all necessary and immediate steps to repair the damage. It is essential that the access roads be kept open in a serviceable state during the course of the contract. The Contractor shall provide safe and adequate means of access at all times to vehicles using the existing access roads at the site. The Contractor at no cost to the Principal shall rectify any damage to the access roads leading to and through the site. Transport of materials and plant by land and water is to comply with all the requirements of the WA Department of Transport, City of Greater Geraldton and any other relevant authorities. Any vessels or obstructions located within the waterway shall be securely moored and marked appropriately (for both day and night) in accordance with the requirements of the WA Department of Transport to ensure that no hazards are created for vessels navigating within the area.

3.4.5 Restrictions

The Contractor shall confine the Contractor’s storage, accommodation and other facilities and manage pedestrian access within, through and around the Contractor’s Working Area in accordance with Work Health and Safety (WHS) regulations. As a minimum, temporary security fencing shall be erected and maintained around the Works Compounds.

3.4.6 Surface Drainage

The Contractor shall undertake all necessary works to ensure surface water is properly managed across the Site and does not interfere or damage the works in progress.

3.4.7 Site to be Kept Tidy

The Contractor shall ensure that all rubbish collected and all waste generated on the Site during the course of the Contract is regularly disposed offsite in an environmentally acceptable manner to the approval of the relevant authorities. Refer Section 13 REINSTATEMENT, SITE DISESTABLISHMENT AND CLEANUP – CLEANUP.


3.5 Setting out the Works

Subject to the specified tolerances, all work is to be constructed to the lines and levels shown on the Drawings. All levels shown on the Drawings are in metres reduced to Australian Height Datum (AHD). All Chainages shown on the Drawings are also in metres. The work will be set out along six (6) separate chainage lines with the following prefixes: MB – Marina Beach BE – Breakwater Extension GE – Groyne Extension RS – Revetment South RM – Revetment Middle RN – Revetment North

3.6 Dilapidation Survey

The Contractor shall be required to undertake a dilapidation survey of all areas which may be affected by construction activity prior to the commencement of the Works. The dilapidation survey shall be replicated prior to Practical Completion. The purpose of this survey is to confirm the “Pre” and “Post” construction condition of the site. The dilapidation survey shall be completed by the Contractor in the company of the Principal’s Representative. The dilapidation survey shall comprise a comprehensive photographic record and/or video record, including comments, of the existing condition of all areas which may be affected by the construction activity. The Contractor shall compile this record into a bound report and provide two copies to the Principal’s Representative.

3.7 Site Induction Meeting

As part of site establishment, the contractor shall convene and chair a Site Induction Meeting to be attended by:

all personnel employed by the Contractor for carrying out the Works;

the Principal’s Representative; and,

representatives of any relevant authorities invited by the Principal’s Representative. The following matters shall be included in the Site Induction Meeting:

address to make sure that all works personnel are aware of procedures to be followed in the event that turbidity is generated from construction activities. Refer Section 10.5 BEACH FILL - TURBIDITY CONTROL AT PLACEMENT AREA;

address to make operators of construction equipment aware of potential noise problems and of techniques in order to minimise noise emission, including


minimising usage of truck exhaust brakes. Refer Section 5 ENVIRONMENTAL PROTECTION;

check to ensure all works personnel are trained in the use of the spill control materials. If not, complete this training before work commences. Refer Section 5 ENVIRONMENTAL PROTECTION;

prior to the Site Induction Meeting, the Principal shall have received from the Contractor and reviewed the Site Safety Management Plan and Construction Environmental Management Plan.

Excluding the costs to cover attendance by the Principal’s Representative and representatives of authorities invited by the Principal’s Representative, the full cost of the Site Induction Meeting shall be included under site establishment.

3.8 Work Hours

The work shall be conducted between the hours of 7.00am to 6.00pm Monday to Saturday, unless otherwise agreed in writing by the Principal’s Representative:

No work shall take place on Sundays or Public Holidays unless approved.

3.9 Temporary Works

Provide any temporary works as are necessary to carry out the Contract. Temporary works shall include:

construction and removal of a temporary causeway to access the existing detached breakwater; and,

placement of a crushed rock working surface to provide plant access over the armour rock on the existing detached breakwater and BCM groyne structures.

The cost of providing temporary works shall be deemed to be included in the Contractor’s tender price for the Works. Obtain approval prior to commencing temporary works. Such approval shall not relieve the Contractor of the Contractor’s responsibility for the safety of all of the Works. At the end of each work day, make the Site safe and take all necessary safety measures before leaving the Site.

3.10 Work Health and Safety

The Contractor shall comply with all relevant Work Health and Safety regulations, including:

Occupational Safety and Health Act 1984;

Occupational Safety and Health Regulations 1996;

Codes of Practice approved under the Occupational Safety and Health Act 1984; and,


Guidance Notes developed by the Commission for Occupational Safety and Health. The Contractor shall also familiarise themselves with work, health and safety operational procedures and policies required by City of Greater Geraldton. The Contractor shall prepare Safe Work Method Statements (SWMS) and ensure adherence to these for all construction tasks. Copies of SWMS are to be kept on site for ready reference by workers. Tool box talks/meetings and briefing sessions are to be conducted by the Contractor to ensure full compliance with the SWMS. All construction personnel shall be appropriately qualified and carry a relevant documentation (such as a construction induction card or specific operating licences) with them at all times. The Contractor shall obtain and keep on site all relevant material safety data sheets (MSDS) for any materials that are used in the works. All transportation, storage and use of these materials shall be in accordance with the MSDS. Prior to commencement of works on the site, the Contractor is to submit to the Principal’s Representative a Work Health and Safety Management Plan for approval to ensure compliance with relevant legislation and responsible work practices are followed.


4 PROTECTION FROM HIGH WATER LEVELS, WAVE ACTION AND STORMWATER

The Contractor shall be responsible for protecting and/or managing the Works to account for high water levels, wave action and stormwater. The Contractor shall construct the Works in a manner which limits the extent of the Works exposed to possible damage from high water levels, wave action and stormwater. The Contractor shall repair at the Contractor’s cost all works damaged by tide, waves and weather.

4.1 High Water Levels

The Contractor shall inform itself of the predicted tide levels to be encountered during the Works. The Contractor should be aware that actual water levels can exceed predicted tide levels (refer Section 2.9 SITE INFORMATION - COASTAL WATER LEVELS). The Contractor shall be deemed to have made their own assessment of high water levels which may be encountered during construction of the Works. The Contractor shall adopt work methods and implement temporary works to manage the effects of high water levels, and make allowance for these conditions in the Tender.

4.2 Wave Action

The Contractor shall inform itself of the wave conditions which may be encountered at the Site, including the effects of wave action on elevated water levels, and adopt work methods and implement temporary works accordingly. In planning and implementing any system to protect the Works from wave action, the Contractor shall ensure that it does not adversely affect areas adjacent to the Works. The Contractor shall be deemed to have made their own assessment of wave action likely to be encountered during construction of the Works and made allowance for these conditions in the Tender.

4.3 Stormwater Management

The Contractor shall be responsible for temporary diversion of any stormwater flows from the existing stormwater system and the management of overland flows due to any surcharging of stormwater pits or for any other reason. The Contractor shall be deemed to have made the their own assessment of the need for temporary diversion of stormwater and of the overland flows likely to be encountered during construction of the works and made allowance for these conditions in the Tender.


5 ENVIRONMENTAL PROTECTION

5.1 General

A number of environmental controls are required to be implemented over the course of the Works to address environmental issues.

5.2 Contractor’s Environmental Management Plan

The Contractor shall prepare and submit a Contractor’s Environmental Management Plan (CEMP) to the requirements of all relevant Acts and Regulations, requirements of all authorities granting approvals and licences and accepted best practice management procedures. The Contractor shall ensure that all workers (including sub-contractors) are aware of the environmental requirements of the Contract. The CEMP is to be approved by the Principal’s Representative prior to commencement of works on the Site. As a minimum, the CEMP shall cover the following environmental aspects:

noise and vibration;

air quality;

water quality;

stormwater management;

erosion and sedimentation control;

protection of dunal vegetation and terrestrial flora;

marine ecology;

heritage;

waste management and energy use;

management of dangerous goods;

waterway navigation management; and,

pedestrian access, traffic management and parking.

5.3 Contractor’s Environmental Officer

The Contractor shall engage a suitably qualified and certified Environmental Officer. The Contractor’s Environmental Officer will be responsible for the preparation, direction and implementation of all environmental protection aspects of the Works and undertake Environmental Audits. The Contractor’s Environmental Officer will also prepare monthly Project Environmental Reports addressing the requirements detailed in the CEMP.


The Contractor’s Environmental Officer shall report on implementation of the CEMP at regular progress meetings with the Principal’s Representative.


6 SURVEY

6.1 General

All survey work shall be carried out by, or under the supervision of, a Registered Surveyor for land surveys or an appropriately qualified and experienced Hydrographic Surveyor for hydrographic surveys. All surveyors shall be employed by the Contractor and approved by the Principal’s Representative. The surveyors shall be responsible in conjunction with the Contractor for the collection and processing of the survey data and the provision of all survey equipment required to complete this activity to the satisfaction of the Principal’s Representative. In particular, any hydrographic survey shall be undertaken using a vessel capable of safely navigating the shallow depths within the nearshore zone and exposed conditions (wind, wave and current). If required, the vessel shall be capable of accommodating the Principal’s Representative as well as the members of the Contractor’s survey team (including the hydrographic surveyor). The Contractor shall provide all labour, materials and other assistance that the Principal’s Representative may require at any time to check the setting out of the work or to make progress measurements. The method of survey shall be in accordance with this section.

6.2 Horizontal Positioning

The horizontal positioning of the construction works shall be related to the Map Grid of Australia (MGA) Zone 50 coordinate system.

6.3 Vertical Datum

All soundings and level information for construction works shall be reduced to Australian Height Datum (AHD).

6.4 Method of Survey

6.4.1 Survey Project Quality Plan

All survey work shall be carried out strictly in accordance with the Contractor’s Survey Project Quality Plan (SPQP). The Principal’s Representative may consider adjustments to the SPQP during the course of the Contract and may direct the use of alternative personnel or equipment. No survey work shall be undertaken prior to the acceptance by the Principal’s Representative of the SPQP.

6.4.2 Survey Equipment

All survey equipment utilised on the Works shall be calibrated and maintained in accordance with the approved SPQP. As a minimum, calibration and maintenance shall comply with the


requirements of the instruments’ technical specification, survey regulations and standard survey practices. All survey work shall be carried out in accordance with the SPQP and standard survey practice.

6.5 General Survey

Surveys shall be undertaken prior to the commencement, during and following completion of main activities associated with the Earthworks, Rock Works and Beach Fill. The survey shall include the establishment of control for setout of the Rock Works and Beach Fill. During the course of the Works, survey shall include the periodic positioning of the Contractor’s plant and equipment associated with the excavation and filling activities. ‘As-Constructed’ surveys shall be undertaken at the completion of the Works to confirm that the Rock Works and Beach Fill have been constructed in accordance with the Drawings. The construction of the Rock Works and Beach Fill shall be completed with excavation equipment that incorporates a GPS grade control system capable of accurately determining placement and profiling positions in three dimensional space. This shall enable records of ‘as-built’ levels and profiles to be maintained as progressive sections of the Rock Works and Beach Fill are completed. The progressive survey records shall be compiled to provide one complete ‘As-Constructed’ survey following completion of the Works and shall form the compliance survey used to confirm structures have been built in accordance with the Drawings.

6.5.1 Survey Detail

Pre-Construction Survey

The Rock Works and Beach Fill shall be set out using the survey control shown on the Drawings. Construction Compliance Surveys

Compliance surveys are required to confirm that the Rock Works and Beach Fill have been constructed in accordance with the Drawings. The profile of the excavation batter and completed core (including exposed core from removal of armour rock at interfaces with the existing breakwater and groyne structures), underlayer and armour rock layers (including replaced armour rock at interfaces with the existing breakwater and groyne structures) of the Rock Works shall be captured by the compliance surveys and presented clearly on the ‘As-Constructed’ Drawings. The compliance surveys shall show sections of the Rock Works at 10 metre intervals and at transition sections. Each section shall capture the following information:


crest and toe on each side of the structure;

intermediate points along the berm side slope between the crest and toe; and,

intermediate points along the crest of the structure. The survey shall provide tie lines between sections that run along the crest and toe of rock structures. The compliance surveys shall show sections of the Beach Fill at the same sections shown on the Drawings. Each section shall capture the following information:

crest and toe at the seaward margin of the fill;

intermediate points along the surface of the fill between the crest and the landward margin of the fill; and,

intermediate points along the crest at the seaward margin of the fill. The survey shall provide tie lines between sections that run along the crest and toe of the fill.

6.6 Processing of Survey Data

Survey information shall be presented clearly and concisely at appropriate scales on A3 sized paper. In addition, information shall be provided in digital form in DWG and DXF format on compact discs (CDs) or USB storage devices such that it can be utilised in AutoCAD. Contours shall be shown at 0.5 m intervals reduced to Australian Height Datum and positioned to the MGA coordinate system. Spot levels shall also be provided in ASCII form. The charts shall show details of the origin of coordinates and levels as well as a schedule of coordinates and reduced levels for any survey marks established on the Site. All charts, calibration records, daily activity sheets, drawings and estimates of quantities prepared from the survey data shall be agreed and signed by the Principal’s Representative and the Contractor. All raw survey data shall be provided to the Principal’s Representative upon request. The data shall be presented in a format approved by the Principal’s Representative.

6.6.1 Data Availability

At the request of the Principal’s Representative, the Contractor shall supply, free of charge, any digital depth/height/coordinate and other survey information and associated documentation held by the Contractor for the purpose of verification or computation by the Principal’s Representative. Information shall be supplied within five (5) working days of the request and shall be in a digital format as requested by the Principal’s Representative.

6.7 Survey by Principal

For purposes of verification the Principal’s Representative may from time to time undertake compliance check surveys at any location or any cross-section. Any non-compliance detected by such surveys shall be remedied by the Contractor at no cost to the Principal.


6.8 Practical Completion

A certificate of Practical Completion shall not be issued until all ‘As-Constructed’ drawings and survey data are completed and submitted to the Prinicipal’s Representative to the Prinicipal’s Representative’s satisfaction.


7 DEMOLITION AND EARTHWORKS

7.1 General

Demolition and earthworks work will be required to allow construction of the Works. The extent of demolition and earthworks work shall include that determined from the Drawings and the Pre-Construction Survey and shall include the demolition of:

Concrete stars at Chainage RS 262;

Viewing platform at Chainage RS 267; and,

Existing rock revetments at the locations of the South Revetment and Middle Revetment.

7.2 Demolition and Excavation

7.2.1 Standards for Demolition and Excavation

The Contractor shall comply with the following Standards, Guidelines and Code of Practice for demolition work to the extent that they are relevant and not overridden by the Specification:

AS 2601 The Demolition of Structures

AS 3798-2007 Guidelines on Earthworks for Commercial and Residential Development

Safe Work Australia Excavation Work Code of Practice (July 2014)

Safe Work Australia How to Safely Remove Asbestos Code of Practice (December 2011)

7.2.2 Demolition and Excavation Generally

The Contractor shall advise the Principal’s Representative when demolition and excavation works are to commence. Demolition and excavation shall be undertaken in a careful manner, with a minimum of disturbance and with every possible precaution taken to prevent damage to property and injury to personnel. All demolished structures shall be subject to approval by the Principal’s Representative. The Contractor shall provide at least one (1) weekday’s notice for such inspections. Any services which require relocation as part of the work shall be relocated in accordance with the requirements of the Principal’s Representative and any relevant authorities and codes. No reinforcement or other elements likely to cause injury shall protrude from the demolished structures. All demolished materials which will not be reused in the Works shall be removed from the Site. Under no circumstances shall demolished or excavated materials be disposed seaward of the Mean Higher High Water Mark (0.4 m AHD). The use of explosives in demolition and excavation works shall not be permitted. The burning off of demolished materials on the Site is prohibited.


No crushing of demolished or excavated material shall take place on the Site. The Contractor shall restrict dust caused by demolition works to a practicable minimum.

7.2.3 Demolition and Excavation Works Design

The Contractor is to be and shall remain solely responsible for the demolition and excavation methods, procedures and practices. The method of demolition and excavation shall be as stated in the Contractor’s Method Statement.

7.2.4 Stockpiles of Demolished and Excavated Material

Stockpiles of demolished and excavated material shall be placed clear of all excavations. Slopes supported by retaining walls shall not be loaded unless an assessment of the slope and wall stability has been made which includes an allowance for additional loads due to the stockpiling.

7.2.5 Reuse of Material

The Contractor’s Method Statement shall identify demolished and excavated materials to be reused on the Site. Any material to be reused on the Site shall satisfy the requirements of the Specifications. The Principal’s Representative shall approve demolished and excavated material identified for reuse. The Contractor shall be responsible for the offsite disposal of demolition and excavated material that is not suitable for reuse.

7.2.6 Asbestos

In the event that asbestos is found during demolition works, the Contractor shall notify the Principal’s Representative immediately. Removal of asbestos shall be undertaken in accordance with Work Health Safety Regulations and the code of practice issued by Safe Work Australia for safe removal of asbestos. It should be noted that several existing stormwater outlets within the project area are known to be constructed from asbestos materials, including an outlet located at the face of the proposed rock works (refer Section 8 STORMWATER DRAINAGE). Details of the proposed method and procedures for asbestos management, handling and removal at these locations shall be included within the Site Safety Management Plan and associated Safe Work Method Statements prepared by the Contractor.

7.3 Earthworks, Subgrade Preparation and General Filling (Excluding Beach Fill)

7.3.1 Fill Material

All fill material shall consist of good quality granular fill, free of organic matter and having a maximum particle size of 50 mm and a fines content (i.e. content with grain size less than 75 microns) not exceeding 2% by weight.


No crushing of demolished or excavated material shall take place on the Site.

7.3.2 Construction Roads

The Contractor shall designate construction roads around the site. The roadways shall be covered with a minimum 50 mm thick layer of clean 10 mm screenings, to prevent soil erosion and dust generation. Vehicles shall be required to stay on the construction roads. Construction roads shall be watered to keep dust down as required.

7.3.3 Filling and Grading other than Roadways

All filling shall be placed in 300 mm (loose) thick layers and compacted by watering and rolling to achieve a minimum dry density ratio of 95% at Standard Compaction as determined by AS1289.5.1.1 (standard) and AS 1289.5.4.1. All earthwork areas shall be graded to falls, with slopes of 1 in 100 minimum. Provision shall be made for topsoiling where shown on any Drawings to a minimum depth 150 mm, unless another depth is shown on the Drawings. The Contractor shall, at the Contractor’s own expense, arrange for the testing of compaction of filling as required by this Specification or as directed on the site by the Principal’s Representative. All costs associated with the tests and reporting shall be borne by the Contractor.

7.3.4 Existing Pipes, Sewers and Other Services

During the execution of works, the Contractor shall take every precaution to secure existing gas, water, drainage pipes, sewers, electric conduits, telecommunication and other existing services or works. Placement and compaction of backfill materials around structures, culverts, pipelines and the like shall be undertaken simultaneously on both sides to avoid differential loading.

7.3.5 Stockpiles of Fill Material

Stockpiles of fill material shall be placed clear of all excavations. Slopes supported by retaining walls shall not be loaded unless an assessment of the slope and wall stability has been made which includes an allowance for additional loads due to the stockpiling.

7.3.6 Testing and Acceptance of Compaction

The Contractor shall test the compaction achieved during all subgrade preparation and filling to ensure that the compaction requirements are achieved. Tests shall be undertaken on prepared foundations, subgrades and placed fill material in the number and at the locations and times determined by the Principal’s Representative.


The Contractor should allow for ten (10) compaction tests to be undertaken through the course of the Works. All compaction tests shall be undertaken by a Chartered Professional Geotechnical Engineer in accordance with the relevant Australian Standards, and National Association of Testing Authorities (NATA) Australia requirements. Where tests show that the specified compaction requirements have not been met, the Principal’s Representative shall require the Contractor, at the Contractor’s expense, to:

i. undertake further compaction of the material which failed to meet the required compaction; or

ii. remove the material which failed to meet the required compaction, replace it with other approved material and compact the replacement material to the requirements of the Specification.

Following the completion of (i) or (ii) above, further compaction testing shall be undertaken at the Contractor’s expense to determine whether the additional compaction, or compacted replacement materials, meet the compaction requirements. The number of additional tests undertaken by the Contractor shall be determined by the Principal’s Representative.


8 STORMATER DRAINAGE

8.1 Scope

A total of four (4) stormwater drainage outlets exist within the project area that may be affected by the Works. The location, details and proposed treatment at each outlet is outlined below and noted on the Drawings.

Location Chainage (m) Material Diameter

(mm)

Outlet Invert Level

(m AHD)

Proposed Treatment

Marina Beach MB 459.4 unknown unknown 2.3

(obvert)

Avoid placement of Beach Fill in front of existing outlet. Create localised swale/channel within Beach Fill profile to accommodate stormwater flows.

South Revetment RS 6.3 asbestos 250 2.51

Outlet is located immediately to the south of the South Revetment. Protect outlet as appropriate to prevent damage by plant and equipment.

South Revetment RS 250.2 asbestos 540 2.29

Based on available survey the existing outlet appears to be located at the seaward face of the South Revetment. Care shall be taken during excavation and temporary support provided to avoid damage to the pipeline. Placement of rock shall be locally modified to accommodate and support the existing outlet. If required, use a flexible coupling and polyethylene pipework to extend the existing outlet at the existing grade to the seaward face of the South Revetment.

Middle Revetment RM 267.6 concrete 450 0.99

Based on available survey the existing outlet appears to be located at the seaward face of the Middle Revetment. Care shall be taken during excavation and temporary


support provided to avoid damage to the pipeline. Placement of rock shall be locally modified to accommodate and support the existing outlet. If required, use a flexible coupling and polyethylene pipework to extend the existing outlet at the existing grade to the seaward face of the Middle Revetment.

8.2 Standards

Unless specified otherwise herein all drainage pipework shall comply with the current editions of the following Australian Standards, Codes and Specifications as appropriate. Pipes

PE80 and PE100 to AS/NZS 4130 Fittings

AS/NZS 4129 (Int) Workmanship

AS 3500 National Plumbing and Drainage Code

8.3 Materials

Unless noted otherwise on the Construction Drawings all drainage pipes and fittings shall be polyethylene. If required to extend existing stormwater outlets, Naylor Band-Seal flexible couplings or an approved equivalent shall be used to form connections between existing pipework and polyethylene pipe extensions.

8.4 Drawings and Dimensions

Drawings showing pipework layouts are diagrammatic only. Before commencing work, the Contractor shall verify with the Principal’s Representative the exact positions of the pipework including any fixtures and the like to which the pipework is to be connected.

8.5 Existing Services

The Contractor shall accommodate all existing services as necessary to complete the work. Approval shall be obtained before interrupting any existing service, and the work shall be


performed in accordance with an approved program so that the duration and number of interruptions is reduced to a minimum.

8.6 Inspections

The Contractor shall give a minimum of 24 hours’ notice to the Principal’s Representative that inspection may be made at the following stages (as required):

trenches excavated and ready for pipe laying;

securing of flexible couplings; and,

underground and anchored work ready to be covered up or concealed.

8.7 Workmanship

8.7.1 Pipelines

Pipelines shall be laid to uniform gradients falling to outlets, straight between required changes in direction, properly supported, with watertight joints aligned flush at internal surfaces, and with spigot ends pointed in the direction of flow. Provide the necessary fillings and accessories, including junctions, branches, inspection and cleaning openings, expansion joints and the like.

8.7.2 Pits and Channel Drains

Finish to exposed surfaces at pits and channel drains shall be smooth and seamless, equal to steel trowel render or concrete cast in steel forms. Cove or splay internal corners. The top level of the cover or grating, including frame, shall comply with the following:

in paved areas – flush with the paving surface; and

in soft landscaped areas – 20 mm above the finished surface. In all instances, the top level of gratings taking surface water runoff shall be set such as to receive the runoff without ponding.

8.8 Pipe Bedding Material

General bedding material shall be sand and/or gravel material complying with the grading in Table 5. Table 5: Grading Requirements for General Bedding Material

Sieve Size (mm) % Mass Passing

19.0 100 2.36 100-50 0.60 90-20 0.30 60-10


0.15 25-0 0.075 10-0

All material passing the 0.075 mm sieve shall have low plasticity in accordance with AS 1726. All general bedding material shall be free from organic matter, clay or loam. Bed pipework on a continuous underlay of pipe bedding material, compacted to a minimum thickness of 75 mm. Grade the bedding evenly to the required gradient of the pipework.

8.9 Chases

Form chases where necessary to prevent sockets, flanges or the like from bearing on the trench bottom or the bedding. Fill and compact the chases with granular bedding material after laying and testing of pipes.

8.10 Anchor Blocks

8.10.1 General

Install as required lateral or longitudinal anchor blocks in concrete of not less than 15 MPa to restrain lateral movement in the pipes at bends and changes in gradient, or longitudinal movement in pipelines laid to gradients exceeding 7%. Bear anchorages against the body of the pipe only, clear of joints, and against firm undisturbed ground or compacted filling.

8.10.2 Lateral Anchor Blocks

Bear against the full diameter of the pipe for a length equal to not less than the pipe diameter, with a thrust bearing against the excavation of not less than 0.25 m2.

8.10.3 Longitudinal Anchor Blocks

Locate at maximum intervals of 10 m. Extend 150 mm into the sides and bottom of the trench, and 75 mm above the crown of the pipe. Width shall be 300 mm, measured parallel to the pipe axis.

8.11 Filling for Drainage Work

Filling for drainage work shall be selected excavated site material or other suitable material. Backfill material shall be free from organic matter, clay or loam and shall be of uniform grade. It shall not contain any stones or rocks larger than 150 mm, and more than 20% with a size between 75 mm and 100 mm. The backfill material shall be suitable to allow adequate compaction in accordance with the requirements within Section 7 DEMOLITION AND EARTHWORKS.


8.12 Side Support and Cover

In placing pipework side support and overburden, compact in layers of not more than 150 mm loose thickness without damage to the pipework. Unless shown otherwise on the Drawings, minimum cover over pipes shall be not less than 150 mm in all cases, except for the following where greater minimum cover shall apply:

if pipework subject to vehicle loading under a bitumen sealed roadway - not less than 600 mm; or,

if pipework in unpaved ground not subject to vehicle loading - not less than 450 mm.


9 ROCK STRUCTURES

9.1 General

The Works includes the construction of a number of rock structures including: Stage 1

construction of an approximately 45 m long extension of the existing Batavia Coast Marina (BCM) Groyne;

construction of an approximately 100 m long extension of the existing detached breakwater; and,

construction of the South Revetment approximately 300 m in length. Stage 2

construction of the Middle and North Revetments, which are approximately 330 m and 210 m in length respectively.

The main activities involved in the construction of the rock structures comprise:

supply and hauling of rock;

preparation of the bed profile along the alignment of the rock structures;

supply and placement of underlying geotextile material; and,

supply and placement of suitable rock underlayer and armour rock. The specific requirements associated with these activities are contained within this Section.

9.2 Material Requirements

9.2.1 Armour, Underlayer and Core Rock

Acceptance of rock for the armour, underlayer and core material in any rock structure shall satisfy all of the following criteria:

individual rocks shall be hard, durable and clean and should be free from cracks, cleavage planes, joints, seams, chemical alteration or weathering and other defects which can result in the breakdown of the rock in the marine environment;

rock shall be limestone and have a minimum dry density of 2,150 kg/m3;

rock shall be rough and angular;

the ratio of the maximum dimension of any rock to the minimum dimension, measured at right angles to the maximum dimension, shall not exceed 2.5 for armour rock and 3.0 for underlayer rock;

rock shall have a saturated point load strength index (Is50) no less than 1.5 MPa;

wet/dry strength variation less than 30%;

rock shall exhibit a maximum Los Angeles abrasion value of 25%; and,


rock shall exhibit a maximum sodium sulfate weight loss (AS 1141.24) of 9%.

9.2.2 Geotextile Filter

The geotextile filter for the Works shall be ‘Texcel 1200R’ manufactured by Geofabrics Australasia, or an approved equivalent. The geotextile filter fabric shall be placed on the prepared excavation batter in accordance with the Drawings.

9.3 Imported Rock Requirements

At least fourteen (14) days prior to the supply of imported rock, the Contractor shall provide documentation to demonstrate that the imported rock to be supplied complies with the requirements of the Specification. The documentation to be provided shall include but not necessarily be limited to:

details of the quarry from which the rock is to be supplied, including identification of areas within quarry where the rock complies;

a test report issued by a NATA registered independent testing authority confirming the physical and chemical properties of the rock to be supplied. The report shall include the results of laboratory testing of the rock;

a report from a suitably qualified and experienced geologist commenting on the suitability of the rock to be supplied for its intended purpose. The geologist shall prepare the report based on an inspection of the rock and the results of the laboratory testing undertaken; and,

details of the Supplier’s Quality Assurance System, including details of the proposed quality control procedures to be implemented to ensure that the quality of rock supplied during the Contract complies with the Specification.

The Contractor shall also provide a sample of weighed rocks covering the range of allowable rock weights in the underlayer and armour rock grading. A minimum of six (6) rocks shall be provided for each grading sample for onsite inspection by the Principal’s Representative prior to establishment of material supply operations. If the Contractor wants to vary the source of rock supplied either within the quarry or by changing quarries, the Contractor shall submit additional documentation to demonstrate that the rock from the new source complies with the requirements of the Specification. The Contractor requires approval from the Principal’s Representative prior to importing rock for the rock structures.

9.4 Material Supply Operations

9.4.1 Quarrying

The Contractor shall make its own arrangements for the opening up, verification of quarry yields and quality, and operation of the quarries required for completion of the Works. The arrangements shall include payment of royalties and obtaining any additional approvals or permits and any other charges, for which the Contractor is solely responsible, associated


with opening up, testing, excavating, operating and winning rock from the quarries including the construction, upgrading and maintenance of any access roads required between quarries and public roads.

9.4.2 Access Roads

The Contractor shall construct, upgrade and maintain as required for the duration of the Contract any access roads required between the quarry and public roads.

9.4.3 Trucking

The Contractor shall make its own arrangements for the loading, delivery, unloading, temporary stockpiling and final delivery of all material required for completion of the Works. These arrangements shall include the payment of all charges and obtaining approvals or permits from the relevant Authorities including the City of Greater Geraldton if required, and other charges associated with the maintenance of public roads and haul roads between the quarries and the Site.

9.4.4 Haul Roads

The Contractor shall construct, upgrade and maintain as required for the duration of the Contract, any haul roads required between public or paved roadways and the Site. The Contractor shall obtain approval from the Principal’s Representative for any proposed haul roads within the Site prior to construction. Where the Contractor uses existing paved roads adjacent to the Site the Contractor shall undertake to repair damage caused to those roads during construction of the Works.

9.4.5 Delivery of Materials to Site

Each truckload of rock shall consist of one type only. No rock shall be delivered to the Site without written authorisation from the Principal’s Representative following their consideration of documentation on the quarry source and rock properties. The Contractor shall maintain a daily log of imported rock delivered to the Site. The log shall record the registration of each supply truck, its date and time of arrival on the Site, the rock supply docket number issued by the quarry pertaining to the delivery and a signature by a representative of the Contractor to verify the information. During the course of construction of the rock protection, the Contractor shall provide to the Principal’s Representative each week a copy of the completed daily rock supply log and the original supply dockets pertaining to work undertaken in the previous week. The supply dockets shall include a record of loaded truck mass. Stockpiling of rock on the Site shall be limited to the minimum extent practicable for continuity of the Works.


Before unloading each truckload of rock, the Contractor shall allow the Principal’s Representative to inspect the load. The Principal’s Representative may reject a load if it is the Principal’s Representative’s opinion that the material does not comply with the requirements of this specification. The Principal’s Representative may request that a sample of rock be graded to verify that it meets the requirements of this specification. The costs of such testing shall be deemed to be included in the Tendered prices. Any load rejected shall be removed immediately from the Site.

9.5 Rock Works

9.5.1 Design Profiles

The Rock Works shall be constructed in the location shown and to the levels, widths and side slopes indicated on the Drawings. Where transitions or variations in slope, level or geometry are shown on the Drawings, they shall be smooth and linear over the length of the transition with no abrupt changes in the outer surface of the rock structures. The Contractor is responsible for providing stable rock placement batters with slope not exceeding 1:1.5 (vertical:horizontal) for all Rock Works.

9.5.2 Construction Methodology

The method of construction of the Rock Works shall be strictly in accordance with the Contractor's approved Method Statement. The Principal may consider adjustments to the Method Statement during the course of the Contract. In the proposed method of construction, the Contractor shall make allowance for:

extent of work;

sequence for the completion of the construction activities;

design profiles; and,

constraints offered at the Site. The Contractor is to nominate the type of equipment to carry out the Works.

9.5.3 Temporary Causeway and Working Surfaces

A temporary causeway will be required to provide access to the existing detached breakwater, constructed to the levels indicated on the Drawings. Sand is the Principals preferred construction material for the causeway. However, subject to agreement by the Principal’s Representative, rubble may be delivered and placed by the Contractor during construction in order to maintain a trafficable surface for access to the breakwater. Rubble can also be used to fill voids within the existing armour rock on the crest of the breakwater and BCM groyne in order to provide a trafficable working surface for construction of the breakwater and groyne extensions.


Where rubble has been used to maintain a trafficable surface on the temporary causeway and on to core stone placed within the breakwater and groyne extensions, all rubble shall be removed from that surface as directed by the Principal’s Representative so that subsequent core or armour stone is placed upon a sound surface and no weak zones are created. Where rubble has been used to create a temporary access platform to the detached breakwater across the beach and/or surf zone, all rubble shall be removed from that surface at the completion of works, to the satisfaction of the Principal’s Representative, so that no foreign rocks remain on the beach or seafloor between the shoreline and the detached breakwater. All rubble shall be trucked offsite at the completion of works.

9.5.4 Preparation of Bed Profile

The Contractor shall prepare the bed profile along the alignment of the Rock Works in accordance with the levels and side slopes shown on the Drawings. Consideration will be given to the alteration of the excavation side slopes if the Contractor can show that the altered slope is stable and will not unduly affect the stability of the Rock Works in its completed state or at any stage of construction. If the excavation levels shown on the Drawings cannot be achieved, the Principal’s Representative shall be advised immediately. The Principal’s Representative may direct placement of additional rock at the toe of the structure.

9.5.5 Placement of Geotextile Filter

The placement of geotextile filter shall satisfy the criteria below:

Ground Preparation – sharp edged rocks, stumps and the like are to be removed prior to laying of the geotextile;

Joining of Fabric Elements – fabric elements may be joined by either overlapping or sewing. Overlap widths shall be no less than 0.5 m with the direction of overlap taking into account the overburden material supply direction. For sewing assembly 0.1 m overlap is sufficient to ensure continuity; and,

Laying in Water – rapid immersion requires ballasting of fabric.

9.5.6 Placement of Armour, Underlayer and Core Rock

The armour, underlayer and core rock comprising the Rock Works shall satisfy all of the criteria summarised in Table 6.


Table 6: Armour, Underlayer and Core Rock Sizes.

Location

MEDIAN MASS M50

1 (kilograms)

MASS GRADING (kilograms)

APPROX DIAMETER RANGE 2 (m)

BCM Groyne Armour Layer

1800 1400 – 2300 1.0 – 1.2

BCM Groyne Core Rock 180 Less than 10% smaller than 5kg

Maximum size 370kg

Less than 10% smaller than 150mm Maximum size 0.65m

Extension of Detached Breakwater Armour Layer

5800 4400 – 7300 1.5 – 1.7

Extension of Detached Breakwater Core Rock

580 Less than 10% smaller than 5kg

Maximum size 1150kg

Less than 10% smaller than 150mm Maximum size 0.95m

South Revetment Armour Layer

2900 2200 – 3600 1.2 – 1.4

South Revetment Underlayer

290 200 – 380 0.5 – 0.6

Middle Revetment Armour Layer

2400 1800 – 3000 1.1 – 1.4

Middle Revetment Underlayer

240 170 – 310 0.5 – 0.6

North Revetment Armour Layer

2400 1800 – 3000 1.1 – 1.4

North Revetment Underlayer

240 170 – 310 0.5 – 0.6

Note: 1. At least 50 % of the armour units shall exceed the median mass. 2. The approximate diameter is based on size by sieve, grizzly or field inspection equal the average of the

length, width and height dimensions of an individual rock. The cover layer armour rock of the Rock Works shall be placed to satisfy the following:

rock shall be placed to minimise its breakdown on handling, production of fines and water contamination;

the finished slope shall be no steeper than the slope specified in the Drawings;

rock shall be individually placed to achieve a dense, fully interlocked armoured layer with each rock having at least three points of contact with other rocks in the same layer;

rocks shall be wedged and locked together such that they cannot be moved without disturbing adjacent rocks;

there shall be no free rocks on the surface of the armour layer; and,


surface of the armoured slope shall present an angular uneven face to the water. Armour rock smaller than the specified mass grading shall not be used to fill voids in order to achieve the required profile.

The underlayer and core rock of the Rock Works shall be placed to satisfy the following:

rock shall be placed to minimise its breakdown on handling, production of fines and water contamination;

the finished slope shall be no steeper than the slope specified in the Drawings;

core rock shall be end dumped from trucks and trimmed in location by an excavator and bucket;

underlayer and core rock shall not be compacted; and,

underlayer rock shall be placed to achieve a placement density equivalent to random placement.

Prior to placement of core rock for the breakwater and groyne extensions, armour rock at the interface with existing rock structure shall be removed to expose the underlying core material. The removed armour rock shall be stockpiled and incorporated into the armour rock of the extended structures following core material placement. The Contractor shall determine the exposed face length allowed before placement of armour rock, and shall be responsible for damage to this exposed face length during inclement weather, however it shall not exceed 5 metres.

9.5.7 Reuse of Rock

Where an existing revetment is to be demolished to allow construction of the Rock Works, the rock may be reused in the core, underlayer or armour layer of any of the rock structures provided the material meets the Specification. Rocks from the demolished revetment which are outside of the minimum and maximum size range for the core, underlayer and armour layer rock will not be approved for reuse in the new rock structures. The Principal’s Representative shall inspect rock identified for reuse and approve the reuse of rock. The Contractor shall be responsible for the offsite disposal of rock that is not suitable for reuse.

9.6 Waterway and Navigation

9.6.1 General

During the course of the Contract, boat traffic will continue to use the waterways in the vicinity of the Works. The contractor shall at all times ensure that the Site and the approaches thereto are not unduly obstructed or made congested and that no nuisance is unduly created by the construction activities.


When any floating plant used in the Works is not operational, it shall be anchored away from navigation channels in a position that would minimise interference with waterway users and to the satisfaction of the Principal’s Representative. All floating plant used by the Contractor shall display the correct navigation signals.

9.6.2 Damage to Vessels

The Contractor shall be held responsible for any damage to vessels or injury to persons of whatever description which may occur during the execution of the Contract through any act or omission or default of the Contractor or of any person in the Contractor’s employ or for whom the Contractor is responsible, and shall be insured accordingly. The contractor shall take every precaution to prevent accidents affecting vessels or injury to persons through the execution of the Contract.

9.6.3 Recovery of Sunk Plant and Material

Without prejudice to relevant Statutory Enactments, if any barge or other floating plant belonging to the Contactor, or any material therein or therefrom, sinks from any cause whatsoever in the vicinity of the Works, it shall be buoyed and lighted by the Contractor at the Contractor’s own expense. In this event, the contractor shall notify the Principal’s Representative immediately. At the Contractor’s own cost, the contractor shall immediately take all necessary steps to lift and remove from the waterway and from the Site, the said barge, floating plant or material. Should the Contractor fail to remove such plant or material within two (2) weeks of sinking, the Principal’s Representative will be at liberty to employ other persons to remove same and the cost thereof shall be recoverable from the Contractor as a debt due from any monies outstanding or becoming due to the Contractor.

9.7 Quality Control Documents

To verify compliance with this Specification, the Contractor shall submit the following completed Quality Control Documents to the Principal’s Representative on a periodic basis as follows:

Item Description Record Completed By Frequency 1 Density Tests Analysis Contractor Minimum

fortnightly 2 Armour Rock

Compliance Surveys

Survey Surveyor At completion

Failure to meet the specification shall be noted on the records in a space allocated for this purpose, including the Contractors planned corrective action for the Principal’s Representative’s review and approval.

9.8 Construction Tolerance

The construction tolerances for the Rock Works shall be as follows:


± 200 mm from the vertical and horizontal position of the core, underlayer and armour rock shown on the Drawings;

+ 200, -0 mm from the layer thickness of the core, underlayer and armour layer shown on the Drawings; and,

+ 200, -0 mm from the crest level of rock structures shown on the Drawings.

9.9 Compliance Survey

The Contractor shall be responsible for the completion of a compliance survey in accordance with Section 6 SURVEY. Compliance surveys for the rock works shall include the finished surface of the core, underlayer and armour. The compliance survey for the finished rock core or underlayer shall be approved prior to commencing the placement of rock armour. In the event that the surveyed work does not meet the requirements of the Specification, the Principal’s Representative may instruct the Contractor to reconstruct that component of the Works and resubmit the survey for approval. The Time for Practical Completion shall not be affected by such rectification activities, and the cost of all works associated with the rectification including re-survey shall be borne by the Contractor.


10 BEACH FILL

10.1 General

The work shall include the supply, delivery and placement of approximately 57,000 m3 of ‘as placed’ sand to construct the Beach Fill. The work shall also include all labour, materials and other assistance that the Principal’s Representative may require during working hours to check the setting out of work or take progress surveys or carry out inspections of any of the work. The stated quantities accord with the consent for the project, and conform approximately to the design for the Beach Fill. The Contract quantity for the Beach Fill may vary. Quantities larger than the stated quantities will be grounds for an extension of time for Completion as assessed by the Principal’s Representative.

10.2 Material Requirements and Composition

10.2.1 Criteria

Permissible material for construction of the Beach Fill comprises clean sand. The following criteria shall apply to the placed sand: Median Grain Size (Dn50)

(i) The median grain size shall be 0.35 mm to 0.40 mm.

Fines Content (ii) No discrete grab sample of surface or subsurface sand greater than 5 kg

shall, following thorough mixing, exhibit a fines fraction greater than 5% by weight. Fine sized sediments shall be defined as being smaller than 75 microns in diameter.

Excessively Coarse Material (iii) No discrete grab sample of surface or subsurface sand greater than 50kg

shall, following thorough mixing, contain a fraction greater than very coarse sand size which exceeds 2% by weight. The minimum size of very coarse sand shall be defined as 2 mm.

Very coarse material may include shell. The Beach Fill shall be comprised of carbonate and silica particles and shall not contain organic matter, demolition material or other debris. The Beach Fill shall have a colour similar to the existing beach sand in the placement area. Acceptable colours for the Beach Fill material based on the Munsell Soil Colour Charts are listed below.


Hue Chroma N and 10Y 8/1 and 7/1

5PB 8/1 10R and 2.5YR 8/1 and 7/1 5YR and 7.5YR 8/1 to 8/2 and 7/1 to 7/2

5Y 8/1 to 8/3, 7/1 to 7/3 and 6/1 to 6/3 2.5Y and 10YR 8/1 to 8/4, 7/1 to 7/4 and 6/1 to 6/4

The Contractor shall provide a sample of the proposed Beach Fill material for the inspection and approval of the Principal’s Representative prior to the establishment of material supply operations.

10.2.2 Compliance

The Principal’s Representative may instruct the Contractor to stop delivery of sand if there is reason to believe that the composition and colour criteria are not being achieved. The Principal may arrange for sand testing by a NATA registered laboratory. If the results demonstrate a non-conformance, then the Contractor will be instructed to remove and/or redistribute the material to achieve compliance. If the results demonstrate conformance, then the stoppage will be treated as authorised downtime. The cost of any delivery, placement, removal/replacement and/or redistribution of fine sediments and excessively coarse material shall be borne by the Contractor. The time taken to deliver, place, remove/replace and/or redistribute fine sediments and excessively coarse material shall not be grounds for an extension of time for Completion.

10.3 Material Supply Operations

10.3.1 Quarrying

The Contractor shall make its own arrangements for the opening up, verification of quarry yields and quality, and operation of the quarries or supply sources required for completion of the Beach Fill. The arrangements shall include payment of royalties and obtaining any additional approvals or permits and any other charges, for which the Contractor is solely responsible, associated with opening up, testing, excavating, operating and winning sand from the quarries or supply sources including the construction, upgrading and maintenance of any access roads required between quarries or supply sources and public roads.

10.3.2 Access Roads

The Contractor shall construct, upgrade and maintain as required for the duration of the Contract any access roads required between the quarry or supply source and public roads.

10.3.3 Trucking

The Contractor shall make its own arrangements for the loading, delivery, unloading, temporary stockpiling and final delivery of all material required for completion of the Beach Fill. These arrangements shall include the payment of all charges and obtaining approvals or permits from the relevant Authorities including the City of Greater Geraldton, if required, and


other charges associated with the maintenance of public roads and haul roads between the quarries or supply sources and the Site.

10.3.4 Haul Roads

The Contractor shall construct, upgrade and maintain as required for the duration of the Contract, any haul roads required between public or paved roadways and the Site. The Contractor shall obtain approval from the Principal’s Representative for any proposed haul roads within the Site prior to construction. Where the Contractor uses existing paved roads adjacent to the Site the Contractor shall undertake to repair damage caused to those roads during construction of the Works.

10.3.5 Delivery of Materials to Site

Before unloading each truckload of sand, the Contractor shall allow the Principal’s Representative to inspect the load. The Principal’s Representative may reject a load if it is the Principal’s Representative’s opinion the material does not comply with the requirements of this specification. The Principal’s Representative may request that a sample of sand be graded to verify that it meets the requirements of this specification. The costs of such testing shall be deemed to be included in the Tendered prices. Any load rejected shall be removed immediately from the Site.

10.4 Beach Fill Placement

10.4.1 Design Placement Profiles

The placement of sand shall be carried out in the areas and to the lines and levels shown on the Drawings. Whilst maintaining the design volumes, to accommodate unforeseen situations, the Principal reserves the right to amend the lines and levels of placement of material in these general areas (including batter slopes) from those shown on the Drawings.

10.4.2 Construction Methodology

The Contractor shall be solely responsible for the method and practice of placing the fill sand. The method shall allow for all performance criteria including the requirements of the Environmental Management Plan – Refer Section 5 ENVIRONMENTAL PROTECTION - CONTRACTOR’S ENVIRONMENTAL MANAGEMENT PLAN. The method of construction of the Beach Fill shall be strictly in accordance with the Contractor's approved Method Statement. The Principal may consider adjustments to the Method Statement during the course of the Contract. In the proposed method of construction, the Contractor shall make allowance for:

extent of work;

sequence for the completion of the construction activities;

design profiles; and,

constraints offered at the Site.


The Contractor is to nominate the type of equipment to carry out the Works.

10.4.3 Placement of Fill Sand

Sand for the Beach Fill shall be placed from south to north over the southern half of Marina Beach and from north to south over the northern half of Marina Beach. The mid-point for the purpose of this Clause shall be Chainage MB 300 as shown on the Drawings. The fill sand shall be placed in a manner which minimises any disruption to members of the public. The surface of the fill sand shall be kept moist by spraying with water to supress wind-blown sand transport (losses) at all times when the forecast or recorded wind speed, 10 m above the ground surface, exceeds 30 km/hr.

10.5 Turbidity Control at Placement Area

Due to the clean nature of the sediment being placed, it is not expected that a significant turbidity plume would be generated. However, as a precaution, the following turbidity control measures shall be implemented:

only clean sand with less than 5% fines (i.e. less than 75 microns in diameter) shall be used as Beach Fill material;

Beach Fill works shall be suspended should a turbid plume created by the works extend beyond marker buoy(s) positioned to indicate the limit of acceptable offshore impact; and,

Beach fill material shall only be placed within the limits of the profiles shown on the Drawings.

This and other details of turbidity control at placement shall be fully described in the Contractor’s Method Statement and Construction Environmental Management Plan. The cost of implementing these controls shall be borne by the Contractor.

10.6 Log Sheets

The Contractor shall supply to the Principal’s Representative, at the end of each week, the daily or shift log sheets. The log sheets shall cover all sand delivery and placement activities carried out during that week and include:

details of delivery progress;

details of breakdowns and other interruptions which might affect the time for Completion; and,

an estimate of the quantity in cubic metres of ‘as placed’ material. The daily or shift log sheets shall have been signed at the end of each week by both the Contractor’s Site Supervisor and the Principal’s Representative. The signature of the Principal’s Representative on the log sheet is for the purpose of indicating that sheet has


been sighted only, and is not for the purpose of confirming the accuracy or otherwise of the information. At any time during the Works, the Principal’s Representative may direct the Contractor to log additional information to assist in recording the nature and progress of the work, the cost of which shall be deemed to be included in the Contractor’s tender price.

10.7 Construction Tolerance

The construction tolerances for the Beach Fill shall be ± 500 mm from the vertical position of the placement profile shown on the Drawings. Sand shall not be placed below -0.5 m AHD. The crest of the Beach Fill profile shall not exceed +4.5 m AHD. In addition to meeting the construction tolerance requirements, the surface of the Beach Fill shall be spread evenly over the designated area to achieve a smooth profile and avoid areas of ponding.

10.8 Compliance Survey

The Contractor shall be responsible for the completion of a compliance survey in accordance with Section 6 SURVEY to demonstrate to the Principal’s Representative the volume of fill material placed on the beach for payment purposes. Compliance surveys shall be undertaken weekly and at the completion of the Beach Fill Works.

10.9 Seaward Redistribution of Beach Fill Material

Following completion of compliance surveys and acceptance of the Beach Fill profile and placed volume by the Principal’s Representative, the Contractor shall use conventional earthworks equipment to redistribute the Beach Fill material further seaward and/or alongshore if required. These works shall be undertaken at low tide such that the Beach Fill can be redistributed as far seaward as is practicable. The redistribution works shall aim to initiate the formation of the Beach Post-Fill profile as shown on the Drawings. This shall be achieved by lowering of the crest level of the Beach Fill placement as the upper material is redistributed further into the active zone of the beach profile where the prevailing wave climate can act to establish an equilibrium profile (i.e. Beach Post-Fill profile) in the longer term. While it is recognised that the Beach Post-Fill profile may not be achieved for the entire lower profile, the upper profile should be redistributed so that, as a minimum, design levels can be achieved and planting can occur. Refer Section 12 DUNE VEGETATION PLANTING. Seaward of the planting area, levels exceeding the Beach Post-Fill profile shall be acceptable.


11 LANDSCAPE PLANTING

11.1 General

The Contractor shall supply all plant, labour and materials including topsoil, weedmat, plants, soil additive and water for the landscape planting. The landscape planting works comprise the establishment of vegetation over:

the area of fill behind the rock structures as shown on the Drawings; and,

any other natural areas(s) which were vegetated at commencement and disturbed during the course of the Works.

The precise location for the works shall be confirmed on the Site with the Principal’s Representative.

11.2 Materials

11.2.1 Topsoil Material

Topsoil shall comprise a blend of sand, natural soil and organic materials and be suitable for the culture of all plant material and in particular exotic and native grasses. It shall:

be of a friable porous nature;

contain no refuse or material toxic to plant growth;

contain no stumps, roots, clay lumps or stones larger than 50mm in size;

have an organic content of at least 5% by mass as determined by the method specified in AS 1289 D1.1 Part D;

have a pH in range of 5 to 6.5;

have a soluble salt content not exceeding 0.06% by mass;

be suitable for phosphorus sensitive plants; and,

be free of weed and weed refuse material. At least seven (7) days prior to delivery of any topsoil, the Contractor shall provide documentation to the Principal’s Representative for approval that demonstrates that the topsoil to be supplied complies with the requirements of the Technical Specification. The documentation must quote test results and must certify that the topsoil is not contaminated topsoil.

11.2.2 Weedmat

Weedmat shall be a 100% organic fibre type with a nominal thickness of 6 mm and a density of between 600 g/m2 and 650 g/m2.

11.2.3 Supply of Plant Materials

Native plants shall be sourced from a local nursery and grown in a similar climate to the Site.


The proposed nursery subcontractor shall be approved by the Principal’s Representative. The request for approval must include the location of the nursery, and the plant materials which will be supplied from the nursery. Plant materials shall be selected and agreed with the Principal’s Representative. For the area of fill behind the rock structures, the Contractor shall allow for coverage of two (2) shrubs per m2 plus two (2) ground cover plants per m2 planted over the full extent of the weedmat. Species selection shall be made up of a mix no less than four (4) shrub species and four (4) ground cover species of equal or near equal proportions. Substitution of agreed plant species shall not be done without approval from the Principal’s Representative. All plant materials shall be true to species and sizes. They shall be well grown, of good form, not soft or forced and with large healthy root systems. They shall not be root bound and shall be free from disease and insect pests. The supplied plants shall be in forestry tubes with a plant height of 300 to 400 mm. Plants shall be “hardened off” four weeks prior to delivery to the Site.

11.2.4 Soil Additive

Soil additive shall be a dry granular mixture, comprising water absorbent polymers, organic and mineral fertilisers, trace elements, carrier material and growth stimulators and shall be incorporated into the excavated planting hole during planting operations in accordance with the manufacturer’s recommendations.

11.2.5 Fertiliser

Fertiliser shall be a slow-release type in tablet form with an 8 to 9 months release period, and having an N:P:K analysis (stated in elemental form) as follows: N: 20% P: 4% K: 8% Fertiliser shall be delivered to the site in unopened bags or containers bearing the manufacturer’s description, analysis and quantity of its constituents. The Contractor shall test the fertiliser for conformity of constituent elements prior to using the fertiliser in the work and submit the test certificate to the Principal’s Representative.

11.2.6 Water

Water applied to plants must be potable or obtained from a source which does not contain toxins, pollutants or any substance which would adversely affect the growth of any of the plants to be watered.


11.3 Planting Operations

11.3.1 Timing

Planting shall not be carried out in dry soil in hot and dry weather conditions unless otherwise directed by the Principal’s Representative.

11.3.2 Transport and Storage of Plants

The Contractor shall inspect all plants at the time of delivery and reject any plants which do not comply with the Technical Specification. The Contractor shall ensure that due care is taken in the transportation of plants to and from the site holding area and shall undertake the loading, transportation and unloading of plants from holding areas in a manner that causes minimal disturbance to the rootball and the overall stability of the plants. Prior to and during planting the Contractor shall maintain the plants’ root systems moist at all times, particularly during the period when the plants are stored on site. The Contractor shall store plants in an area that is protected from wind, dust and vermin and with adequate water supply. The Principal may reject plants suffering from stress or which have been damaged, due to neglect and/or mishandling. Rejected plants shall be replaced at the Contractors’ expense.

11.3.3 Setting Out

The Principal’s Representative shall confirm distribution and location for planting. The Contractor shall notify the Principal’s Representative, not less than 2 working days prior to the intended time for commencement of planting operations, that the setting out of all shrub and ground cover planting positions is complete and available for inspection. The Principal’s Representative may inspect the set out for the position of shrubs and ground covers.

11.3.4 Preparation

A 150mm deep layer of topsoil shall be placed over the area to be planted. The topsoil shall be raked to provide an even surface for installation of the weedmat. Weedmat shall be installed over the planting area prior to excavation of plant holes in accordance with the manufacturer’s recommendations. The ends of the weedmat shall be finished in neat lines secured with steel pins, and cut to remove all excess material.

11.3.5 Planting and Backfilling

Planting holes shall be excavated through the weedmat to 200 mm x 200 mm x 200 mm deep.


The holes shall be excavated by hand tools. An auger or similar implement shall not be used as this will result in compacted and glazed hole surfaces. At the bottom of each planting hole, a soil conditioner shall be incorporated, at the rates recommended by the manufacturer, and mixed with the topsoil backfill. During planting and backfilling with topsoil, fertiliser tablets shall be placed beneath the rootball of each plant. The Contractor shall give the Principal’s Representative at least two (2) days’ notice of the date and time at which planting holes will be ready for inspection. The Principal’s Representative may inspect excavated holes for soil conditioner and fertiliser tablets. Each hole shall be backfilled with topsoil and shall be completed by light compaction of the backfilling within each hole by tamping down to ensure the backfilled area is flush with the level of the surrounding soil.

11.3.6 Watering

Each plant shall be watered immediately after planting in a manner which does not disturb the soil backfill. The quantity of water required for each watering is approximately 5 litres. The construction Contract shall include six (6) month establishment maintenance to be included in the Contractor’s price for the Works.


12 DUNE VEGETATION PLANTING

12.1 General

The location and extent of dune vegetation works is shown on the Drawings. The scope of dune vegetation works includes the following:

stabilise the dune in planting areas using jute matting;

irrigation of the planting areas;

installation of temporary fencing;

installation of permanent fencing;

planting of recommended dune vegetation species; and,

maintenance of planted areas for a period of six (6) months following practical completion of dune vegetation planting.

12.2 Timing of Planting Operations

Planting of dune vegetation shall be carried out following the initial response of the Beach Post-Fill profile to coastal processes. This time shall be determined by the Principals Representative. Until this time and until such time as the planting of dune vegetation is completed, the Contractor shall supress wind-blown sand transport. Refer Section 10.4.3 BEACH FILL – BEACH FILL PLACEMENT – PLACEMENT OF FILL SAND.

12.3 Stabilisation of Dune Surface

Stabilisation of the planting areas shall be the responsibility of the Contractor during the site establishment, planting and maintenance periods. The planting area shall be stabilised with jute matting, a biodegradable fibre medium or heavy weight matting (450g/m2 to 800g/m2). The matting shall be supplied and installed in accordance with the supplier instructions and specifications for installation of matting. As an alternative to jute matting, the Contractor may use brush matting. The Contractor shall plant in designated areas after jute matting or brush matting has been installed. Any damage to the stabilisation matting shall be repaired by the Contractor. If deemed necessary by the Contractor and agreed by the Principal’s Representative, an additional dune stabilising agent shall be adopted for planting areas and free-moving sand areas on the dune. In this case, the Contractor shall apply a sprayed stabilisation compound (such as Curasol or approved equivalent) as required to ensure a permanently stable dune surface during the site establishment, planting and maintenance periods. The stabilisation compound shall be applied at a rate, which is equivalent to 600L of Curasol per hectare (at a dilution rate of 1 part Curasol to 20 parts water, resulting in 12,000L per hectare). Details of the dune stabilising agent, including manufacturer’s recommendations and specification and the Contractors proposed methods for storage and application shall be provided in the approved Method Statement.


12.4 Soil Preparation through Temporary Irrigation

A temporary irrigation system is to be established by the Contractor. The Contractor shall ensure that the irrigation system is approved by the Principal’s Representative prior to installation. The Contractor shall irrigate the planting areas throughout the planting and maintenance periods as required and agreed with the Principal’s Representative. The irrigation system is to be removed at the completion of the six (6) month maintenance period unless otherwise directed by the Principal’s Representative.

12.5 Protective Dune Fencing

Following the irrigation of the sand (if required) and installation of dune stabilisation matting where required, all planting areas are to be fenced with protective fencing to prevent excessive windblown sand covering the plants, to prevent pedestrians disturbing the planting area and for wind protection. The Contractor shall install permanent dune protection fencing around the perimeter of the dune planting area shown on the Drawings. The fencing shall be setout to allow for the continuation of all existing beach accessways within the existing dune area and establishment of additional beach accessways as directed by the Principal’s Representative. The installed fencing shall match the specifications of the existing dune fencing provided at Marina Beach. The Contractor shall affix geotextile fabric using plastic cable ties along the fence line to provide wind protection to the planting area during the planting and maintenance periods.

12.6 Plant Sourcing

The Contractor shall submit for approval a Method Statement to complete the planting activities including securing plant stock, a schedule of purchased plants and their location to ensure that all plants are locally indigenous species. Plants should be sourced from a commercial nursery that has undertaken a plant propagation collection programme within the local area to propagate and grow plants for the site. The Contractor shall be responsible for determining appropriate methods for the procurement, planting and fertilising of the required species. The Contractor shall use the plant schedule to coordinate deliveries with suppliers as required, to ensure continuity of the planting works. The Contractor shall be responsible for quality control completed on plant stock prior to delivery. This will require documented inspections to be undertaken at supplier nurseries. The Contractor shall ensure that all plants have the following characteristics when delivered to site:

clearly labelled;

healthy without damage or stress; and,

free from pests and disease.


It is the Contractors responsibility to order sufficient quantities of plant species to allow for plant failures. No plant species substitution is allowed unless previously authorised by the Principal’s Representative. Plants should be delivered to site daily to be planted immediately after delivery. If this is not possible, the Contractor is to ensure that plants are kept in good condition on site. Prior to plant storage, the Contractor shall submit a site storage proposal and not have plants stored unless authorised by the Principal’s Representative.

12.7 Inspection of Plants

The Principal’s Representative may elect to inspect the plants prior to installation. If, during inspection, any plantings, in the opinion of the Principal’s Representative, are unsuitable for inclusion in the Works, the Contractor shall replace them at his own expense. The Contractor shall give the Principal’s Representative 24 hours notice before any planting so that an inspection can be organised.

12.8 Planting of Dune Species

Prior to planting, the following tasks shall be undertaken by the Contractor:

all plants shall be dipped in water crystals prior to planting;

the surface of the dune in the designated planting areas shall be evenly watered with 50mm of water to leach salt from the root zone. The Contractor shall ensure that the appropriate erosion and sedimentation controls are in place around the site;

appropriate dune stabilisation matting shall be installed within the designated planting areas; and,

fencing and signs shall be erected around the planting areas. Signs will clearly state “Keep out – Dune Revegetation Area” or words similar to, as approved by the Principal’s Representative.

A cover crop of dune grasses shall be planted by the Contractor over the full extent of the area identified for planting as shown on the Drawings. The Contractor shall ensure that individual tube stock of grasses shall be planted at the rate of 6 tube stock per m2 at a random mix. The tube stock shall be planted in between the spaces in the jute mesh. The species of indigenous dune grasses to be planted shall be agreed with the Principal. Following planting, the Contractor shall ensure that individual plants are watered and fertilised.

12.9 Ongoing Stabilisation of Dune Surface

The Contractor shall ensure the stability of the dune planting area at all times during the six (6) month maintenance period. This shall be undertaken in accordance with stabilising agents recommended above and in agreement with the Principal’s Representative.


12.10 Maintenance and Monitoring

The length of the maintenance period shall be six (6) months from the agreed practical completion of dune vegetation planting. The Contractor shall remain responsible for maintaining healthy and vigorous growth of all dune stabilisation vegetation at all times for the duration of the maintenance period. In addition, the Contractor shall be responsible for the maintenance of dune fencing and access ways during the maintenance period. The Contractor shall submit as part of the approved Method Statement details of the proposed maintenance program. The maintenance program shall, as a minimum, provide for the following items:

watering: outlining quantity and frequency;

fertilising: outlining quantity and frequency;

weeding: outlining weeds to be sprayed and product/s to be used for spraying, where necessary;

inspection, removal and replacement of damaged jute mesh;

inspection, removal and replacement of stolen, dead and dying vegetation at no cost to the Principal;

maintenance of fencing;

maintenance and adjustment of access ways; and,

ongoing stabilisation of all exposed dune surface areas with dispersed organic polymer (as required).

At the end of the maintenance period, the Contractor shall ensure that the entire dune surface is stable, all plants are healthy and all weeds have been removed from the revegetation areas.


13 REINSTATEMENT, SITE DISESTABLISHMENT AND CLEANUP

13.1 Reinstatement

Except to the extent that the Site has been repaired and upgraded in accordance with the Works, the Contractor shall reinstate to its pre-construction condition all areas disturbed and any structures damaged during the course of the Works. The photographic record of the pre-construction condition of the Site as recorded in the dilapidation survey shall be used by the Principal’s Representative in assessing the acceptability of any reinstated areas at the completion of the Works. All vegetated areas disturbed by the Works shall be restored with appropriate native species. Refer Section 11 LANDSCAPE PLANTING.

13.2 Disestablishment

Upon completion of the Works, the Contractor shall clear the Site of all surplus materials, plant, fencing, Site shed, notice boards and the like, to the satisfaction of the Principal’s Representative.

13.3 Cleanup

The Contractor shall be responsible for the removal and lawful disposal off site of all surplus spoil and rubbish, and for the final cleaning up of all areas covered by the Contract which shall be left clean and tidy up on completion of the Contract.

Beresford Foreshore Technical Specification 8A0323 Final 14 August 2015

APPENDIX A

Drawings


APPENDIX B1

Blacktop Geotechnical Investigation Report

- - - BLACKTOP CONSULTING ENGINEERS BCE

ACN: 150 023 868 ABN: 84 683 812 614 PO Box 918 Geraldton WA 6531

PHONE : (08) 9921 1878

FAX: (08) 9965 5730

12 May 2014

Haskoning Australia Pty Ltd

Suite 505, Level 5,

100 Walker St,

North Sydney

NSW 2060

Job No: 14BCE544 Your ref: T & C 2-5-14

Attention : Mr Gary Blumberg

Dear Gary

Project: Beresford Foreshore Project

Geotechnical Report

EXECUTIVE SUMMARY

Haskoning Australia Pty Ltd have requested Blacktop Consulting Engineers complete a limited geotechnical investigation at the Beresford foreshore, the key objective of which is to prove up the surface level of the bedrock under the beach.

Test pits were constructed at locations on the tide line. The investigation findings suggest that the depth to underlying limestone at investigation sites is approximately 2m beneath a layer of cream coloured medium grain size dune type sand.

BACKGROUND

Haskoning Australia Pty Ltd have been retained by City of Greater Geraldton (CGG) to undertake design development and detailed design for a coastal protection and enhancement project along the Beresford foreshore. Council’s immediate requirement is for a back beach revetment concept design extending between the offshore breakwater and Mark Street. This structure is being considered to replace the existing ad-hoc rock wall located along the beach.

To assist with the design Blacktop Consulting Engineers (BCE) have been requested to complete a limited geotechnical investigation at the Beresford foreshore, the key objective of which is to prove up the surface level of the bedrock under the beach.

The field investigation programme was completed by a Technician from Blacktop Materials Engineering. Guag’s Backhoe hire provided the backhoe and operator required to undertake test pit excavation. The site investigation was completed on 7 May 2014.

2

SCOPE OF REPORT

BCE’s proposal for this study was described in our letter to Haskoning Australia Pty Ltd dated 30 April 2014.

The scope of our work proposed was to:

1. Identify the test locations requested by Haskoning Australia Pty Ltd on site. The attached air

photo shows suggested locations for test pits.

2. Prove up the surface level of the bedrock under the beach. Prepare a brief letter report

covering:

• Regional geological setting

• Map and test pit logs of the pits. It is understood that Haskoning Australia Pty

Ltd will try and arrange for a surveyor to shoot levels to bedrock / beach rock

at base of pits. At the time of writing this report the surveyor has provided us

with northing and easting coordinates but not test pit RL’s. Bedrock level has

been reported relative to ground surface which was close to tide level at the

time of investigation.

• Type and typical strength of the bedrock (from experience, no testing

required).

• Type and nominal size of the rock comprising the existing rock revetment

located along the beach (from observation/experience, no testing required).

• Comment on suitability of the existing rocks for use in any engineered rock

revetment structure (potentially as armour or under layer).

INVESTIGATION LOCATIONS

Haskoning Australia Pty Ltd have identified the three test sites shown on the site plan provided in Appendix A.

The tide predictions for Wednesday 7 May 2014 was low water of 0.59m above Bureau of Meteorology prediction datum at 0030hrs and high water of 0.88m above Bureau of Meteorology prediction datum at 1355hrs. Haskoning Australia Pty Ltd advise that the Bureau of Meteorology datum is the same as Geraldton Port datum which is 0.847m below Australian Height datum (AHD).

Test pits were constructed early morning on 7 May 2014. The accessibility of the test sites shown on the site plan provided in Appendix A at this time was as follows:

• Site 1 – Test pit accessible and test pit constructed 1m from water level.

• Site 2 to Site 3 – Beach un accessible as water lapping at seawall.

• Site 2 constructed 30m north of Site 3. First opportunity north of site 3 for beach access. Test pit constructed 1m from water level.

3

REGIONAL GEOLOGICAL SETTING

1:50,000 regolith and landform mapping suggests that the Beresford Foreshore comprises of an area of dune and beach sands – white calcareous and quartzose sands of the Quindalup Series overlying limestone.

The Geraldton coastline is backed by a strip of sand dunes which were formed by aeolian (wind deposited) action in the relatively recent geological past. These dunes are part of the Quindalup dune system. This system extends along much of the southern sector of the west coast of WA.

The Quindalup Dunes near the coast comprise of beach and a low narrow fore dune immediately behind the beach and then a series of large blowouts (or mobile dunes) and stable parabolic dunes. These sediments consist of medium to coarse grained sands with shell fragments. The sands comprise calcarenite and quartz. The sands exist above limestone of varying depth.

The dunes rise from the beach line to a height of about 85m AHD approximately 1km inshore where they abut a limestone plateau. The limestone is part of an older dune system which was formed by the deposition of microscopic marine organisms in former near coastal environments. There may also be sand deposits overlying the limestone to varying depths.

The findings of this investigation support the documented geological literature with the site’s natural

soil profile found to comprise recent dune and beach sands which overlie hard limestone at

approximately 2m depth.

FIELD INVESTIGATION STUDIES

The field investigation programme included the following works:

• Initial site walkover and reconnaissance to establish opportunities for site access and

establish the location of buried services.

• Complete test pit excavation and log for test pits which describe the soil types encountered

and the presence of any unsuitable material at the site in accordance with AS1726-1993.

• Provide photographs of the site.

• Report the depth of the water table or rock if encountered.

• Backfill the test pit.

• Report on the type and nominal size of the rock comprising the existing rock revetment

located along the beach.

RESULTS OF INVESTIGATION

The constructed excavation pits suggests that the soil profile may be described as:

• Test Pit 1 - Constructed at Site 1 on locality plan :

Co-ordinates N : 167291.2, E : 53133.5

Time of Excavation: 0730hrs

Log : A layer of cream coloured medium grain size calcareous and quartzose

sands (dune) type sand from ground surface to 1.8m depth. The estimated

Unified Soil Classification (USC) symbol for the material is SP, which is a

4

poorly graded (fine) sand. (Poorly graded refers to the lack of range of size

of the sand particle sizes, specifically large gravel size particles).

No floaters encountered in the soil profile. Water entering the hole and the

test pit collapsing. Limestone was encountered at 1.8m depth. No sample of

rock could be excavated as the teeth of bucket could just scratch the rock.

Photographs of the excavated soil profile in Test Pit 1 are provided in

Figure 1 in Appendix B.

• Test Pit 2 – Constructed 30m north of Site 3 on locality plan :

Co-ordinates N : 167575.3, E : 53177.1

Time of Excavation: 0830hrs

Log : A layer of cream coloured medium grain size calcareous and quartzose

sands (dune) type sand from ground surface to 2.2m depth. The estimated

Unified Soil Classification (USC) symbol for the material is SP, which is a

poorly graded (fine) sand. (Poorly graded refers to the lack of range of size

of the sand particle sizes, specifically large gravel size particles).

Approximately 5 to 10 floaters were encountered in the soil profile. The

boulder floaters were 300mm to 500mm in diameter. A sample taken of one

floater suggests that it was comprised of concrete and bitumen construction

materials. Water entering the hole and the test pit collapsing. Limestone was

encountered at 2.2m depth. No sample of rock could be excavated as the

teeth of bucket could just scratch the rock.

Photographs of the excavated soil profile in Test Pit 2 are provided in

Figure 2 in Appendix B.

TYPE AND NOMINAL SIZE OF THE ROCK COMPRISING THE EXISTING ROCK REVETMENT

LOCATED ALONG THE BEACH

Photographs of the rock comprising the existing rock revetment located along the beach are provided

in Figures 3 to 5 in Appendix B.

The rock armour comprises of granite and limestone.

Estimated percentages of each are:

• Granite 5%.

• Limestone 95%.

Estimated material sizes are:

• 0 – 250mm diameter 30%.

• 250 – 500mm diameter 30%.

• 500 – 1000mm diameter 40%.

The rocks appear to be well cemented limestone (calcarenite) or well cemented calcareous quartz sandstone or massive calcrete rock (capstone). The rock appears dense with a minimum density estimated to be around 2 t/m

3. They appear sound and well cemented and largely free of leached

zones or cavities, network zones, or zones of partial leaching of the rock fabric. Generally the maximum dimension of armour shall not be more than three times the least dimension of the stone measured about the midpoint of the stone, and most appear to meet this criteria. The rock appears suitable for reuse in a engineered rock revetment structure (potentially as underlayer).

5

BCE experience with armouring the southern external breakwater of the Batavia Marina in 1999 was to try and have 2 layers of Class 2 armour rocks of 6 to 8 tonnes mass, laid at 1 : 1.5 slope, ensuring a tightly packed face which are all pinned in place and protect the core. The existing rock revetment inspected is not large enough to be classified as Class 2 armour.

SCOPE & LIMITS OF GEOTECHNICAL INVESTIGATION

This report presents the results of a geotechnical investigation prepared for the purpose of this

commission. The data and advice provided herein relate only to the project and structures described

herein.

The advice tendered in this report is based on information obtained from the investigation locations

tests points and sample points and is not warranted in respect to the conditions that may be

encountered across the site at other than these locations. It is emphasised that the actual

characteristics of the subsurface materials may vary significantly between adjacent test points and

sample intervals and at allocations other than where observations, explorations and investigations

have been made. Subsurface conditions, including groundwater levels and contaminant

concentrations can change in a limited time. This should be borne in mind when assessing the data.

It should be noted that because of the inherent uncertainties in subsurface evaluations, changed or

unanticipated subsurface conditions may occur that could affect total project cost and/or execution.

BCE does not accept responsibility for the consequences of significant variances in the conditions and

the requirements for execution of the work.

Should you have any queries please do not hesitate to contact Mr Lester Smith of this office on

99211878.

Yours faithfully

Lester Smith

Engineering Manager

Attachment: Appendix A & B

6

Appendix A –Test Pit Locality Plan

7

Appendix B – Photographs from Site

Figure 1 : Photograph of Test Pit 1 excavation.

8

Figure 2 : Photograph of Test Pit 2 excavation.

9

Figure 3 : Photograph of existing rock revetment wall.


10



APPENDIX B2

Royal HaskoningDHV Geotechnical Investigation Report

INSERT YOUR PICTURE(S) IN THIS CELL

Beresford Foreshore Coastal Protection Enhancement Project

Stage 2 Geotechnical Investigation

City of Greater Geraldton

26 June 2015 Draft 8A0323

http://upload.wikimedia.org/wikipedia/commons/1/12/OIC_geraldton_beresford_sign.jpg

Drafted by Rick Plain

Checked by Matt Potter

Date/initials check 26/06/2015

Approved by Dan Messiter

Date/initials approval 26/06/215

Document title Beresford Foreshore Coastal Protection

Enhancement Project Stage 2 Geotechnical Investigation

Document short title Beresford Foreshore Geotechnical Investigation Status Draft

Date 26 June 2015 Project name Beresford Foreshore Coastal Protection

Enhancement Project Project number 8A0323

Client City of Greater Geraldton Reference 8A0323_Geotechnical Investigation

Unit 36

14 Money Street

PERTH WA 6000

T: +61 (0) 4176 2854

www.royalhaskoningdhv.com

ABN 66 153 656 252

HASKONING AUSTRALIA

MARITIME & WATERWAYS

Beresford Foreshore Geotechnical Investigation - i - 8A0323 Draft 26 June 2015

CONTENTS Page

1 GEOTECHNICAL SITE INVESTIGATIONS ...................................................................................... 1

1.1 INTRODUCTION AND SCOPE OF WORK ............................................................................................. 1 1.2 METHODS OF INVESTIGATION ........................................................................................................ 1

1.2.1 Test Pits........................................................................................................................... 1 1.2.2 Augered Boreholes .......................................................................................................... 2 1.2.3 Dynamic Cone Penetrations ............................................................................................ 2 1.2.4 Samplings and Materials Testing.................................................................................... 3 1.2.5 Set Out and Survey.......................................................................................................... 3

1.3 SUMMARY OF SITE INVESTIGATIONS ................................................................................................ 4 1.4 INTERPRETATION ......................................................................................................................... 9 1.5 LIMITATION TO THE FINDINGS OF THE GEOTECHNICAL SITE INVESTIGATIONS .......................................... 10

APPENDIX A1 Explanatory Notes

APPENDIX A2 Test Pit Logs

APPENDIX A3 Borehole Logs

APPENDIX A4 DCP Logs

APPENDIX A5 PSD Testing Certificate of Analysis

APPENDIX A6 Acid Sulfate Soil Testing Certificate of Analysis

APPENDIX A7 Marina Beach Particle Size Distribution Data

APPENDIX A8 Beresford Beach Particle Size Distribution Data

Beresford Foreshore Geotechnical Investigation 8A0323 Draft - 1 - 26 June 2015

1 GEOTECHNICAL SITE INVESTIGATIONS

1.1 Introduction and Scope of Work

The scope of work for the Stage 2 geotechnical site investigation was primarily developed to obtain factual geotechnical information for use in two aspects of the project:

Design development of a possible revetment scheme along Beresford foreshore, to be fully considered in Stage 3; and,

further consideration of beach nourishment options for Beresford foreshore including characterisation of native sand material at Beresford Beach.

The Stage 2 geotechnical site investigations were developed to provide cost-effective information about the site without mobilising expensive equipment from outside of Geraldton. The investigation was limited to DCPs, test pits and augered boreholes. This information would be used to inform the concept designs and the scope of any additional geotechnical investigation that may or may not be required in further stages of the investigation.

1.2 Methods of Investigation

The geotechnical investigation field work was undertaken from 3 - 8 August 2014. The investigation included test pits, augered boreholes and DCPs at various locations within the various areas. A description of the investigation techniques, sampling and testing regime and method of setting out and surveying the location, is provided in below. Explanatory notes, logs and results of laboratory testing are presented in Appendix A1 to A8. All logs should be read in conjunction with the information in this report, the limitations of this report outlined in Section 1.5 and the explanatory notes presented in Appendix A1.

1.2.1 Test Pits

During the course of the geotechnical site investigations a number of test pits were excavated along the Beresford foreshore. The excavation of the test pits was sub contracted to Westplus Pty Ltd (trading as Midwest Mini Excavator Hire). All of the test pits were excavated using a 1.5 t Mini excavator with 500 mm wide bucket. Photos of the excavator and an example test pit are provided in Figure 1 and Figure 2 below. The excavation of the test pits was supervised by Royal HaskoningDHV (RHDHV) staff. In addition to supervising the excavations, the RHDHV staff logged the test pits and recovered samples for laboratory testing. The soil descriptions have been carried out in accordance with AS 1726. The test pit logs are provided in Appendix A2 of this report.


Figure 1: Excavator Used for Test Pits

Figure 2: Example Test Pit

1.2.2 Augered Boreholes

During the course of the geotechnical site investigations a number of augered boreholes were carried out along the Beresford foreshore. The drilling of the boreholes was sub contracted to Westplus PTY LTD trading as Midwest Mini Excavator Hire. All of the boreholes were drilled with a PC30 Komatsu excavator with a 300 mm diameter auger attachment with a maximum depth of 4 m. Photos of the excavator and example hole are presented in Figure 3 and Figure 4 below. The progression of the boreholes was supervised by RHDHV staff who also logged the boreholes and collected samples for laboratory testing. The soil descriptions have been carried out in accordance with AS 1726. The borehole logs are provided in Appendix A3 of this report.

Figure 3: Excavator used for augering boreholes

Figure 4: Example augered borehole

1.2.3 Dynamic Cone Penetrations

During the course of the geotechnical site investigation a number of dynamic cone penetrations (DCPs) were carried out along the Beresford Foreshore. The DCPs were carried out with a standard dynamic cone penetration apparatus compliant with AS 1289.6.3.2 - 1997 (Standards Australia 1997). The DCPs were carried out to refusal (as defined in AS 1289.6.3.2).


The DCPs were undertaken and recorded by RHDHV staff. The DCP logs are provided in Appendix A4 of this report.

1.2.4 Samplings and Materials Testing

Disturbed bulk samples were recovered as required from all test pits, and boreholes. Testing carried out on the recovered samples included: Particle size distributions (PSDs).

PSDs were undertaken on a number of samples collected from Beresford foreshore. The PSD tests were completed by ALS Environmental (Newcastle testing facility) and reported on 3 September 2014.

Acid sulfate screening tests.

Acid sulfate screening tests were undertaken on one sample recovered from Beresford Beach. Samples which emitted a ‘rotten egg’ odour (hydrogen sulphide) at the time of sampling were selected for testing. Hydrogen sulphide is sometimes associated with the presence of acid sulfate soils. The acid sulfate screening tests were completed by ALS (Brisbane testing facility) and reported on 29 August 2014. The samples were stored in a container in the shade during the day, then frozen in the evening and remained frozen until sample collection by ALS. This sample storage procedure was implemented to meet the holding time requirements for the acid sulfate test. The acid sulfate soil screening indicated the pH of all samples following oxidation (pH (Fox)) was 6.6 - 6.8. The Acid Sulfate Soils Assessment Guidelines (Ahern et al, 1998) state that a pH of <3.5 may indicate the presence of acid sulfate soils. Since all results were above this limit, it was considered that the presence of potential acid sulfate soils is unlikely and further testing of the samples is unnecessary. The certificate of analysis for the acid sulfate soil testing is presented within Appendix A6 of this report.

1.2.5 Set Out and Survey

The investigation locations were set out on site by RHDHV staff members. Investigation locations were selected on the basis of initial deliberations around possible revetment locations and design section. The augered boreholes were surveyed by Quantum surveying. The locations of the other investigations (test pits and DCPs) were obtained using hand held GPS equipment with accuracy generally within 5 m. The levels were assessed using a dumpy level and levelling staff and were referenced to a point surveyed by Quantum Surveying; it is considered that the vertical levels are accurate to within +/-0.05 m.


1.3 Summary of Site Investigations

A total of 15 boreholes, 14 test pits and 42 DCPs were completed along Beresford foreshore. The locations are shown in Figure 5 and Figure 6 below and details outlined in Table 1 below. Testing carried out at Beresford Foreshore included PSDs and an acid sulfate screening test. The results are summarised in Table 2 and Table 3 respectively. Table 1: Beresford foreshore summary of locations and levels.

Borehole / Test Pit / DCP

Latitude Longitude Surface Level

(m AHD)* Depth of

investigation

TP1 28° 45' 1.6'' 114° 37' 4.7'' 1.3 0.8

TP2 28° 45' 3.9'' 114° 37' 4.3'' 2.1 1.2

TP3 28° 45' 6.1'' 114° 37' 3.6'' 1.6 1.9

TP4 28° 45' 8.2'' 114° 37' 2.6'' 1.2 1.05

TP5 28° 45' 10.6'' 114° 37' 1.9'' 1.5 0.9

TP6 28° 45' 12.6'' 114° 37' 1.3'' 1.5 1.4

TP7 28° 45' 14.8'' 114° 37' 0.4'' 0.6 1.1

TP8 28° 45' 21'' 114° 36' 59'' 0.9 1.6

TP9 28° 45' 22.6'' 114° 36' 57.9'' 1.1 1.1

TP10 28° 45' 24.4'' 114° 36' 57.5'' 1.4 1.4

TP11A 28° 45' 26.5'' 114° 36' 57.2'' 1.6 1.7

TP11B 28° 45' 26.5'' 114° 36' 57'' 1.2

TP12 28° 45' 28.7'' 114° 36' 57'' 1.0 1.3

TP13 28° 45' 35.7'' 114° 36' 55.9'' 0.8 1.3

TP14 28° 45' 36.8'' 114° 36' 55.1'' 1.0 1.1

BH1 28° 45' 1.7'' 114° 37' 5.1'' 2.7 2.0

BH2 28° 45' 3.9'' 114° 37' 4.5'' 2.6 2.1

BH3 28° 45' 6.1'' 114° 37' 3.8'' 2.6 2.5

BH4 28° 45' 8.1'' 114° 37' 3'' 3.2 2.6

BH5 28° 45' 10.7'' 114° 37' 2.3'' 3.2 2.8

BH6 28° 45' 12.7'' 114° 37' 1.7'' 3.2 3.1

BH7 28° 45' 14.8'' 114° 37' 0.8'' 2.5 3.0

BH8 28° 45' 16.8'' 114° 37' 0.6'' 2.5 3.0

BH9 28° 45' 22.6'' 114° 36' 58.3'' 2.6 2.6

BH10 28° 45' 24.5'' 114° 36' 57.9'' 2.8 2.9

BH11 28° 45' 26.6'' 114° 36' 57.5'' 3.4 3.5

BH12 28° 45' 28.8'' 114° 36' 57.3'' 3.3 3.0

BH13 28° 45' 30.9'' 114° 36' 57.2'' 3.7 4.0

BH14 28° 45' 32.8'' 114° 36' 56.5'' 1.9 2.5

BH15 28° 45' 36'' 114° 36' 56.2'' 3.7 3.0

DCP1 28° 45' 37.2'' 114° 36' 55.1'' 1.1 1.5

DCP2 28° 45' 36.6'' 114° 36' 55.3'' 1.1 1.3

DCP3 28° 45' 36.2'' 114° 36' 55.6'' 0.8 1.1

DCP4 28° 45' 35.7'' 114° 36' 55.7'' 0.9 1.9


Borehole / Test Pit / DCP

Latitude Longitude Surface Level

(m AHD)* Depth of

investigation

DCP5 28° 45' 30.2'' 114° 36' 56.5'' 0.7 2.9

DCP6 28° 45' 29.5'' 114° 36' 56.7'' 0.9 2.1

DCP7 28° 45' 28.7'' 114° 36' 56.8'' 1.0 1.4

DCP8 28° 45' 27.8'' 114° 36' 56.7'' 0.9 1.9

DCP9 28° 45' 27'' 114° 36' 56.8'' 1.2 3.0

DCP10 28° 45' 26.2'' 114° 36' 56.8'' 1.2 1.6

DCP11 28° 45' 25.8'' 114° 36' 56.9'' 1.3 0.8

DCP12 28° 45' 24.8'' 114° 36' 56.6'' 1.0 1.5

DCP13 28° 45' 24'' 114° 36' 56.9'' 1.0 1.0

DCP14 28° 45' 23.3'' 114° 36' 57.4'' 1.1 1.5

DCP15 28° 45' 22.5'' 114° 36' 57.7'' 0.9 0.6

DCP16 28° 45' 21.9'' 114° 36' 57.8'' 0.6 1.3

DCP17 28° 45' 21.3'' 114° 36' 58.8'' 0.6 2.7

DCP18 28° 45' 20.6'' 114° 36' 59.1'' 0.6 2.0

DCP19 28° 45' 19.8'' 114° 36' 59.4'' 0.9 0.5

DCP20 28° 45' 18.9'' 114° 36' 59.6'' 1.1 0.7

DCP21 28° 45' 18.1'' 114° 36' 59.8'' 1.0 0.6

DCP22 28° 45' 17.2'' 114° 36' 59.9'' 1.1 1.0

DCP23 28° 45' 16.3'' 114° 37' 0'' 1.1 1.2

DCP24 28° 45' 15.4'' 114° 37' 0.1'' 1.0 1.8

DCP25 28° 45' 14.6'' 114° 37' 0.3'' 0.7 0.5

DCP26 28° 45' 13.8'' 114° 37' 0.5'' 1.0 0.4

DCP27 28° 45' 13'' 114° 37' 0.8'' 1.0 0.4

DCP28 28° 45' 12.3'' 114° 37' 1.2'' 1.1 0.4

DCP29 28° 45' 11.6'' 114° 37' 1.4'' 1.3 0.7

DCP30 28° 45' 10.8'' 114° 37' 1.7'' 1.1 0.8

DCP31 28° 45' 9.9'' 114° 37' 1.8'' 1.0 0.7

DCP32 28° 45' 9.3'' 114° 37' 2.3'' 1.0 0.7

DCP33 28° 45' 8.6'' 114° 37' 2.5'' 1.0 0.9

DCP34 28° 45' 7.8'' 114° 37' 2.8'' 0.7 2.3

DCP35 28° 45' 7'' 114° 37' 2.9'' 0.3 1.3

DCP36 28° 45' 6.2'' 114° 37' 3.2'' 0.2 1.7

DCP37 28° 45' 5.4'' 114° 37' 3.6'' 0.3 2.1

DCP38A 28° 45' 4.7'' 114° 37' 4'' 0.1 1.0

DCP38B 28° 45' 3.9'' 114° 37' 4.2'' 0.1 1.2

DCP39 28° 45' 3.1'' 114° 37' 4.3'' 0.1 1.9

DCP40 28° 45' 2.3'' 114° 37' 4.5'' 0.1 1.3

DCP41 28° 45' 0.8'' 114° 37' 3.2'' 0.2 1.2

DCP42 28° 45' 37.2'' 114° 36' 55.1'' 0.3 2.0 * See discussion about the accuracy and derivation of the location and levels above.


Table 2: Beresford foreshore particle size distribution results (percentage retained)

Borehole / Test pit

Depth (m)

D50 (mm)

+0.075 mm

+0.15 mm

+0.3 mm

+0.425 mm

+0.60 mm

+1.18 mm

+2.36 mm

+4.75 mm

+9.5 mm

+19 mm

TP1 0.5 0.290 97 91 48 17 4 <1 <1 <1 <1 <1

TP2 0.5 0.257 97 85 40 17 5 <1 <1 <1 <1 <1

TP3 0.5 0.309 98 89 52 29 13 2 <1 <1 <1 <1

TP3 1.5 0.446 99 94 69 52 38 19 11 8 4 <1

TP4 0.5 0.319 100 87 54 31 15 2 <1 <1 <1 <1

TP5 0.5 0.343 98 87 58 37 20 2 <1 <1 <1 <1

TP6 0.5 0.342 100 92 59 35 18 2 <1 <1 <1 <1

TP6 1.0 – 1.4

0.679 100 95 76 65 54 32 21 14 10 <1

TP7 0.5 0.271 99 91 43 19 7 1 <1 <1 <1 <1

TP8 0.5 0.264 100 94 40 13 2 <1 <1 <1 <1 <1

TP08 1 0.371 99 91 61 43 29 11 3 2 <1 <1

TP9 0.5 0.197 100 74 13 2 <1 <1 <1 <1 <1 <1

TP9 0.6 - base

0.350 92 82 58 40 25 7 2 <1 <1 <1

TP10 0 – 0.7

0.226 99 88 24 8 3 <1 <1 <1 <1 <1

TP10 0.7 - base

0.527 92 88 78 65 41 8 2 <1 <1 <1

TP11 0 – 1 0.224 100 86 24 7 2 <1 <1 <1 <1 <1

TP11 1 – 1.7

0.697 92 88 78 70 58 22 6 2 <1 <1

TP11 1.7 - base

1.080 99 92 82 76 70 47 22 10 2 <1

TP11B 0 – 0.7

0.220 99 75 30 17 11 5 3 2 <1 <1

TP12 0 – 1 0.254 99 88 38 15 5 <1 <1 <1 <1 <1

TP12 1 – base

0.661 99 96 78 66 55 20 5 2 <1 <1

TP13 0 - 0.5 0.267 99 94 41 17 7 <1 <1 <1 <1 <1

TP13 0.5 base

0.365 98 86 59 43 32 18 12 5 2 <1

TP14 0 - 0.6 0.242 98 86 34 16 7 <1 <1 <1 <1 <1

TP14 0.6 – base

0.235 100 83 32 17 9 3 2 <1 <1 <1

BH02 0.5 0.277 97 88 45 16 3 <1 <1 <1 <1 <1

BH03 2.5 0.123 97 31 10 6 4 1 <1 <1 <1 <1

BH04 1.5 0.230 99 82 30 13 4 <1 <1 <1 <1 <1

BH06 1.5 0.222 99 81 26 13 5 <1 <1 <1 <1 <1

BH06 3 0.600 98 85 62 56 50 40 34 27 18 16

BH07 3 0.600 99 90 70 60 50 38 32 26 20 18


Borehole / Test pit

Depth (m)

D50 (mm)

+0.075 mm

+0.15 mm

+0.3 mm

+0.425 mm

+0.60 mm

+1.18 mm

+2.36 mm

+4.75 mm

+9.5 mm

+19 mm

BH08 0 1.071 82 73 64 60 56 49 41 31 20 14

BH08 1.5 0.138 95 44 12 5 2 <1 <1 <1 <1 <1

BH09 1 0.295 100 87 49 20 5 <1 <1 <1 <1 <1

BH09 2 0.263 94 76 44 36 32 16 6 2 <1 <1

BH11 0 0.226 100 76 32 16 9 4 2 1 <1 <1

BH11 1 0.160 98 54 10 2 <1 <1 <1 <1 <1 <1

BH11 2 0.568 100 95 81 66 47 9 <1 <1 <1 <1

BH11 3 0.872 98 93 84 81 76 29 6 <1 <1 <1

BH11 3.5 0.242 98 77 38 29 25 18 12 5 <1 <1

BH12 1 0.300 88 71 50 39 30 15 9 4 2 <1

BH13 1 0.173 98 60 12 4 1 <1 <1 <1 <1 <1

BH13 3.5 0.241 98 74 39 32 27 17 12 10 9 <1

BH14 3 1.274 98 95 84 80 75 52 34 25 15 <1

BH15 1 0.281 95 78 47 36 29 21 19 18 14 <1

Table 3: Beresford foreshore acid sulfate soil screening test results

Borehole Depth (m) pH Field

(pH Units) pH Field oxidised

(pH Units) Reaction Rate (reaction units)

TP14 0.6-1.1 8.7 6.7 3


Figure 5: Beresford foreshore north investigation locations


Figure 6: Beresford foreshore south investigation locations

1.4 Interpretation

The scope of work for the Stage 2 Geotechnical Investigation was limited to collection of factual information and factual reporting only (see Section 1.1). It is envisaged that the interpretation of this factual information would be carried out during Stage 3 once consideration and decisions on the types and locations of the protection structures had further advanced. Carrying out the interpretation at the Stage 3 investigations would also allow any additional geotechnical investigation to be included in the subsurface interpretation. However, key factors for the design and costing of potential foreshore protection structures are founding level and design back-beach breaking wave height. These can be gauged from a preliminary estimation of rock levels discussed below. The estimated rock levels vary along the beach from 1 m to -2 m AHD. These rock levels have been assumed as the refusal of DCPs, or as inferred or observed in the test pits. It is noted that the DCPs encountered high resistance for over 1 m prior to refusal in some areas which may correlate to a suitable founding level and/ or limiting level for calculation of breaking wave height, and would be significantly higher than the currently assumed rock level.


Note that no samples were obtained in the soils at depths much below the water level, and no rock coring was carried out during the investigation. Rock was only exposed and observed in some of the test pits, but has been inferred at other locations based on observations of auguring, digging or DCP refusal. Cased boreholes to the top of rock followed by rock coring would be required to confirm rock levels and correlate the DCP information that extends below the base of the test pits.

1.5 Limitation to the Findings of the Geotechnical Site Investigations

This report relating to the geotechnical site investigation was prepared solely for use by Royal HaskoningDHV in connection with the assessment of options for beach nourishment and the development of design options for a potential revetment structure at Beresford foreshore. Royal HaskoningDHV takes no responsibility for the use of this information in relation to any other context, be it in other projects, a variation by others to this project or works on adjacent areas. This report has been prepared using background information including survey and laboratory testing provided by the client and other organisations. Royal HaskoningDHV does not accept liability for any errors in these data and reports or for any outcome which is a result of any such errors. The subsoil conditions between investigation locations are inferred based on the results of the actual investigations. It is noted that actual conditions could vary between investigation locations. If during the works there is a significant difference found between the subsurface conditions presented in this report and the actual conditions, works should stop and the authors of this report should be contacted immediately. No testing for contamination was carried out during the ground investigation. The geotechnical investigation report and supporting appendices should only be reproduced and read in their entirety. This is required since they may contain information which relies on other sections to be put into context.

Beresford Foreshore Geotechnical Investigation 8A0323 Draft 26 June 2015

APPENDIX A1

Explanatory Notes

Geotechnical Explanatory Notes Introduction

These notes have been produced to supplement the geotechnical aspects of the report and appendices. In particular, the notes provide specific details relating to geotechnical logging and interpretation of borehole logs, test pit logs and in situ tests presented as part of the appendices. Geotechnical fieldwork, interpretation and reporting has been carried out by a suitably qualified engineer or scientist. The reliability of the geotechnical information provided in the logs and penetration tests will depend to some extent on the frequency and method of excavation and penetration testing. Large variation may occur in the subsurface geological conditions and records from excavations or penetration tests may vary significantly from other locations across the site. Description and Classification Methods

The methods of description and classification of soils and rocks in this report is based on Australian Standard AS1726: Geotechnical Site Investigation. Field descriptions and classifications are based on visual and tactile assessment. Where appropriate, laboratory data and penetration testing have been used to verify field descriptions and classifications. Penetration Testing

Penetration testing is used to determine soil consistency or density. Commonly implemented penetration tests include: DCP – Dynamic Cone Penetrometer tests are carried out by driving a 16mm rod into the ground using a 9kg hammer and recording the number of blows per 100mm. Two similar tests are commonly used: the cone penetrometer utilises a 20mm diameter cone end driven into the ground with the hammer dropping from a height of 510mm (AS1289, Test F3.2), while the Perth Sand Penetrometer utilises a 16mm flat end driven into the ground with the hammer dropping from a height of 600mm (AS1289, Test F3.3).

SPT – Standard Penetration Tests are carried out by driving a 50mm diameter split sample tube 450mm into the ground using a 63kg weight falling from a height of 760mm (AS1289, Test F3.1). These tests are normally carried out in boreholes. Blows per 150mm are recorded and the ‘N’ value is taken as the number of blows for the last 300mm. Sampling

Sampling is carried out during drilling or test pitting to allow for visual and tactile assessment and to allow for laboratory testing (if required). Sampling methods include:

U50 - Undisturbed Sample Tube (50mm) B – Bulk Sample (>10kg sample size) D – Disturbed Sample W – Water Sample SPT – SPT Sample S – Surface Sample PID – Photoionisation detector reading in ppm

Laboratory Testing

Laboratory Testing is carried out by a NATA accredited laboratory in accordance with Australian Standard 1289 – Methods of Testing Soil for Engineering Purposes. Groundwater

There are several problems associated with measuring the water level in boreholes. Perched water tables above impermeable layers may lead to an erroneous indication of the true water level in underlying strata. Also, water levels may fluctuate with changing climatic conditions, some drilling methods do not enable the presence of groundwater to be detected and in low permeability soils where groundwater flow is slow, water may not enter the hole in the time it is left open. Despite the problems, the level of groundwater is often important for design and the following symbols may be used to indicate the presence of groundwater on site.

- Standing water level GNO - Groundwater Not Observed GNE - Groundwater Not Encountered - Groundwater inflow/seepage - Groundwater outflow/loss

Graphic Symbols for Soil

Soil Classification Particle size and descriptive terms Name Subdivision Size

Boulders N/A >200mm

Cobbles N/A 63 mm to 200 mm

Gravel Coarse Medium

Fine

20 mm to 63 mm 6 mm to 20 mm

2.36 mm to 6 mm

Sand Coarse Medium

Fine

0.6 mm to 2.36 mm 0.2 mm to 0.6 mm

0.075 mm to 0.2 mm

Soil classification is conducted on material nominally finer than 63mm. The proportion of boulders and cobbles is recorded along with the packing characteristics as follows:

Clast supported - clasts touching, with or without the presence of a soil matrix, and

Matrix supported - clasts supported in a soil matrix.

Minor Component The primary soil name is modified to include minor components as follows:

Moisture Condition Condition Symbol Guide

Dry D Cohesive soils are hard and friable or powdery. Granular soils are cohesionless and free running.

Moist M Soil feels cool and darkened in places. Cohesive soils can be remoulded. Granular soils tend to cohere.

Wet W Soil feels cool, darkened in colour. Free water forms on hands when handled. Cohesive soils are weakened. Granular soils tend to cohere.

Cohesive Soils Cohesive refers to soil behaviour. Cohesive soils are classified based on strength (consistency).

Consistency Term Symbol Field Guide to

Consistency Undrained Shear Strength, Su (kPa)

Very Soft

VS Extrudes between fingers when squeezed in hand.

<12

Soft S Can be remoulded by light finger pressure. Easily penetrated by thumb 30-40mm.

12-25

Firm F Can be remoulded by strong finger pressure. Penetrated by thumb 20-30mm with moderate effort.

25-50

Stiff St Cannot be remoulded by fingers. Can be indented by thumb.

50-100

Very Stiff

VSt Can be intended by thumb nail.

100-200

Hard H Difficult to indent with thumb nail.

>200

Cohesionless Soil Cohesionless refers to soil behaviour. Cohesionless soils are classified based of relative density.

Density Term Symbol Field Guide to

Consistency Density Index %

Very Loose

VL Very easily shovelled, almost no resistance.

≤15

Loose L Low resistance to shovelling.

15-35

Medium Dense

MD Considerable resistance to shovelling.

35-65

Dense D Requires handpick for excavation.

65-85

Very Dense

VD Requires power tool for excavation.

>85

Origin Residual Soil Weathered in-situ Aeolian Soil Deposited by wind Alluvial Soil Deposited by streams and rivers Colluvial Soil Deposited on slopes Lacustrine Soil Deposited by lakes Marine Soil Deposited in ocean basins, bays,

beaches and estuaries Fill Man-made. May be significantly more

variable between tested locations than naturally occurring soils.

Modifier Percentage of minor component

Omit, or use ‘trace’ Fine soil in primarily coarse material: ≤5% Coarse soil in primarily fines material: ≤15%

Describe as ‘with clay/silt/sand/

gravel’ as applicable

Fine soil in primarily coarse material: 5-12% Coarse soil in primarily fines material: 15-30%

Prefix soil as ‘silty/clayey/sandy/

gravelly’’ as applicable

Fine soil in primarily coarse material: >12% Coarse soil in primarily fines material: >30%

Guide to the Description Identification and Classification of Soil (AS 1726) FIELD IDENTIFICATION PROCEDURES

(Excluding particles larger than 60mm and basing fractions on estimated mass) GROUP

SYMBOLS PRIMARY

NAME

CO

AR

SE G

RA

INED

SO

ILS

(mo

re t

han

hal

f o

f m

ater

ial l

ess

than

63

mm

is

larg

er t

han

0.0

75

mm

)

GR

AV

ELS

Mo

re t

han

hal

f o

f th

e co

arse

frac

tio

n is

larg

er

than

2.3

6m

m

CLE

AN

GR

AV

ELS

(Lit

tle

or

no

fin

es) Wide range in grain size and substantial amounts of

all intermediate sizes, not enough fines to bind coarse grains, no dry strength.

GW GRAVEL

Predominantly one size or range of sizes with some intermediate sizes missing, not enough fines to bind coarse grains, no dry strength.

GP GRAVEL

GR

AV

ELS

WIT

H

FIN

ES

(A

pp

reci

able

amo

un

t o

f fi

nes

)

Excess of non-plastic fines, zero to medium dry strength.

GM SILTY

GRAVEL

Excess of plastic fines, medium to high dry strength. GC CLAYEY GRAVEL

SAN

DS

Mo

re t

han

hal

f o

f th

e co

arse

frac

tio

n is

sm

alle

r th

an 2

.36

mm

CLE

AN

SA

ND

S

(Lit

tle

or

no

fin

es) Wide range in grain size and substantial amounts of

all intermediate sizes, not enough fines to bind coarse grains, no dry strength.

SW SAND

Predominantly one size or range of sizes with some intermediate sizes missing, not enough fines to bind coarse grains, no dry strength.

SP SAND

SAN

DS

WIT

H F

INES

(Ap

pre

ciab

le

amo

un

t o

f fi

nes

) Excess of non-plastic fines, zero to medium dry strength.

SM SILTY SAND

Excess of plastic fines, medium to high dry strength. SC CLAYEY SAND

DRY STRENGTH DILATANCY TOUGHNESS

FIN

E G

RA

INED

SO

ILS

(m

ore

th

an h

alf

of

mat

eria

l les

s th

an 6

3m

m is

s

mal

ler

than

0.0

75

mm

)

SILT

S A

ND

CLA

YS

Liq

uid

lim

it

less

th

an 5

0

None to Low Quick to slow None ML SILT

Medium to High

None Medium CL CLAY

Low to Medium Slow to very slow Low OL ORGANIC

SILT

SILT

S A

ND

CLA

YS

Liq

uid

lim

it

grea

ter

than

50

Low to Medium Slow to very slow Low to Medium MH SILT

High None High CH CLAY

Medium to High

None Low to Medium OH ORGANIC

CLAY

HIGHLY ORGANIC SOILS

Identified by colour, odour, spongy feel and generally by fibrosous texture.

Pt Peat


APPENDIX A2

Test Pit Logs

A small area of rock was exposed at thebase of the pit. Rock is described on thebasis of observations of the smallexposed area.

SP

SAND, fine to medium grained, sub angular, yellow, moist.

CALCARENITE, fine to coarse sand and fine gravel particles in a light brown / yellow matrix. minmedium strength (could not excavate).Hole terminated at 0.80 m below ground level.

0.50m0.50m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB

OL MATERIAL DESCRIPTION

Soil Type, Plasticity or Particle Characteristic, ColourSecondary and Minor Components

EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

DATE STARTED : 5/8/14

File: 8A0323 TP1 1 OF 1

See Explanatory Notes fordetails of abbreviations& basis of descriptions.

FILE / JOB NO : 8A0323SHEET : 1 OF 1

CONTRACTOR : MIDWEST MINI EXCAVATOR HIRE

TP1

LATITUDE : -28.75044444 LONGITUDE : 114.6179722

CHECKED DATE : 12/9/14DATE COMPLETED : 5/8/14 LOGGED BY : SJB DATE LOGGED : 5/8/14 CHECKED BY : PS

PROJECT : Beresford Foreshore ProtectionCLIENT : City of Greater Geraldton

TEST PIT LOG

OPERATOR : L TurnerRIG TYPE : 1.5T Mini Excavator

PIT NO

SURFACE ELEVATION : 1.3 (m AHD)

SA

MP

LES

&F

IELD

TE

ST

S

The base of the pit was not observedbecause the test pit hole was collapsing.The excavator operator noted that therock surface was bumpy or undulating.

SP


Hole terminated at 1.20 m below ground level.

0.50m0.50m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0


File: 8A0323 TP2 1 OF 1




TP2




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

High resistance was encountered at thetermination level although the base couldnot be observed due to collapsing ofmaterial back into the test pit hole. Somepieces were collected from the excavatorbucket, the description is based on thelogging of these samples.

SP

SP


SAND, fine to coarse grained, sub angular and angular, with fine to medium gravel sized shellfragments.

CALCARENITE, medium to coarse grained sand and fine gravel in a light brown / yellow matrix, higherthan medium strength. Pieces recovered had rounded surfaces likely shaped by surface erosion.Hole terminated at 1.90 m below ground level.

0.50m

1.50m

0.50m

1.50m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP3 1 OF 1




TP3




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

High resistance was encountered at thetermination level although the base couldnot be observed due to collapsing ofmaterial back into the test pit hole. Somepieces were collected from the excavatorbucket, the description is based on thelogging of these samples.

SP

SAND, fine to coarse grained, sub angular, yellow, moist.

CALCARENITE, medium to coarse grained sand and fine gravel in a light brown / yellow matrix,extremely low strength, distinctly weathered.Hole terminated at 1.05 m below ground level.

0.50m0.50m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP4 1 OF 1




TP4




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

Rock could be seen at the base of thetest pit. The rock description is based onthe observations of the small exposedarea.

SW


CALCARENITE, fine to coarse sand and fine gravel particles in a light brown / yellow matrix, minimummedium strength (could not excavate).Hole terminated at 0.90 m below ground level.

0.50m0.50m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP5 1 OF 1




TP5




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

High resistance was encountered at thetermination level although the base couldnot be observed due to collapsing ofmaterial back into the test pit hole. Asample was recovered which appearedto be a large piece of broken, weatheredshell.

SP

SW


Gravelly SAND, fine to coarse grained, sub angular and angular, yellow, gravel fine to medium grainsized shell and pieces of calcarentite (rounded)


0.50m

1.00m

0.50m

1.00m

1.40m1.40m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP6 1 OF 1




TP6




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

High resistance was encountered at thetermination level although the base couldnot be observed due to collapsing ofmaterial back into the test pit hole.

SP

SW


Gravelly SAND, fine to coarse grained, sub angular and angular, white / grey, gravel fine to coarsegrained, consisting of rounded pieces of calcarenite, with cobble sized pieces of calcarenite recoveredat the termination level.


0.50m0.50m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0


File: 8A0323 TP7 1 OF 1




TP7




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S


SP

SP


SAND, fine to coarse grained, sub angular, trace fine gravel, yellow.


0.50m

1.00m

0.50m

1.00m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0


File: 8A0323 TP8 1 OF 1




TP8




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S


SP-SM

SP

SAND, fine to medium grained, sub angular, yellow, moist, with silt.

SAND, fine to coarse grained, sub angular and angular, trace fine gravel, yellow moist.


0.60m

0.00m

0.60m

0.50m

1.10m

0.50m

1.10m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP9 1 OF 1




TP9




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

High resistance was encountered at thetermination level although the base couldnot be observed due to collapsing ofmaterial back into the test pit hole. Therewas a layer of trapped decomposingseaweed above the termination level.

SP

SW-SM


SAND, fine to coarse grained, sub angular and angular, yellow / white, with silt.


0.70m

0.00m

0.70m0.70m

1.40m

0.70m

1.40m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP10 1 OF 1




TP10




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S


SP

SW-SM

SW


SAND, fine to coarse grained, sub angular and angular, trace fine gravel, yellow, moist, with silt.

Gravelly SAND, fine to medium grained, sub angular and angular, yellow, fine to medium gravelconsisting of shell and calcarenite.


1.00m

1.70m

0.00m

1.00m

1.70m

1.00m

1.70m

1.00m

1.70m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP11A 1 OF 1




TP11A




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

10m seaward of 11A


SP

SW


SAND, fine to coarse grained, sub angular and angular, some fine gravel, yellow.


0.00m

0.70m0.70m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP11B 1 OF 1




TP11B




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S


SP

SW


SAND, fine to coarse grained, sub angular, trace gravel sized shell, yellow.


1.00m

0.00m

1.00m1.00m

1.30m

1.00m

1.30m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP12 1 OF 1




TP12




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S


SP

SW

SAND, predominantly medium grained, sub angular, yellow, moist.

SAND, fine to coarse grained, sub angular and angular, white / yellow, some gravel.


0.50m

0.00m

0.50m0.50m0.50m

1.30m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0


File: 8A0323 TP13 1 OF 1




TP13




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S

noticed a 'rotten egg' gas smell


SP

SP

SAND, predominantly medium grained, sub angular, yellow, damp.

layer of decaying seaweed

SAND, predominantly fine to medium grained, sub angular, grey, damp to saturated.


0.60m

0.00m

0.60m0.60m

1.10m

0.60m

1.10m

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

OTHER OBSERVATIONS

DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



EXCAVATION MATERIAL

RL

(m A

HD

)

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0


File: 8A0323 TP14 1 OF 1




TP14




TEST PIT LOG


PIT NO


SA

MP

LES

&F

IELD

TE

ST

S


APPENDIX A3

Borehole Logs

AS

Hole terminated due to high drillingresistance and collapse of material intothe hole.

GC

SP

SP

clayey sandy GRAVEL, fine to coarse sized gravel, sub angular, red /brown, dry, sand is fine to coarse grained, cemented.

SAND, fine to medium grained, sub angular, dark grey becoming yellowwith depth, moist.

SAND, fine to medium grained, sub angular, yellow.


GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

SA

MP

LES

&F

IELD

TE

ST

S

RIG TYPE : PC30 Komatsu With Auger Attatchments


File: 8A0323 BH1 1 OF 1


DRILLER : H Turner

HOLE NO :FILE / JOB NO : 8A0323SHEET : 1 OF 1


BH1


BOREHOLE LOG (SOILS)

CHECKED DATE :DATE COMPLETED : 4/8/14 LOGGED BY : SJB DATE LOGGED : 4/8/14 CHECKED BY :


SURFACE ELEVATION : 2.7 (m AHD) BOREHOLE INCLINATION : VERTICAL

AS


SP

SP

SP

SAND, fine to medium grained, sub angular, dark grey, moist.


SAND, fine to coarse grained, sub angular, yellow / brown, moist.


0.50m0.50m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH2 1 OF 1


DRILLER : H Turner



BH2






AS


GC

SP

Clayey sandy GRAVEL, fine to coase sized gravel, sub angular, red /brown, dry, sand is fine to coarse grained, cemented.



2.50m2.50m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH3 1 OF 1


DRILLER : H Turner



BH3






AS

Hole terminated due to high drillingresistance and collapse of material intothe hole. Some rock chips wererecovered from the end of auger.

SP

SP

SAND, fine to medium grained, sub angular, dark grey, moist.

To 0.2m some remenants of the red brown fill described in BH01 and BH03


CALCARENITE, medium to coarse grained sand in yellow brown matrix,extremely low strength (weakly cemented).Hole terminated at 2.60 m below ground level.

1.50m1.50m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH4 1 OF 1


DRILLER : H Turner



BH4






AS


GC

SP

SP

Clayey sandy GRAVEL, fine to coase sized gravel, sub rounded, red /brown, dry, sand is fine to coarse grained, cemented.

SAND, fine to coarse grained, sub angular, yellow dry.

Increasing coarse sized sand content

SAND, fine to coarse grained, sub angular, yellow / brown, with gravel sizedpeices of calcarentite, rounded, yellow / brown.


GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH5 1 OF 1


DRILLER : H Turner



BH5






AS

Hole terminated due to high drillingresistance and collapse of material intothe hole. Pieces of coral and shell wererecovered from the end of the auger.

SP-SM

SP

SW

SAND, fine to medium grained, sub angular, dark grey, with silt, moist.

To 0.2m with vegetation.

SAND, fine to medium grained, yellow, moist.

Increasing coarse sized sand content.

Gravelly SAND, fine to coarse grained, sub angular, yellow / brown, gravelfine to coarse size, gravel consists of shell and calcarenite pieces.


1.50m

3.00m

1.50m

3.00m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH6 1 OF 1


DRILLER : H Turner



BH6






AS


SP

SP

SW

'Topsoil' and vegetation

SAND, fine to coarse grained, sub angular, yellow

SAND, fine to medium grain, sub angular, yellow, saturated

Gravelly SAND, fine to coarse grained, sub angular, yellow, fine to coarsegravel sized pieces of shell and rounded calcarenite.


3.00m3.00m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH7 1 OF 1


DRILLER : H Turner



BH7






AS


GC

SP

SP

SW

Clayey gravelly SAND / clayey sandy GRAVEL, fine to coarse grain sand,fine to coarse sized gravel, sub rounded, red / brown, dry, cemented.

SAND, fine to coarse grained, sub angular, yellow.

SAND, fine to medium grained, sub angular, yellow / white.

Gravelly SAND, fine to coarse grained, sub angular, yellow / white, fine tocoarse gravel sized pieces of shell and rounded calcarenite


1.50m

0.00m

1.50m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH8 1 OF 1


DRILLER : H Turner



BH8






AS

Hole terminated due to high drillingresistance and collapse of material intothe hole. A rock sample was recoveredfrom the end of the auger. The recoveredsample was angular indicating that it hadbeen broken from intact rock.

SP

SP-SM

'Topsoil' and vegetation

SAND,fine to course grained, sub angular, yellow

SAND, fine to coarse grained, sub angular, with fine gravel and silt

Rock samples recovered from auger - CALCARENITE, fine to coarsegrained sand particles in grey brown matrixHole terminated at 2.60 m below ground level.

1.00m

2.00m

1.00m

2.00m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH9 1 OF 1


DRILLER : H Turner



BH9






AS

The operator noted the hole was cavingin from the top alot, the recoveredmaterial below 1.8m was similar to thatfrom 0.1m to 1.8m but was likely to becave in material from above.Hole terminated due to high drillingresistance and collapse of material intothe hole.

SP

SP

SP-SM

SP

SAND, fine to medium grained, sub angular, dark grey becoming yellowwith depth, moist.


SAND, fine to coarse grained, sub angular, with fine gravel and silt



GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH10 1 OF 1


DRILLER : H Turner



BH10






AS

Likely fill

Possible cave in material from between0.2m and 2m.

Hole terminated due to high drillingresistance and collapse of material intothe hole. Samples of rock wererecovered from the end of the auger. Therock description based on observationsof the recovered samples.

SP

SP

SP

SP

SP

Weakly cemented SAND, fine to coarse grained, sub angular, yellow /brown

SAND, fine to medium grained, sub angular, yellow

SAND, fine to coarse grained, sub angular, yellow


SAND, fine to coarse grained, sub angular and angular, yellow, with finegravel.

Pieces of CALCARENITE, rounded, consisting of fine to coarse grainedsand in grey / yellow matrix.Hole terminated at 3.50 m below ground level.

1.00m

2.00m

3.00m

3.50m

0.00m

1.00m

2.00m

3.00m

3.50m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH11 1 OF 1


DRILLER : H Turner



BH11






AS

Hole terminated due to collapse ofmaterial into the hole.

SP

SM

SP

SP

SP

SAND, fine to medium grained, sub angular, yellow, dry.

Silty SAND, fine to coarse grained, sub angular, grey, with fine to mediumgravel, possible fill.

Some type of industrial material recovered from the auger when removed.Looked to be pieces of coal and some type of slag.


SAND, fine to coarse grained, sub angular, yellow, with fine gravel.

SAND, fine to coarse grained, sub angular, yellow / white.


1.00m1.00m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH12 1 OF 1


DRILLER : H Turner



BH12






AS

Hole terminated because the maximumdepth was attained.

SP

SP


SAND, fine to coarse grained, sub angular, with gravel sized pieces of shell


1.00m

3.50m

1.00m

3.50m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH13 1 OF 1


DRILLER : H Turner



BH13






AS


SP

SP

SAND, fine to course grained sand, sub angular, yellow.

Gravelly SAND, fine to coarse grained, sub angular and angular, yellow /grey, fine to medium sized gravel consisting of shell and roundedcalcarentite pieces, saturated.


2.50m2.50m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH14 1 OF 1


DRILLER : H Turner



BH14






AS

Possible fill.


SP

SP

Gravelly SAND, fine to coarse grained, sub angular, grey, medium sizedgravel, trace silt.



1.00m1.00m

GR

OU

ND

WA

TE

RLE

VE

LS

WA

TE

R

PROGRESS

DR

ILLI

NG

PE

NE

TR

AT

ION

DR

ILLI

NG

& C

AS

ING

MO

IST

UR

E

CO

ND

ITIO

N

CO

NS

IST

EN

CY

RE

LAT

IVE

DE

NS

ITY

DRILLING MATERIAL

OTHER OBSERVATIONS

GR

AP

HIC

LOG

CLA

SS

IFIC

AT

ION

SY

MB



DE

PT

H (

m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

RL

(m A

HD

)

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

-4.0

SA

MP

LES

&F

IELD

TE

ST

S



File: 8A0323 BH15 1 OF 1


DRILLER : H Turner



BH15







APPENDIX A4

DCP Logs

Draft33

33

Comments33 blows for 50mm penetration at refusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP1

LOGGED : SJB 3/08/2014CHECKED :LATITUDE : -28.76033333LONGITUDE : 114.6153056SURFACE ELEVATION : 1.1 (m AHD)

SHEET : 1 OF 15

DYNAMIC CONE PENETROMETER LOG

PROJECT : Beresford Foreshore ProtectionCLIENT : City of Greater GeraldtonFILE / JOB NO : 8A0323METHODOLOGY : AS1289.6.3.2

32

50

Comments50 blows for 100mm at refusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP2


50

CommentsHammer bouncing at refusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP3


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft27


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP4


SHEET : 2 OF 15



28

40


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP5


30

CommentsHammer bouncing and 20 blows over 50mm atrefusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP6


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft40


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP7


SHEET : 3 OF 15



40

30


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP8


35

30

30


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP9


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft40

Comments

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP10


SHEET : 4 OF 15



30

Comments30 blows over 50mm at refusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP11


34

Comments

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP12


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft

45


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP13


SHEET : 5 OF 15



35


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP14


50

Comments

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP15


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft

30

41

Comments41 blows for 80mm of movement at refusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP16


SHEET : 6 OF 15



29

CommentsHammer bouncing and 25 blows for 40mm atrefusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP17


39

30


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP18


selfweight.

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight.

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft

Comments

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP19


SHEET : 7 OF 15




Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP20



Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP21


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP22


SHEET : 8 OF 15



CommentsBouncing and 10 blows for 50mm at refusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP23



Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP24


selfweight

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight.

selfweight.

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP25


SHEET : 9 OF 15




Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP26


Comments

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP27


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft

CommentsRock exposed by hand at refusal depth.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP28


SHEET : 10 OF 15




Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP29



Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP30


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight.

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP31


SHEET : 11 OF 15




Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP32


Comments2 blows over 50mm then hammer was bouncing atrefusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP33


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft

37

Comments10 blows over 10mm at refusal.

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP34


SHEET : 12 OF 15




Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP35



Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP36


selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft30

30

Comments

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP37


SHEET : 13 OF 15




Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP38A


Comments

Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP38B

LOGGED : SJB 7/08/2014CHECKED :LATITUDE :LONGITUDE :SURFACE ELEVATION : 0.1 (m AHD)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft28

30


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP39


SHEET : 14 OF 15




Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP40


35


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP41


selfweight.

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

selfweight

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

Draft


Blows per 100 mm5 10 15 200 25D

epth

(m

)

TEST: DCP42


SHEET : 15 OF 15



0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5


APPENDIX A5

PSD Testing Certificate of Analysis

False

1 1.00True Environmental

CERTIFICATE OF ANALYSISWork Order : ES1418674 Page : 1 of 17

:: LaboratoryClient Environmental Division SydneyHASKONING AUSTRALIA- ROYAL HASKONING: :ContactContact MR SAM BALIAN Client Services

:: AddressAddress SUITE 505100 Walker StreetNORTH SYDNEY 2060

277-289 Woodpark Road Smithfield NSW Australia 2164

:: E-mailE-mail [email protected] [email protected]:: TelephoneTelephone +61 02 8854 5006 +61-2-8784 8555:: FacsimileFacsimile ---- +61-2-8784 8500

:Project 8A0323-BERESFORD FORESHORE QC Level : NEPM 2013 Schedule B(3) and ALS QCS3 requirement:Order number ----:C-O-C number ---- Date Samples Received : 21-AUG-2014

Sampler : SB Issue Date : 03-SEP-2014Site : ----

74:No. of samples receivedQuote number : ---- 74:No. of samples analysed

This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. All pages of this report have been checked and approved for release.

This Certificate of Analysis contains the following information:l General Commentsl Analytical Results

NATA Accredited Laboratory 825

Accredited for compliance with ISO/IEC 17025.

SignatoriesThis document has been electronically signed by the authorized signatories indicated below. Electronic signing has been carried out in compliance with procedures specified in 21 CFR Part 11.Signatories Accreditation CategoryPosition

Hamish Murray Newcastle - InorganicsSupervisor - Soils

Environmental Division Sydney ABN 84 009 936 029 Part of the ALS Group An ALS Limited CompanyAddress 277-289 Woodpark Road Smithfield NSW Australia 2164 | PHONE +61-2-8784 8555 | Facsimile +61-2-8784 8500

2 of 17:PageWork Order :

:ClientES1418674HASKONING AUSTRALIA- ROYAL HASKONING8A0323-BERESFORD FORESHORE:Project

General Comments

The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house developed procedures are employed in the absence of documented standards or by client request.

Where moisture determination has been performed, results are reported on a dry weight basis.

Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.

Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.

When sampling time information is not provided by the client, sampling dates are shown without a time component. In these instances, the time component has been assumed by the laboratory for processing purposes.

Where a result is required to meet compliance limits the associated uncertainty must be considered. Refer to the ALS Contact for details.

CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.LOR = Limit of reporting^ = This result is computed from individual analyte detections at or above the level of reporting

Key :



Analytical Results

PB04-SURFACE TO 0.2M

PB03-1.5MPB03-0.5MPB01-2MPB01-SURFACE TO 0.2M

Client sample IDSub-Matrix: SOIL (Matrix: SOIL)

04-AUG-2014 15:0004-AUG-2014 15:0004-AUG-2014 15:0004-AUG-2014 15:0004-AUG-2014 15:00Client sampling date / time

ES1418674-005ES1418674-004ES1418674-003ES1418674-002ES1418674-001UnitLORCAS NumberCompound

EA150: Particle Sizing+75µm 8689 88 89 86%1----

+150µm 2756 55 59 44%1----

+300µm 414 21 24 10%1----

+425µm 24 13 13 4%1----

+600µm <11 8 7 2%1----

+1180µm <1<1 <1 1 <1%1----

+2.36mm <1<1 <1 <1 <1%1----

+4.75mm <1<1 <1 <1 <1%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 1411 12 11 14%1----

Sand (>75 µm) 8689 88 89 86%1----

Gravel (>2mm) <1<1 <1 <1 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

PB07-1.5MPB07-0.5MPB06-1.5MPB06-0.5PB04-1.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 8355 80 63 40%1----

+300µm 4212 42 23 9%1----

+425µm 234 23 13 4%1----

+600µm 111 12 7 2%1----

+1180µm <1<1 1 <1 <1%1----

+2.36mm <1<1 <1 <1 <1%1----

+4.75mm <1<1 <1 <1 <1%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 25 2 3 3%1----

Sand (>75 µm) 9895 98 97 97%1----

Gravel (>2mm) <1<1 <1 <1 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

AP2B-SURFACE TO 0.4M

AP1B-0.5AP1A-0.5PB09-2MPB09-SURFACE TO 0.2M

Client sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 5070 96 97 99%1----

+300µm 1218 80 77 95%1----

+425µm 67 63 56 90%1----

+600µm 33 41 32 78%1----

+1180µm <1<1 11 7 44%1----

+2.36mm <1<1 1 1 16%1----

+4.75mm <1<1 <1 <1 3%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 3<1 2 1 <1%1----

Sand (>75 µm) 97100 97 98 83%1----

Gravel (>2mm) <1<1 1 1 16%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

S3S2S1AP3-0.5MAP2B-0.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)

15-APR-2014 15:0015-APR-2014 15:0015-APR-2014 15:0008-AUG-2014 15:0008-AUG-2014 15:00Client sampling date / time



+150µm 9984 62 96 96%1----

+300µm 9862 18 34 26%1----

+425µm 8837 6 10 3%1----

+600µm 6819 2 2 <1%1----

+1180µm 264 <1 <1 <1%1----

+2.36mm 6<1 <1 <1 <1%1----

+4.75mm 1<1 <1 <1 <1%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) <114 2 1 <1%1----

Sand (>75 µm) 9385 98 99 100%1----

Gravel (>2mm) 61 <1 <1 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

S8S7S6S5S4Client sample IDSub-Matrix: SOIL (Matrix: SOIL)

15-APR-2014 15:0015-APR-2014 15:0015-APR-2014 15:0015-APR-2014 15:0015-APR-2014 15:00Client sampling date / time



+150µm 8181 79 63 84%1----

+300µm 108 10 19 8%1----

+425µm 1<1 1 7 2%1----

+600µm 1<1 <1 2 <1%1----

+1180µm <1<1 <1 <1 <1%1----

+2.36mm <1<1 <1 <1 <1%1----

+4.75mm <1<1 <1 <1 <1%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 23 3 1 <1%1----

Sand (>75 µm) 9797 97 99 99%1----

Gravel (>2mm) 1<1 <1 <1 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

TP1_0.5MS17S14S13S9Client sample IDSub-Matrix: SOIL (Matrix: SOIL)

05-AUG-2014 15:0015-APR-2014 15:0015-APR-2014 15:0015-APR-2014 15:0015-APR-2014 15:00Client sampling date / time



+150µm 6492 78 80 91%1----

+300µm 1525 38 10 48%1----

+425µm 26 14 2 17%1----

+600µm <11 2 <1 4%1----

+1180µm <1<1 <1 <1 <1%1----

+2.36mm <1<1 <1 <1 <1%1----

+4.75mm <1<1 <1 <1 <1%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 11 1 <1 3%1----

Sand (>75 µm) 9999 99 99 97%1----

Gravel (>2mm) <1<1 <1 <1 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

TP5_0.5MTP4_0.5MTP3_1.5MTP3_0.5MTP2_0.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 8985 94 87 87%1----

+300µm 5240 69 54 58%1----

+425µm 2917 52 31 37%1----

+600µm 135 38 15 20%1----

+1180µm 2<1 19 2 2%1----

+2.36mm <1<1 11 <1 <1%1----

+4.75mm <1<1 8 <1 <1%1----

+9.5mm <1<1 4 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 23 <1 <1 2%1----

Sand (>75 µm) 9797 88 99 98%1----

Gravel (>2mm) 1<1 11 1 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

TP9_0.5MTP8_0.5MTP7_0.5MTP6_1.0-1.4MTP6_0.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 9592 91 94 74%1----

+300µm 7659 43 40 13%1----

+425µm 6535 19 13 2%1----

+600µm 5418 7 2 <1%1----

+1180µm 322 1 <1 <1%1----

+2.36mm 21<1 <1 <1 <1%1----

+4.75mm 14<1 <1 <1 <1%1----

+9.5mm 10<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) <1<1 1 <1 <1%1----

Sand (>75 µm) 7999 99 100 100%1----

Gravel (>2mm) 21<1 <1 <1 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

TP11_1 TO 1.7MTP11_SURFACE TO 1MTP10_0.7M TO BASETP10_SURFACE TO 0.7M

TP9_0.6M-BASEClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 8882 88 86 88%1----

+300µm 2458 78 24 78%1----

+425µm 840 65 7 70%1----

+600µm 325 41 2 58%1----

+1180µm <17 8 <1 22%1----

+2.36mm <12 2 <1 6%1----

+4.75mm <1<1 <1 <1 2%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 18 8 <1 8%1----

Sand (>75 µm) 9990 91 100 87%1----

Gravel (>2mm) <12 2 <1 5%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

TP13-SURFACE TO 0.5M

TP12-1M TO BASETP12-SURFACE TO 1MTP11B_SURFACE -0.7M

TP11_BASE TO 1.7MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 7592 88 96 94%1----

+300µm 3082 38 78 41%1----

+425µm 1776 15 66 17%1----

+600µm 1170 5 55 7%1----

+1180µm 547 <1 20 <1%1----

+2.36mm 322 <1 5 <1%1----

+4.75mm 210 <1 2 <1%1----

+9.5mm <12 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 1<1 <1 <1 1%1----

Sand (>75 µm) 9677 99 94 99%1----

Gravel (>2mm) 322 <1 5 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

BH03-2.5MBH02-0.5MTP14-0.6M TO BASETP14 0.6-1.1

TP14-SURFACE TO 0.6M

TP13-0.5M TO BASEClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 8686 83 88 31%1----

+300µm 3459 32 45 10%1----

+425µm 1643 17 16 6%1----

+600µm 732 9 3 4%1----

+1180µm <118 3 <1 1%1----

+2.36mm <112 2 <1 <1%1----

+4.75mm <15 <1 <1 <1%1----

+9.5mm <12 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 22 <1 3 3%1----

Sand (>75 µm) 9886 99 97 96%1----

Gravel (>2mm) <112 2 <1 1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

BH08-SURFACEBH07-3MBH06-3MBH06-1.5MBH04-1.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 8182 85 90 73%1----

+300µm 2630 62 70 64%1----

+425µm 1313 56 60 60%1----

+600µm 54 50 50 56%1----

+1180µm <1<1 40 38 49%1----

+2.36mm <1<1 34 32 41%1----

+4.75mm <1<1 27 26 31%1----

+9.5mm <1<1 18 20 20%1----

+19.0mm <1<1 16 18 14%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) <11 2 1 18%1----

Sand (>75 µm) 9998 64 67 41%1----

Gravel (>2mm) <11 34 32 41%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

BH11-1MBH11-SURFACEBH09-2MBH09-1MBH08-1.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 8744 76 76 54%1----

+300µm 4912 44 32 10%1----

+425µm 205 36 16 2%1----

+600µm 52 32 9 <1%1----

+1180µm <1<1 16 4 <1%1----

+2.36mm <1<1 6 2 <1%1----

+4.75mm <1<1 2 1 <1%1----

+9.5mm <1<1 <1 <1 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) <15 6 <1 2%1----

Sand (>75 µm) 10095 88 98 98%1----

Gravel (>2mm) <1<1 6 2 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

BH13-1MBH12-1MBH11-3.5MBH11-3MBH11-2MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)




+150µm 9395 77 71 60%1----

+300µm 8481 38 50 12%1----

+425µm 8166 29 39 4%1----

+600µm 7647 25 30 1%1----

+1180µm 299 18 15 <1%1----

+2.36mm 6<1 12 9 <1%1----

+4.75mm <1<1 5 4 <1%1----

+9.5mm <1<1 <1 2 <1%1----

+19.0mm <1<1 <1 <1 <1%1----

+37.5mm <1<1 <1 <1 <1%1----

+75.0mm <1<1 <1 <1 <1%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 2<1 2 12 2%1----

Sand (>75 µm) 9299 87 79 98%1----

Gravel (>2mm) 61 12 9 <1%1----

Cobbles (>6cm) <1<1 <1 <1 <1%1----



Analytical Results

----TP08-1MBH15-1MBH14-3MBH13-3.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)

----05-AUG-2014 15:0005-AUG-2014 15:0005-AUG-2014 15:0005-AUG-2014 15:00Client sampling date / time

----ES1418674-074ES1418674-073ES1418674-072ES1418674-071UnitLORCAS NumberCompound

EA150: Particle Sizing+75µm 9898 95 99 ----%1----

+150µm 9574 78 91 ----%1----

+300µm 8439 47 61 ----%1----

+425µm 8032 36 43 ----%1----

+600µm 7527 29 29 ----%1----

+1180µm 5217 21 11 ----%1----

+2.36mm 3412 19 3 ----%1----

+4.75mm 2510 18 2 ----%1----

+9.5mm 159 14 <1 ----%1----

+19.0mm <1<1 <1 <1 ----%1----

+37.5mm <1<1 <1 <1 ----%1----

+75.0mm <1<1 <1 <1 ----%1----

EA150: Soil Classification based on Particle SizeFines (<75 µm) 22 5 1 ----%1----

Sand (>75 µm) 6586 75 96 ----%1----

Gravel (>2mm) 3312 19 3 ----%1----

Cobbles (>6cm) <1<1 <1 <1 ----%1----


APPENDIX A6

Acid Sulfate Soil Testing Certificate of Analysis

False

1 1.00True Environmental

CERTIFICATE OF ANALYSISWork Order : ES1418673 Page : 1 of 4

:: LaboratoryClient Environmental Division SydneyHASKONING AUSTRALIA- ROYAL HASKONING: :ContactContact MR GARY BLUMBERG Client Services

:: AddressAddress SUITE 505100 Walker StreetNORTH SYDNEY 2060

277-289 Woodpark Road Smithfield NSW Australia 2164

:: E-mailE-mail [email protected] [email protected]:: TelephoneTelephone +61 02 8854 5000 +61-2-8784 8555:: FacsimileFacsimile ---- +61-2-8784 8500

:Project 8A0323-BERESFORD FORESHORE QC Level : NEPM 2013 Schedule B(3) and ALS QCS3 requirement:Order number ----:C-O-C number ---- Date Samples Received : 21-AUG-2014

Sampler : SB Issue Date : 29-AUG-2014Site : ----

8:No. of samples receivedQuote number : SY/397/14 8:No. of samples analysed

This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. All pages of this report have been checked and approved for release.

This Certificate of Analysis contains the following information:l General Commentsl Analytical Results

NATA Accredited Laboratory 825

Accredited for compliance with ISO/IEC 17025.

SignatoriesThis document has been electronically signed by the authorized signatories indicated below. Electronic signing has been carried out in compliance with procedures specified in 21 CFR Part 11.Signatories Accreditation CategoryPosition

Kim McCabe Brisbane Acid Sulphate SoilsSenior Inorganic Chemist

Environmental Division Sydney ABN 84 009 936 029 Part of the ALS Group An ALS Limited CompanyAddress 277-289 Woodpark Road Smithfield NSW Australia 2164 | PHONE +61-2-8784 8555 | Facsimile +61-2-8784 8500



General Comments

The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house developed procedures are employed in the absence of documented standards or by client request.

Where moisture determination has been performed, results are reported on a dry weight basis.

Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.

Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.

When sampling time information is not provided by the client, sampling dates are shown without a time component. In these instances, the time component has been assumed by the laboratory for processing purposes.

Where a result is required to meet compliance limits the associated uncertainty must be considered. Refer to the ALS Contact for details.

CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.LOR = Limit of reporting^ = This result is computed from individual analyte detections at or above the level of reporting

Key :

ASS: EA003 (NATA Field and F(ox) screening): pH F(ox) Reaction Rate: 1 - Slight; 2 - Moderate; 3 - Strong; 4 - Extremel



Analytical Results

PB05-2MPB05-1.4MPB05-0.5MPB04-1.5MPB01-3MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)



EA003 :pH (field/fox)pH (F) 8.68.6 8.7 8.7 8.8pH Unit0.1----

pH (Fox) 6.66.6 6.6 6.8 6.8pH Unit0.1----

Reaction Rate 33 3 3 3Reaction Uni1----



Analytical Results

--------TP14-0.6M-1.1MPB08-1.5MPB07-1.5MClient sample IDSub-Matrix: SOIL (Matrix: SOIL)

--------05-AUG-2014 15:0004-AUG-2014 15:0004-AUG-2014 15:00Client sampling date / time

--------ES1418673-008ES1418673-007ES1418673-006UnitLORCAS NumberCompound

EA003 :pH (field/fox)pH (F) 8.78.7 8.7 ---- ----pH Unit0.1----

pH (Fox) 6.86.7 6.7 ---- ----pH Unit0.1----

Reaction Rate 33 3 ---- ----Reaction Uni1----


APPENDIX A7

Marina Beach Particle Size Distribution Data

GERALDTON SEDIMENT BUDGET – FINAL PROJECT REPORT September 20, 2012

Curtin University – Applied Sedimentology and Marine Geoscience Group 276

#REF!ALS Environmental

Newcastle, NSW

CLIENT: DATE REPORTED: 3-Sep-2014

COMPANY: DATE RECEIVED: 21-Aug-2014

ADDRESS: REPORT NO: ES1418674-018 / PSD

PROJECT: SAMPLE ID:

Particle Size Distribution Particle Size (mm)Percent Passing

150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 98%0.425 94%0.300 82%0.150 38%0.075 2%

Particle Size (microns)

Median Particle Size (mm)* 0.191

0 69

Sample Comments: Analysed:

Loss on Pretreatment NA Limit of Reporting: 1%

Sample Description: Dispersion Method Shaker

Test Method: Hydrometer Type ASTM E100FALSE

Soil Particle Density (<2.36mm) #N/A g/cm3

Hamish MurrayLaboratory Supervisor, NewcastleAuthorised Signatory

Certificate of Analysis

Sam Balian

8A0323-Beresford Foreshore S1

26-Aug-14

Haskoning Australia- Royal Haskoning

Median Particle Size is not covered under the current scope of ALS's NATA accreditation.

100 Walker Street North Sydney 2060

Suite 505

Samples analysed as received.

Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5

Fine Sand Medium Sand Coarse Sand Fine Gravel Medium Gravel Coarse Gravel

NATA Accreditation: 825 Site: NewcastleThis document is issued in accordance with NATA’s accreditation requirements.Accredited for compliance with ISO/IEC 17025. This document shall not be reproduced, except in full.

ALS Laboratory Group Pty Ltd5/585 Maitland RoadMayfield West, NSW 2304pH 02 4014 2500fax 02 4968 [email protected]

Template Version 140325 Page 1 of 1


Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 98%0.425 90%0.300 66%0.150 4%0.075 1%



0 71








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 100%0.425 97%0.300 74%0.150 4%0.075 0%



0 71








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 100%0.425 100%0.300 92%0.150 19%0.075 3%



0 70








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






APPENDIX A8

Beresford Beach Particle Size Distribution Data


Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 99%0.600 93%0.425 85%0.300 67%0.150 14%0.075 2%



0 71








Sam Balian

8A0323-Beresford Foreshore TP14-SURFACE TO 0.6M

27-Aug-14



100 Walker Street Sydney 2060

Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 99%1.18 97%0.600 91%0.425 83%0.300 68%0.150 17%0.075 0%



0 71








Sam Balian

8A0323-Beresford Foreshore TP14-0.6M TO BASE

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 99%0.600 93%0.425 83%0.300 59%0.150 6%0.075 1%



0 72








Sam Balian

8A0323-Beresford Foreshore TP13-SURFACE TO 0.5M

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 99%0.600 95%0.425 85%0.300 62%0.150 12%0.075 1%



0 71








Sam Balian

8A0323-Beresford Foreshore TP12-SURFACE TO 1M

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 98%0.425 93%0.300 76%0.150 14%0.075 1%



0 70








Sam Balian

8A0323-Beresford Foreshore TP11_SURFACE TO 1M

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 99%2.36 97%1.18 95%0.600 89%0.425 83%0.300 70%0.150 25%0.075 1%



0 70








Sam Balian

8A0323-Beresford Foreshore TP11B_SURFACE -0.7M

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 99%2.36 99%1.18 99%0.600 99%0.425 99%0.300 90%0.150 19%0.075 2%



0 70








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 100%0.425 99%0.300 91%0.150 21%0.075 3%



0 70








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 98%0.425 93%0.300 81%0.150 37%0.075 1%



0 69








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 97%0.425 92%0.300 76%0.150 13%0.075 1%



0 70








Sam Balian

8A0323-Beresford Foreshore TP10_SURFACE TO 0.7M

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 100%0.425 99%0.300 87%0.150 26%0.075 0%



0 69








Sam Balian

8A0323-Beresford Foreshore TP9_0.5M

26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 99%2.36 98%1.18 93%0.600 75%0.425 60%0.300 42%0.150 18%0.075 8%



0 74








Sam Balian

8A0323-Beresford Foreshore TP9_0.6M-BASE

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 98%0.425 87%0.300 60%0.150 6%0.075 0%



0 72








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 98%2.36 97%1.18 89%0.600 71%0.425 57%0.300 39%0.150 9%0.075 1%



0 74








Sam Balian

8A0323-Beresford Foreshore TP08-1M

27-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 99%0.600 93%0.425 81%0.300 57%0.150 9%0.075 1%



0 72








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 98%0.600 83%0.425 65%0.300 41%0.150 8%0.075 1%



0 74








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 98%0.600 80%0.425 63%0.300 42%0.150 13%0.075 2%



0 74








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 99%2.36 99%1.18 98%0.600 85%0.425 69%0.300 46%0.150 13%0.075 0%



0 73








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 99%2.36 99%1.18 98%0.600 87%0.425 71%0.300 48%0.150 11%0.075 2%



0 73








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 95%0.425 83%0.300 60%0.150 15%0.075 3%



0 71








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW




PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 100%0.600 96%0.425 83%0.300 52%0.150 9%0.075 3%



0 72








Sam Balian


26-Aug-14




Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






APPENDIX C

Oscar Delta Sand Supplies Particle Size Distribution Data


Newcastle, NSW

CLIENT: DATE REPORTED: 24-Nov-2014

COMPANY: DATE RECEIVED: 12-Nov-2014

ADDRESS: REPORT NO: EB1446198-001 / PSD

PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 96%0.600 73%0.425 54%0.300 35%0.150 12%0.075 4%



0 75








Sam Balian

8A0323-Beresford Foreshore Oscar Delta-Site 1

17-Nov-14

Haskoning Australia - Royal Haskoning


100 Walker Street North Sydney

Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5






Newcastle, NSW

CLIENT: DATE REPORTED: 24-Nov-2014

COMPANY: DATE RECEIVED: 12-Nov-2014

ADDRESS: REPORT NO: EB1446198-002 / PSD

PROJECT: SAMPLE ID:


150 100%75 100%

37.5 100%19.0 100%9.5 100%

4.75 100%2.36 100%1.18 97%0.600 76%0.425 57%0.300 38%0.150 13%0.075 5%



0 74








Sam Balian

8A0323-Beresford Foreshore Oscar Delta-Site 2

17-Nov-14

Haskoning Australia - Royal Haskoning


100 Walker Street North Sydney

Suite 505


Sand

AS1289.3.6.1

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.07

5

0.15

0

0.30

0

0.42

5

0.60

0

1.18

2.36

4.75 9.5

19.0

37.5



