EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK. Ellenbrook, W.A. Georgiou Group Pty Ltd

Transcription

1 EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK Ellenbrook, W.A. Georgiou Group Pty Ltd GEOTPERT08050AZ-AH 27 March 2013

2 EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK Ellenbrook, W.A. Georgiou Group Pty Ltd GEOTPERT08050AZ-AH 27 March 2013 Coffey Geotechnics Pty Ltd ABN Burswood Road Burswood WA 6100 Australia

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4 CONTENTS 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 Earthworks Monitoring Audit Compaction Testing 3 9 DISCUSSION General Site Classification 3 10 IMPORTANT INFORMATION ABOUT YOUR COFFEY REPORT 4 Coffey Geotechnics GEOTPERT08050AZ-AH 27 March 2013 i

5 ATTACHMENTS Figures 1 PSP Test Location Plan 13/12/ PSP Test Location Plan 16/01/ PSP Test Location Plan 08/02/2013 Appendices A B C D E Cossill & Webley Earthworks Specification (14 pages) Georgiou Group Pty Ltd Earthworks Confirmation Letter (1 page) Georgiou Group Pty Ltd Site Compaction Records (14 pages) Coffey PSP Field Test Results (10 pages) Laboratory Test Results (6 pages) Coffey Geotechnics GEOTPERT08050AZ-AH 27 March 2013 ii

6 EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK 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 AS 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 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. Coffey Geotechnics GEOTPERT08050AZ-AH 27 March

7 EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK 4 BACKGROUND INFORMATION Coffey has been involved with geotechnical investigation and earthworks monitoring during the ongoing development of Ellenbrook since its inception in 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: P 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 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 ; 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 ( mm) and 10 ( mm) 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. Coffey Geotechnics GEOTPERT08050AZ-AH 27 March

8 EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK 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 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 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 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 (AS ). 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 Coffey Geotechnics GEOTPERT08050AZ-AH 27 March

9 EARTHWORKS COMPLETION REPORT ELLEN STIRLING PARADE, ELLENBROOK 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 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 , 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 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 GEOTPERT08050AZ-AH 27 March

10 Important information about your Coffey Report As a client of Coffey you should know that site subsurface conditions cause more construction problems than any other factor. These notes have been prepared by Coffey to help you interpret and understand the limitations of your report. Your report is based on project specific criteria Your report has been developed on the basis of your unique project specific requirements as understood by Coffey and applies only to the site investigated. Project criteria typically include the general nature of the project; its size and configuration; the location of any structures on the site; other site improvements; the presence of underground utilities; and the additional risk imposed by scope-of-service limitations imposed by the client. Your report should not be used if there are any changes to the project without first asking Coffey to assess how factors that changed subsequent to the date of the report affect the report's recommendations. Coffey cannot accept responsibility for problems that may occur due to changed factors if they are not consulted. Subsurface conditions can change Subsurface conditions are created by natural processes and the activity of man. For example, water levels can vary with time, fill may be placed on a site and pollutants may migrate with time. Because a report is based on conditions which existed at the time of subsurface exploration, decisions should not be based on a report whose adequacy may have been affected by time. Consult Coffey to be advised how time may have impacted on the project. Interpretation of factual data Site assessment identifies actual subsurface conditions only at those points where samples are taken and when they are taken. Data derived from literature and external data source review, sampling and subsequent laboratory testing are interpreted by geologists, engineers or scientists to provide an opinion about overall site conditions, their likely impact on the proposed development and recommended actions. Actual conditions may differ from those inferred to exist, because no professional, no matter how qualified, can reveal what is hidden by earth, rock and time. The actual interface between materials may be far more gradual or abrupt than assumed based on the facts obtained. Nothing can be done to change the actual site conditions which exist, but steps can be taken to reduce the impact of unexpected conditions. For this reason, owners should retain the services of Coffey through the development stage, to identify variances, conduct additional tests if required, and recommend solutions to problems encountered on site. Your report will only give preliminary recommendations Your report is based on the assumption that the site conditions as revealed through selective point sampling are indicative of actual conditions throughout an area. This assumption cannot be substantiated until project implementation has commenced and therefore your report recommendations can only be regarded as preliminary. Only Coffey, who prepared the report, is fully familiar with the background information needed to assess whether or not the report's recommendations are valid and whether or not changes should be considered as the project develops. If another party undertakes the implementation of the recommendations of this report there is a risk that the report will be misinterpreted and Coffey cannot be held responsible for such misinterpretation. Your report is prepared for specific purposes and persons To avoid misuse of the information contained in your report it is recommended that you confer with Coffey before passing your report on to another party who may not be familiar with the background and the purpose of the report. Your report should not be applied to any project other than that originally specified at the time the report was issued. Coffey Geotechnics Pty Ltd ABN

11 Important information about your Coffey Report Interpretation by other design professionals Costly problems can occur when other design professionals develop their plans based on misinterpretations of a report. To help avoid misinterpretations, retain Coffey to work with other project design professionals who are affected by the report. Have Coffey explain the report implications to design professionals affected by them and then review plans and specifications produced to see how they incorporate the report findings. Data should not be separated from the report* The report as a whole presents the findings of the site assessment and the report should not be copied in part or altered in any way. Logs, figures, drawings, etc. are customarily included in our reports and are developed by scientists, engineers or geologists based on their interpretation of field logs (assembled by field personnel) and laboratory evaluation of field samples. These logs etc. should not under any circumstances be redrawn for inclusion in other documents or separated from the report in any way. Geoenvironmental concerns are not at issue Your report is not likely to relate any findings, conclusions, or recommendations about the potential for hazardous materials existing at the site unless specifically required to do so by the client. Specialist equipment, techniques, and personnel are used to perform a geoenvironmental assessment. Contamination can create major health, safety and environmental risks. If you have no information about the potential for your site to be contaminated or create an environmental hazard, you are advised to contact Coffey for information relating to geoenvironmental issues. Rely on Coffey for additional assistance Coffey is familiar with a variety of techniques and approaches that can be used to help reduce risks for all parties to a project, from design to construction. It is common that not all approaches will be necessarily dealt with in your site assessment report due to concepts proposed at that time. As the project progresses through design towards construction, speak with Coffey to develop alternative approaches to problems that may be of genuine benefit both in time and cost. Responsibility Reporting relies on interpretation of factual information based on judgement and opinion and has a level of uncertainty attached to it, which is far less exact than the design disciplines. This has often resulted in claims being lodged against consultants, which are unfounded. To help prevent this problem, a number of clauses have been developed for use in contracts, reports and other documents. Responsibility clauses do not transfer appropriate liabilities from Coffey to other parties but are included to identify where Coffey's responsibilities begin and end. Their use is intended to help all parties involved to recognise their individual responsibilities. Read all documents from Coffey closely and do not hesitate to ask any questions you may have. * For further information on this aspect reference should be made to "Guidelines for the Provision of Geotechnical information in Construction Contracts" published by the Institution of Engineers Australia, National headquarters, Canberra, Coffey Geotechnics Pty Ltd ABN

12 Figures

13 PSP1 PSP2 PSP4 PSP3 PSP5 PSP6 PSP7 PSP8 PSP14 PSP13 PSP12 PSP10 PSP9 PSP11 PSP15 PSP16 LEGEND APPROXIMATE PSP LOCATION EARTHWORKS BOUNDARY m drawn approved date scale original size LB 20/03/2013 1:2000 A4 client: project: title: project no: GEORGIOU GROUP PTY LTD ELLEN STRILING PARADE ELLENBROOK, WA PSP TEST LOCATION PLAN - 13/12/2012 fig no: GEOTPERT08050AZ FIGURE 1 rev: REF: 5683-UR-101 DWG: F:\GEOTPERT\00000\08050AZ Ellenbrook Town Centre - Bunnings Site EWM\DWG\GEOTPERT08050AZ ELLEN STIRLING PARADE.dwg

14 PSP2 PSP3 PSP4 PSP12 PSP13 PSP14 PSP17 PSP1 PSP5 PSP6 PSP11 PSP10 PSP16 PSP15 PSP7 PSP8 PSP9 LEGEND PSP LOCATION m EARTHWORKS BOUNDARY drawn approved date scale original size LB 20/03/2013 1:2000 A4 client: project: title: project no: GEORGIOU GROUP PTY LTD ELLEN STRILING PARADE ELLENBROOK, WA PSP TEST LOCATION PLAN - 16/01/2013 fig no: GEOTPERT08050AZ FIGURE 2 rev: REF: 5683-UR-101 DWG: F:\GEOTPERT\00000\08050AZ Ellenbrook Town Centre - Bunnings Site EWM\DWG\GEOTPERT08050AZ ELLEN STIRLING PARADE.dwg

15 PSP1 PSP2 PSP3 PSP5 PSP4 PSP9 PSP8 PSP7 PSP10 PSP6 PSP11 PSP13 PSP12 PSP23 PSP22 PSP21 PSP16 PSP15 PSP14 PSP17 PSP18 PSP19 PSP20 LEGEND PSP LOCATION m EARTHWORKS BOUNDARY drawn approved date scale original size LB 20/03/2013 1:2000 A4 client: project: title: project no: GEORGIOU GROUP PTY LTD ELLEN STRILING PARADE ELLENBROOK, WA PSP TEST LOCATION PLAN - 08/02/2013 fig no: GEOTPERT08050AZ FIGURE 3 rev: REF: 5683-UR-101 DWG: F:\GEOTPERT\00000\08050AZ Ellenbrook Town Centre - Bunnings Site EWM\DWG\GEOTPERT08050AZ ELLEN STIRLING PARADE.dwg

16 Appendix A Cossill & Webley Earthworks Specification

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31 Appendix B Georgiou Group Pty Ltd Earthworks Confirmation Letter

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33 Appendix C Georgiou Group Pty Ltd Site Compaction Records

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48 Appendix D Coffey PSP Field Test Results

49 PERTH SAND PENETROMETER Test Report No. AS Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS 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* Test Depth mm Blows/150mm Set Set Set Set Set Set Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure. P Issue:6 Rev:5 July 2000

50 PERTH SAND PENETROMETER Test Report No. AS Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS 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* Test Depth mm Blows/150mm Set Set Set Set Set Set Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure. P Issue:6 Rev:5 July 2000

51 PERTH SAND PENETROMETER Test Report No. AS Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS Client: Georgiou Group Pty Ltd Principal: Project: Ellenbrook Town Centre - Ellen Stirling Parade Location: Ellenbrook, WA Soil type: Sand Soil moisture: Depth to water: Test Location* date: 13/12/2012 tested by: TC hammer mass: 9kg hammer drop: 600mm penetrometer used: Coffey 1 Test Depth mm Blows/150mm Set Set Set Set Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure. P Issue:6 Rev:5 July 2000

52 PERTH SAND PENETROMETER AS SCALA PENETROMETER TEST AS Client: Georgiou Group Pty Ltd Principal: Project: Ellenbrook Town Centre - Urbano Location: Ellenbrook, WA Soil type: Sand Soil moisture: Depth to water: Test Report No. Job No: GEOTPERT08050AZ Office: Perth Date: 16/01/2013 Tested by: TC Hammer mass: 9kg Hammer drop: 600mm Penetrometer used: Coffey 1 Test Location* Test Depth (mm) Blows/150mm SET SET SET SET SET SET Test Location* Test Depth (mm) Blows/150mm SET SET SET SET SET SET 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. P 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\ Docx

53 PERTH SAND PENETROMETER AS SCALA PENETROMETER TEST AS Client: Georgiou Group Pty Ltd Principal: Project: Ellenbrook Town Centre - Urbano Location: Ellenbrook, WA Soil type: Sand Soil moisture: Depth to water: Test Report No. Job No: GEOTPERT08050AZ Office: Perth Date: 16/01/2013 Tested by: TC Hammer mass: 9kg Hammer drop: 600mm Penetrometer used: Coffey 1 Test Location* Test Depth (mm) Blows/150mm SET SET SET SET SET SET Test Location* Test Depth (mm) Blows/150mm SET SET SET SET SET SET 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. P 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\ Docx

54 PERTH SAND PENETROMETER AS SCALA PENETROMETER TEST AS Client: Georgiou Group Pty Ltd Principal: Project: Ellenbrook Town Centre - Urbano Location: Ellenbrook, WA Soil type: Sand Soil moisture: Depth to water: Test Report No. Job No: GEOTPERT08050AZ Office: Perth Date: 16/01/2013 Tested by: TC Hammer mass: 9kg Hammer drop: 600mm Penetrometer used: Coffey 1 Test Location* Test Depth (mm) Blows/150mm SET SET SET SET SET SET 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. P 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\ Docx

55 PERTH SAND PENETROMETER Test Report No. AS Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS 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: 08/02/2013 tested by: TC hammer mass: 9kg hammer drop: 600mm penetrometer used: Coffey 1 Test Location* Test Depth mm Blows/150mm Set Set Set Set Set Set Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure. P Issue:6 Rev:5 July 2000

56 PERTH SAND PENETROMETER Test Report No. AS Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS 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: 08/02/2013 tested by: TC hammer mass: 9kg hammer drop: 600mm penetrometer used: Coffey 1 Test Location* Test Depth mm Blows/150mm Set Set Set Set Set Set Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure. P Issue:6 Rev:5 July 2000

57 PERTH SAND PENETROMETER Test Report No. AS Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS 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: 08/02/2013 tested by: TC hammer mass: 9kg hammer drop: 600mm penetrometer used: Coffey 1 Test Location* Test Depth mm Blows/150mm Set Set Set Set Set Set Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure. P Issue:6 Rev:5 July 2000

58 PERTH SAND PENETROMETER Test Report No. AS Job No: GEOTPERT08050AZ SCALA PENETROMETER TEST Office: Perth AS 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: 08/02/2013 tested by: TC hammer mass: 9kg hammer drop: 600mm penetrometer used: Coffey 1 Test Location* Test Depth mm Blows/150mm Set Set Set Set Set Note: Testing was continuous without augering to target depth except where shown. *Test location as marked on Figure. P Issue:6 Rev:5 July 2000

59 Appendix E Laboratory Test Results

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