EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK · Coffey Geotechnics Pty Ltd ABN 93 056 929 483 89-91 Burswood Road Burswood WA 6100 Australia EARTHWORKS COMPLETION

EARTHWORKS COMPLETION REPORT

ELLEN STIRLING PARADE, ELLENBROOK

Ellenbrook, W.A. Georgiou Group Pty Ltd GEOTPERT08050AZ-AH 27 March 2013

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 89-91 Burswood Road Burswood WA 6100 Australia



Ellenbrook, W.A. Georgiou Group Pty Ltd GEOTPERT08050AZ-AH 27 March 2013

CONTENTS

Coffey Geotechnics GEOTPERT08050AZ-AH 27 March 2013

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1 INTRODUCTION 1

2 PROPOSED DEVELOPMENT 1

3 EARTHWORKS 1

4 BACKGROUND INFORMATION 2

5 INFORMATION SUPPLIED BY OTHERS 2

6 COMPACTION CRITERIA 2

7 CONTRACTOR’S TEST RESULTS 3

8 COFFEY FIELD OBSERVATIONS AND TESTING 3

8.1 Earthworks Monitoring 3

8.2 Audit Compaction Testing 3

9 DISCUSSION 3

9.1 General 3

9.2 Site Classification 3

10 IMPORTANT INFORMATION ABOUT YOUR COFFEY REPORT 4

ATTACHMENTS


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Figures

1 PSP Test Location Plan – 13/12/2012



Appendices

A Cossill & Webley Earthworks Specification (14 pages)

B Georgiou Group Pty Ltd Earthworks Confirmation Letter (1 page)

C Georgiou Group Pty Ltd Site Compaction Records (14 pages)

D Coffey PSP Field Test Results (10 pages)

E Laboratory Test Results (6 pages)




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1 INTRODUCTION

This Earthwork Completion Report (ECR) presents the results of part time monitoring carried out by Coffey Geotechnics Pty Ltd (Coffey) of the earthworks for Georgiou Group Pty Ltd (Georgiou) for Ellen Stirling Parade located close to the town centre, Ellenbrook WA. Coffey’s level of involvement is equivalent to Level 2 Geotechnical Investigation Authority of AS3798-2007.

These services were provided and carried out in accordance with Coffey’s proposal dated 7 November 2012 (Ref: GEOTPERT08050AZ-AC-P) and were commissioned by Sinisa Rakovic of Georgiou via a completed and signed ‘Consultancy Agreement’ form dated 31 October 2012.

It should be noted however, that the requirements of the proposal related specifically to Level 1 Inspection and Testing for the proposed Bunnings Store located on The Promenade and that subsequently works for the nearby ‘Urbano’ residential development and Ellen Stirling Parade were included within this scope, though not the requirement for Level 1 Inspection and Testing.

This work was carried out to provide an independent review of the compaction of bulk earthworks required to bring Ellen Stirling Parade and adjacent lots to design levels.

2 PROPOSED DEVELOPMENT

It is understood that the project involves bulk fill earthworks along the Ellen Stirling Parade alignment and adjacent lots to achieve design levels. Ellen Stirling Parade is aligned roughly east to west and is about 325m north of ‘Urbano’ and being parallel to The Promenade, to the north, and The Parkway, to the south. The extent of earthworks associated with Ellen Stirling Parade covered by this report is about 420m. This is from its junction with Civic Terrace to the east and Barque Avenue to the west.

3 EARTHWORKS

Georgiou has provided drawings to Coffey illustrating the pre-earthworks, and the proposed final earthworks elevations for the proposed earthworks area. It is understood that bulk earthworks for the site have been carried out by Georgiou and comprised topsoil stripping and compaction of fill materials. Specifications and drawings for the development were prepared by Cossill & Webley, a copy of the specification is included in Appendix A.

The topography of the site, prior to these bulk earthworks, comprised an area of relatively low lying ground, representing the natural ground surface. Land to the boundaries of the site had previously been raised by earlier earthworks resulting in a ‘trench’ up to three metres deep (at the western extent) of the earthworks site. At the eastern extent the alignment graded to the existing ground level and less than 0.5m of fill was required to achieve finished levels.

Bulk earthworks for this stage typically required the stripping of root mat areas and organic rich topsoils, proof compaction of the stripped surface, placement and compaction of sand fill to design levels under the specified method.

Sand fill was sourced from the adjacent Bunnings site to the north west of the site.

A letter from Georgiou confirming that earthworks at the site have been carried out in accordance with Cossill & Webley’s contract earthworks specifications is attached as Appendix B.




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4 BACKGROUND INFORMATION

Coffey has been involved with geotechnical investigation and earthworks monitoring during the ongoing development of Ellenbrook since its inception in 2000.

Coffey has previously performed two site specific geotechnical investigations for the adjacent Ellenbrook Town Centre Retail and Middle School sites in November 2002 and April 2005 respectively. Prior to earthworks geotechnical investigation reports were prepared, dated 20 November 2002 (Ref: P2572/16-AB) and 18 April 2005 (Ref: P2572.60-AA Rev 1). The conclusions and recommendations of the reports have been reviewed during the preparation of this document.

Fieldwork during the investigation for the Ellenbrook Town Centre Retail site comprised 27 test pits, 27 Perth Sand Penetrometer (PSP) tests and 9 Electric Friction Cone Penetration (CPT) tests. The investigations identified that these areas were underlain by Bassendean Dune Sand. The sand was assessed as loose to medium dense within the top two metres of the natural ground surface.

CPTs were carried out at 6 locations to depth varying from 4.0m to 5.0m below the existing ground surface of the Middle School site. The ground conditions encountered during the investigation comprised medium dense to dense sand to a depth of 5.0m below the natural ground surface.

It should be noted that cohesive fill materials have previously been placed within the footprint of Ellen Stirling Parade, as part of bulk earthworks for the adjacent Parkway road alignment in 2012. Details of these works are presented in Coffey’s earthworks completion report, dated 23 September 2012 (Ref: GEOTPERT08050AY-AA) and letter, dated 13 June 2012 (Ref: GEOTPERT08050AY-AB), which should be read in conjunction with this report.

5 INFORMATION SUPPLIED BY OTHERS

The following information has been supplied to Coffey by Georgiou:

Cossill & Webley Ellenbrook – Town Centre – Urbano, Earthworks Plan Areas 1 & 3 (ref:5683-

UR-100), dated 11.10.212;

Earthworks compliance letters from Georgiou; and

Compaction test certificate from Georgiou.

6 COMPACTION CRITERIA

Coffey has been involved with the numerous stages of the Ellenbrook development and has provided ongoing geotechnical monitoring and testing for many stages. Based on our experience with similar granular materials in the area and the sand fill being sourced from the adjacent Bunnings site, a PSP blow count of 6 per 300mm (test interval 150mm to 450mm) was adopted as the compaction acceptance criteria. Considering depth effects, blow counts of 8 (450-750mm) and 10 (750-1050mm) were calculated for the succeeding layers. More details of the sand fill and compaction criteria are presented in our earthworks completion report for the Bunnings site, dated 8 January 2013 (Ref: GEOTPERT08050AX-AE).

As stated in the earthworks specification, a density ratio of 95% Modified Maximum Dry Density (MMDD) was required for the granular fill.




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7 CONTRACTOR’S TEST RESULTS

Georgiou performed compaction testing on the compacted sand fill during fill placement using a Perth Sand Penetrometer (PSP). The compaction testing was carried out between 24 November 2012 and 15 January 2013. The PSP test results are attached in Appendix C and indicate that the compaction criteria has been achieved.

8 COFFEY FIELD OBSERVATIONS AND TESTING

8.1 Earthworks Monitoring

Site visits were carried out by personnel from Coffey to observe topsoil stripping and bulk fill placement. Site visits were undertaken to assess earthworks Coffey personnel made site visits to assess topsoil stripping, subgrade suitability and bulk earthworks compaction for Ellen Stirling Parade between November 2012 and February 2013.

8.2 Audit Compaction Testing

The results of the PSP testing confirm that the sand fill has been compacted sufficiently to achieve the requirements of the specification. Coffey PSP testing results are presented in Appendix D. Coffey PSP test locations are presented on Figures 1 – 3.

9 DISCUSSION

9.1 General

Observations made by Coffey during the site visits and subsequent PSP testing together with information provided by Georgiou confirm the earthworks were generally undertaken in accordance with the requirements of the specifications.

It should be noted that Coffey did not observe all site preparation or all earthworks for this project, and were not present at all times during the course of the works. As a result, Coffey are only able to offer comments that relate to the sites on the days and times of the site visits and that relate to the test data for the specific sites. Coffey did not test with trench backfills or at the locations of sewer connection or other buried services.

The horizontal and vertical limits of the earthworks were determined by others and hence Coffey cannot provide any comment as to whether these aspects of the earthworks are compliant with the plans and specifications.

9.2 Site Classification

The conditions encountered by Coffey and the information provided by Georgiou confirm the earthworks have been completed in accordance with the requirements of the C&W specifications. As such, the fill is considered to be engineered fill. A classification of “A” is judged to be appropriate for the site in accordance with the requirements outlined in the Australian Standards for Residential Slabs and Footings (AS2870-2011).

Surface conditions may change over time, due (for instance) to surface disturbance by vehicles or excavations for buried service connections. Furthermore, it is also part of the responsibility of the




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Builder to ensure that footing designs and construction are compliant with the building foundation design for the lot in accordance with the Lot classification referenced to AS 2870-2011 and to carry out their own compaction checks on a lot by lot basis and compact any localised loose soil zones identified.

The owner of the property has a requirement to maintain the property and foundations in accordance with AS 2870-2011, including but not limited to, maintaining adequate drainage away from the house foundations. Purchasers should be provided with a copy of the CSIRO Information Sheet BTF 18 (Foundation Maintenance and Footing Performance: A Homeowner's Guide) available for download at http://www.publish.csiro.au/pid/7076.htm

10 IMPORTANT INFORMATION ABOUT YOUR COFFEY REPORT

The reader’s attention is drawn to the important information about this report which follows the main text.

Coffey Geotechnics Pty Ltd ABN 93 056 929 483

As a client of Coffey you should know that site subsurface conditions cause more constructionproblems than any other factor. These notes have been prepared by Coffey to help youinterpret and understand the limitations of your report.

Your report is based on project specific criteria

Your report has been developed on the basis of yourunique project specific requirements as understoodby Coffey and applies only to the site investigated.Project criteria typically include the general nature ofthe project; its size and configuration; the location ofany structures on the site; other site improvements;the presence of underground utilities; and the additionalrisk imposed by scope-of-service limitations imposedby the client. Your report should not be used if thereare any changes to the project without first askingCoffey to assess how factors that changed subsequentto the date of the report affect the report'srecommendations. Coffey cannot accept responsibilityfor problems that may occur due to changed factorsif they are not consulted.

Subsurface conditions can change

Subsurface conditions are created by natural processesand the activity of man. For example, water levelscan vary with time, fill may be placed on a site andpollutants may migrate with time. Because a reportis based on conditions which existed at the time ofsubsurface exploration, decisions should not be basedon a report whose adequacy may have been affectedby time. Consult Coffey to be advised how time mayhave impacted on the project.

Interpretation of factual data

Site assessment identifies actual subsurface conditionsonly at those points where samples are taken andwhen they are taken. Data derived from literatureand external data source review, sampling and subsequent laboratory testing are interpreted bygeologists, engineers or scientists to provide anopinion about overall site conditions, their likelyimpact on the proposed development and recommendedactions. Actual conditions may differ from those inferredto exist, because no professional, no matter howqualified, can reveal what is hidden by

Your report will only givepreliminary recommendationsYour report is based on the assumption that thesite conditions as revealed through selectivepoint sampling are indicative of actual conditionsthroughout an area. This assumption cannot besubstantiated until project implementation hascommenced and therefore your report recommendationscan only be regarded as preliminary. Only Coffey,who prepared the report, is fully familiar with thebackground information needed to assess whetheror not the report's recommendations are valid andwhether or not changes should be considered asthe project develops. If another party undertakesthe implementation of the recommendations of thisreport there is a risk that the report will be misinterpretedand Coffey cannot be held responsible for suchmisinterpretation.

earth, rock and time. The actual interface betweenmaterials may be far more gradual or abrupt thanassumed based on the facts obtained. Nothing canbe done to change the actual site conditions whichexist, but steps can be taken to reduce the impact ofunexpected conditions. For this reason, ownersshould retain the services of Coffey through thedevelopment stage, to identify variances, conductadditional tests if required, and recommend solutionsto problems encountered on site.

Your report is prepared forspecific purposes and personsTo avoid misuse of the information contained in yourreport it is recommended that you confer with Coffeybefore passing your report on to another party whomay not be familiar with the background and thepurpose of the report. Your report should not beapplied to any project other than that originallyspecified at the time the report was issued.

Important information about your Coffey Report

* For further information on this aspect reference should bemade to "Guidelines for the Provision of Geotechnicalinformation in Construction Contracts" published by theInstitution of Engineers Australia, National headquarters,Canberra, 1987.

Interpretation by other design professionals

Costly problems can occur when other design professionals develop their plans based on misinterpretationsof a report. To help avoid misinterpretations, retainCoffey to work with other project design professionalswho are affected by the report. Have Coffey explainthe report implications to design professionals affectedby them and then review plans and specificationsproduced to see how they incorporate the reportfindings.

Data should not be separated from the report*

The report as a whole presents the findings of the siteassessment and the report should not be copied inpart or altered in any way.

Logs, figures, drawings, etc. are customarily includedin our reports and are developed by scientists,engineers or geologists based on their interpretationof field logs (assembled by field personnel) andlaboratory evaluation of field samples. These logs etc.should not under any circumstances be redrawn forinclusion in other documents or separated from thereport in any way.

Geoenvironmental concerns are not at issue

Your report is not likely to relate any findings,conclusions, or recommendations about the potentialfor hazardous materials existing at the site unlessspecifically required to do so by the client. Specialistequipment, techniques, and personnel are used toperform a geoenvironmental assessment.Contamination can create major health, safety andenvironmental risks. If you have no information aboutthe potential for your site to be contaminated or createan environmental hazard, you are advised to contactCoffey for information relating to geoenvironmentalissues.

Rely on Coffey for additional assistance

Coffey is familiar with a variety of techniques andapproaches that can be used to help reduce risks forall parties to a project, from design to construction. Itis common that not all approaches will be necessarilydealt with in your site assessment report due toconcepts proposed at that time. As the projectprogresses through design towards construction,speak with Coffey to develop alternative approachesto problems that may be of genuine benefit both intime and cost.

Responsibility

Reporting relies on interpretation of factual informationbased on judgement and opinion and has a level ofuncertainty attached to it, which is far less exact thanthe design disciplines. This has often resulted in claimsbeing lodged against consultants, which are unfounded.To help prevent this problem, a number of clauseshave been developed for use in contracts, reports andother documents. Responsibility clauses do not transferappropriate liabilities from Coffey to other parties butare included to identify where Coffey's responsibilitiesbegin and end. Their use is intended to help all partiesinvolved to recognise their individual responsibilities.Read all documents from Coffey closely and do nothesitate to ask any questions you may have.

Coffey Geotechnics Pty Ltd ABN 93 056 929 483

Important information about your Coffey Report

Figures

PSP1

PSP2

PSP3

PSP4

PSP5

PSP6

PSP7

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DWG: F:\GEOTPERT\00000\08050AZ Ellenbrook Town Centre - Bunnings Site EWM\DWG\GEOTPERT08050AZ ELLEN STIRLING PARADE.dwg

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GEORGIOU GROUP PTY LTD

ELLEN STRILING PARADE

ELLENBROOK, WA

PSP TEST LOCATION PLAN - 13/12/2012

GEOTPERT08050AZ FIGURE 1

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APPROXIMATE PSP LOCATION

LEGEND

EARTHWORKS BOUNDARY

REF: 5683-UR-101

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Appendix A Cossill & Webley Earthworks Specification

Appendix B Georgiou Group Pty Ltd Earthworks Confirmation Letter

Appendix C Georgiou Group Pty Ltd Site Compaction Records

Appendix D Coffey PSP Field Test Results

PERTH SAND PENETROMETER Test Report No.

AS1289.6.3.3 - 1997 Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS1289.6.3.2 - 1997

Client: Georgiou Group Pty Ltd Principal: Project: Ellenbrook Town Centre - Ellen Stirling Parade Location: Ellenbrook, WA Soil type: Sand Soil moisture: Depth to water:

date: 13/12/2012 tested by: TC hammer mass: 9kg hammer drop: 600mm penetrometer used: Coffey 1

Test Location* 1 2 3 4 5 6

Test Depth mm Blows/150mm

0-150 Set Set Set Set Set Set

150-300 2 2 3 3 3 2

300-450 4 6 8 6 6 4

450-600 8 11 13 13 11 10

600-750 12 19 19 20 18 16

750-900 14 20+ 20+ 20+ 20+ 20+

900-1050 12

1050-1200

1200-1350

1350-1500

1500-1650

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1800-1950

1950-2100

2100-2250

2250-2400

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2550-2700

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2850-3000

3000-3150

3150-3300

3300-3450

Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure.

P97-001

Issue:6 Rev:5 July 2000








150-300 3 3 4 3 3 3

300-450 4 5 7 7 7 6

450-600 9 10 12 13 12 9

600-750 13 14 17 15 20+ 15

750-900 17 15 20+ 20+ 18

900-1050 19 17 20

1050-1200

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P97-001






Test Location* 13 14 15 16


0-150 Set Set Set Set

150-300 3 4 3 3

300-450 7 8 5 8

450-600 9 12 9 13

600-750 14 18 12 20

750-900 18 20+ 14 20+

900-1050 19 15

1050-1200

1200-1350

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Issue 6 Rev 5 July 2000

F:\GEOTPERT\00000\08050AZ Ellenbrook Town Centre - Bunnings Site EWM\Docs\REPORT APPENDICES\AH - Ellen Stirling Parade\Appendix D\16.01.2013.Docx

PERTH SAND PENETROMETER

AS1289.6.3.3-1997

SCALA PENETROMETER TEST

AS1289.6.3.2-1997

Test Report No.

Job No: GEOTPERT08050AZ

Office: Perth

Client: Georgiou Group Pty Ltd

Principal:

Project: Ellenbrook Town Centre - Urbano

Location: Ellenbrook, WA

Soil type: Sand

Soil moisture:

Depth to water:

Date: 16/01/2013

Tested by: TC

Hammer mass: 9kg

Hammer drop: 600mm

Penetrometer used: Coffey 1


Test Depth (mm) Blows/150mm

0-150 SET SET SET SET SET SET

150-300 3 4 4 3 7 4

300-450 4 7 7 8 12 11

450-600 7 11 11 14 16 17

600-750 11 17 18 20+ 20+ 20

750-900 15 20+ 20+ 20+

900-1050 19




150-300 2 2 3 2 2 3

300-450 5 6 7 5 6 5

450-600 10 9 12 10 10 10

600-750 18 16 19 14 15 16

750-900 20+ 20+ 20+ 20+ 20+ 20+

900-1050

Note: Testing was continuous without augering to target depth except where shown.

RW = Retaining wall, E = East, N = North, S= South, W = West, R = Refusal,

HB = Hammer bouncing

*Test location as marked on Figure.

P97-001




AS1289.6.3.3-1997


AS1289.6.3.2-1997

Test Report No.


Office: Perth


Principal:



Soil type: Sand

Soil moisture:

Depth to water:

Date: 16/01/2013

Tested by: TC

Hammer mass: 9kg

Hammer drop: 600mm


Test Location* 13 14 15 16 17 18



150-300 2 3 3 3 4 2

300-450 4 6 6 5 7 5

450-600 6 11 10 9 11 6

600-750 12 18 19 17 16 9

750-900 20 20+ 20+ 20 20+ 9

900-1050 9

Test Location* 19 20 21 22 23 24



150-300 3 2 2 3 3 4

300-450 5 4 5 7 7 9

450-600 7 8 10 11 11 14

600-750 7 13 16 18 20 18

750-900 8 17 19 20+ 20+ 20

900-1050 9 20+ 20





P97-001




AS1289.6.3.3-1997


AS1289.6.3.2-1997

Test Report No.


Office: Perth


Principal:



Soil type: Sand

Soil moisture:

Depth to water:

Date: 16/01/2013

Tested by: TC

Hammer mass: 9kg

Hammer drop: 600mm


Test Location* 25 26



150-300 4 3

300-450 7 7

450-600 11 9

600-750 16 10

750-900 19 10

900-1050 20+ 10












150-300 3 3 4 3 2 2

300-450 8 6 9 5 6 4

450-600 12 8 16 10 9 8

600-750 16 13 20+ 17 14 11

750-900 20+ 19 20+ 20 18

900-1050 20+ 20+ 20

1050-1200

1200-1350

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1500-1650

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1800-1950

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3300-3450


P97-001









150-300 3 2 3 3 2 2

300-450 6 4 5 5 5 4

450-600 11 6 8 9 7 6

600-750 20+ 11 10 16 10 8

750-900 20 17 20+ 15 13

900-1050 20+ 19 18 15

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P97-001






Test Location* 13 14 15 16 17 18



150-300 3 2 4 2 3 4

300-450 6 4 8 6 7 7

450-600 10 6 15 13 14 8

600-750 17 8 19 18 17 12

750-900 19 10 20+ 20+ 20+ 18

900-1050 20+ 13 20

1050-1200

1200-1350

1350-1500

1500-1650

1650-1800

1800-1950

1950-2100

2100-2250

2250-2400

2400-2550

2550-2700

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3300-3450


P97-001






Test Location* 19 20 21 22 23


0-150 Set Set Set Set Set

150-300 4 5 4 2 4

300-450 9 10 7 6 7

450-600 13 17 12 10 11

600-750 16 20 17 18 14

750-900 20+ 20+ 17 20+ 20

900-1050 20 20+

1050-1200

1200-1350

1350-1500

1500-1650

1650-1800

1800-1950

1950-2100

2100-2250

2250-2400

2400-2550

2550-2700

2700-2850

2850-3000

3000-3150

3150-3300

3300-3450


P97-001


Appendix E Laboratory Test Results

Documents

EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK · Coffey Geotechnics Pty Ltd ABN 93 056 929 483 89-91 Burswood Road Burswood WA 6100 Australia EARTHWORKS COMPLETION