Brisbane | Gold Coast | Maroochydore P (07) 3279 0900 F ... · Ref: 11769 MORRISON GEOTECHNIC Hall Contracting Pty Ltd The materials exposed after stripping and clearing the site

Brisbane | Gold Coast | Maroochydore Unit 1, 35 Limestone Street (PO Box 3063), Darra Q 4076 P (07) 3279 0900 F (07) 3279 0955

ABN 51 009 878 899

www.morrisongeo.com.au

Brisbane Office Job No: DL17/032 Ref No: 11769 Author: L. Slater

6th June 2017

Hall Contracting Pty Ltd P O Box 519 Buderim QLD 4556 ATTENTION: MR TOM FOX

Email: [email protected]

Dear Sir, RE: LEVEL ONE COMPLIANCE REPORT FOR

BULK EARTHWORKS FILLING OPERATIONS NORTH HARBOUR RESIDENTIAL WEST – STAGE 13A BUCKLEY ROAD, BURPENGARY EAST

Table of Contents 1.0 INTRODUCTION ......................................................................................................................... 2

1.1 General ................................................................................................................................ 2

1.2 The Project .......................................................................................................................... 2

1.3 Previous Earthworks ............................................................................................................ 3

2.0 THE BRIEF ................................................................................................................................. 3

3.0 METHODOLOGY ........................................................................................................................ 3

3.1 Stripped Surface Assessment ............................................................................................. 3

3.2 Filling Operations ................................................................................................................. 4

4.0 STATEMENT OF COMPLIANCE ............................................................................................... 6

5.0 EXCLUSIONS ............................................................................................................................. 7

6.0 LIMITATIONS ............................................................................................................................. 7

ATTACHMENTS: ........................................................................................................................ 8

Appendix A – Site Plan Showing Test Locations ..........................................................................

Appendix B – Laboratory Test Results Reports ............................................................................

Appendix C – Coffey Report ..........................................................................................................

Brochure – ‘Important Information About Your Geotechnical Report’ ...........................................

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Ref: 11769 MORRISON GEOTECHNIC Hall Contracting Pty Ltd

1.0 INTRODUCTION

1.1 General This report presents results of Level One Earthworks Inspections and associated Compaction Compliance testing carried out on Earthworks Fill placed and compacted to form residential building platforms and embankments below subgrade at the North Harbour Residential West Stage 13A Development, Buckley Road, Burpengary East (The Site). The work was commissioned by Mr. Tom Fox representing Hall Contracting Pty Ltd (The Client). Earthworks were carried out by The Client. Earthworks filling operations were carried out intermittently between 1st February 2017 and 7th April 2017.

1.2 The Project The Site is bounded by Buckley Road to the East, existing Residential Developments to the North and undeveloped land to the West and South. KN Group Pty Ltd Earthworks Plan Drawing Number 15-193-04, Revision A dated 29th April 2016, indicates the extents and thickness of fill to be constructed at The Site. These plans are considered to be a reasonable indication of the actual fill constructed at The Site with the following exceptions:

Fill on Lots 410, 411, 412, 413, and 414 is limited to trimming of the existing surface only. Any fill on these allotments is limited to topsoil respread only.

For the actual thickness of fill on an individual Lot, a Disclosure Plan should be requested from the Developer.

Picture 1: Aerial View of the Site (Image Source: Nearmaps.com 27th April 2017)

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1.3 Previous Earthworks Existing filling operations have been constructed at The Site. The existing fill was constructed between February 2015 and April 2015 by Hall Contracting Pty Ltd under Level One Conditions as defined in AS 3798, by Coffey Geotechnics Pty Ltd. Refer to Coffey Report “Level One Earthworks Inspection and Testing” for North Harbour, Stages 13A, Lot 323 Buckley Road, East Burpengary, Ref. GEOTKPAR01976AA-CJ Dated 24th May 2017, attached as Appendix C. Lots and roads within Stage 13A that contain existing fill and are covered by the Coffey Report are summarised below:

Lot 390, Lot 391, Lot 392, Lot 393, Lot 394, Lot 395 and Lot 396.

Lot 417, Lot 418, Lot 419, Lot 420, Lot 421.

Keppel Road between CH 43.0 and CH 148.5.

Road 40 between CH 0 and CH 70.0.

2.0 THE BRIEF The Brief from the Client was limited to:

Level One Inspection and Testing of the placement and compaction of fill materials in

accordance with AS3798 2007 – “Guidelines on Earthworks for Commercial and Residential Developments”

Calibre Consulting Engineers Notes on Drawings.

Moreton Bay Regional Council Specifications

Relative Density Control Testing in accordance with AS1289 – Testing of Soils for Engineering Purposes and at frequencies required in AS3798 Table 8.1.

All other design requirements such as CBR and Quality of Materials, site classification, material, settlement assessments and existing filling were not included in the Brief and are therefore excluded from this Report. 3.0 METHODOLOGY Earthworks Inspection and Testing was carried out on the stripped and exposed ground surfaces and during the placement and compaction of fill materials forming the proposed residential allotments and subgrade embankments. Field and laboratory testing included walk over assessments of the existing ground conditions, observation of filling and compaction activities and field density testing using a nuclear soil moisture density gauge and Hilf Compactions. All work was carried out in accordance with AS 3798 and AS 1289.

3.1 Stripped Surface Assessment The areas at the Site to be filled were observed to be stripped and cleared of all visible organic matter, uncontrolled fill, deleterious, loose and unsuitable materials to depths exposing suitable natural ground.

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The materials exposed after stripping and clearing the site which formed the fill foundation can be broadly summarised as:

Natural – Silty Clay (CI) – Stiff to very stiff, medium plasticity fines with traces of fine to course grained sand, light grey brown and moist.

Existing Controlled Fill – Sandy Clay (CI) – Stiff to very stiff, medium plasticity fines with fine to coarse grained sand, grey orange brown, moist.

The fill foundation was approved for filling using the following process:

Walk over assessments confirming that the competent ground was exposed.

Proof roll testing using a large truck confirming no movement of the exposed ground. On this basis, the compliant assessments in accordance with above indicate that the exposed ground forming the fill foundation is capable of supporting new fill materials.

Picture 2: View of Stripping Operations Prior to Filling Operations

3.2 Filling Operations

Fill material was sourced from onsite cuts areas and cut areas from other stages within the North Harbour Development that were available at the time. Fill materials can be broadly summarised as:

Sandy Clay (CI) – Medium plasticity, fine to medium grained sand, red brown, moist.

Clayey Sand (SC) – Fine to coarse grained sand with low to medium plasticity clay, grey orange brown, moist.

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Placement and compaction of the fill materials was carried out using the following plant:

Compactor Water Cart

Grader Dozer

Truck and Dog Articulated Dump Truck

Excavator Pad Foot Roller

The fill materials were moisture conditioned prior to and during placement to moisture contents suitable for compaction. Placement of the fill materials was carried out in layers appropriate for the above plant and compacted by carrying out multiple passes. Our representative observed the filling process as described above and it was assessed to be consistent for the entire thickness of fill.

Picture 3: View of the Site During Construction

Field density tests and laboratory compactions were carried out on the fill materials in accordance with Table 5.1 and 8.1 of AS3798 2007 (Guidelines on Earthworks for Commercial and Residential Developments) and tested to AS1289 test methods (Testing of Soils for Engineering Purposes). Testing achieved the required specification of 95% of the Nuclear Hilf and Dry Density Ratios.

Fill placed and compacted at measured density ratios less than 95% were tyned, moisture conditioned and re-compacted until the required specification was achieved. Retesting was carried out using Random Stratified Location methods. Our representatives observed the relevant earthworks operations including the stripped surface, fill placement and compaction operations and carried out field density tests and laboratory compaction tests in accordance with the required standard (AS3798, AS1289) and Specification. The locations of the field density tests are shown on the Site Plan contained in Appendix A. These test locations and levels were not obtained by survey and therefore should only be considered as approximate.

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The results of the field density and laboratory compaction tests are contained in Appendix B.



4.0 STATEMENT OF COMPLIANCE Our representative observed all the relevant earthworks operations including the stripped surface, filling operations and carried out field density tests in accordance with the required standard. It is confirmed that Level 1 Inspection has been carried out on the earthworks fill at this project. It is confirmed that Level One Inspection and Testing has been carried out on the earthworks fill to form the residential Lots and embankments below subgrade at The Site. Based on the observations made by our Geotechnicians and the results of the field and laboratory tests, the placed and compacted fill at the above project has, as far as we have been able to assess, been constructed in general accordance with the intent of AS3798 and the Specifications. The fill can be deemed to be ‘controlled’ in accordance with AS2870.

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5.0 EXCLUSIONS This statement does not cover the existing fill operations covered by the Coffey Report carried out by others. This statement does not include any top soil, which may be placed for use as dressing or any other subsequent earthworks after 7th April 2017. Assessments of batter stability, global stability, and material quality such as soaked CBR and site classifications are excluded from this commission. The stability of any fill batters in the long term must take account of the variable materials used for the construction of the fill platforms and all surface loads including traffic loads near the crest of all batters. Our on-site attendance specifically excludes assessments of fill material quality and engineering properties that are outside the requirements of AS.3798 - 2007, including soil or fill reactivity and soaked CBR values. We note that the fill materials comprise clay soils, which may result in unfavorable site classifications for individual lots and low subgrade design strengths for pavements. Footings and ground slabs for any structures constructed over natural soils or controlled fill should be designed to accommodate the characteristic ground surface movements and settlement potential. Assessments of these design parameters are beyond the scope of this Report. Controlled fill (Level 1 Fill) provides an overview that the Earthwork Specification has been met. There are instances where significant long-term settlements of controlled fill can occur. Large total and differential settlements can be expected where fill has been placed over soft and compressible soils and where the thickness of controlled fill varies significantly across a lot. In some cases, fill materials with high silt content can deteriorate in wet weather conditions resulting in allowable bearing pressures less than 100 kPa Footings and ground slabs for any structures constructed over natural soils or controlled fill should be designed to accommodate the characteristic ground surface movements and settlement potential. Assessments of these design parameters are beyond the scope of this Report.

6.0 LIMITATIONS This Report has been prepared by Morrison Geotechnic Pty Ltd (Morrison Geotechnic), and may include contributions from Morrison Geotechnic’s officers and employees, sub-contractors, sub-consultants or agents (Contributors). This Report is for the sole benefit and use of Hall Contracting Pty Ltd (Client), its designers, clients and relevant statutory authorities for the sole purpose of providing geotechnical advice and recommendations in respect of the North Harbour Residential West Stage 13A, Buckley Road, Burpengary East (Project). The Report is only intended to address those issues expressly described in the Brief/ Work Instructions in this Report. This Report should not be used or relied upon for any other purpose without Morrison Geotechnic’s prior written consent. Morrison Geotechnic and the Contributors do not accept any responsibility or liability in any way whatsoever for the use or reliance of this Report by anyone other than Hall Contracting Pty Ltd (Client), its designers, its clients and relevant statutory authorities or by anyone else for any purpose other than that for which it has been prepared. Except with Morrison Geotechnic’s prior written consent, this Report may not be:

(a) released to any other party, whether in whole or in part (other than to the Client’s officers, employees, advisers, designers, clients and relevant statutory authorities);

(b) used or relied upon by any other party.

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Morrison Geotechnic and the Contributors, do not accept any liability or responsibility whatsoever for, or in respect of, any use or reliance upon this Report by any other party. Morrison Geotechnic is not obliged to enter into discussions with any third party in respect of this Report. The information (including technical information and information obtained through discussions) on which this report is based has been provided by the Client and third parties. Morrison Geotechnic and the Contributors:

(a) have relied upon and presumed the accuracy of this information;

(b) have not verified the accuracy or reliability of this information (other than as expressly stated in this Report);

(c) have not made any independent investigations or enquiries in respect of those matters of which it has no actual knowledge at the time of giving this Report to the Client; and

(d) make no warranty or guarantee, expressed or implied, as to the accuracy or reliability of this information.

Morrison Geotechnic and the Contributors do not accept responsibility or liability for any incorrect assumptions related to this Report. For the avoidance of doubt, this Report:

(a) is not an environmental, contamination or hazardous materials assessment; may be invalid, incomplete or inaccurate (including errors in the scope of work, investigation methodology, observations, opinions and advice) where the information provided to Morrison Geotechnic was invalid, incomplete or inaccurate;

(b) is limited to observations of those parts of the site described in Section 1.0. No warranty or guarantee, whether express or implied, is made in respect of the geotechnical data, information, advice, opinions and recommendations present in this Report. If further information becomes available, or additional assumptions need to be made, Morrison Geotechnic reserves its right to amend this Report. If you have any queries regarding the above, please contact Michael Morrison at our Brisbane office. Yours faithfully LIAM McDOWALL LYLE SLATER For and on behalf of MORRISON GEOTECHNIC PTY LIMITED ATTACHMENTS: Appendix A – Site Plan Showing Test Locations Appendix B – Laboratory Test Results Reports Appendix C – Coffey Report Brochure – ‘Important Information About Your Geotechnical Report’

APPENDIX A

Site Plan Showing Test Locations

Drawing No :

Engineers: D.Riley, J. Daly D.Dragun, & S.WynneGeologists: L.Bexley & R.HowchinLaboratory: M.Morrison

ABN: 51 009 878 899

Unit 1/ 35 Limestone St, Darra 4076 Ph: 3279 0900Email: [email protected] Fax: 3279 0955 Project No :

Client :

NORTH HARBOUR, STAGE 13A

EARTHWORKS FIELD DENSITY TESTING - Level 1 Inspection

HALL CONTRACTING PTY LTD

DL17/032 DL17/032 - 01

MORRISON GEOTECHNIC PTY LTD Map Description :

Project :

Not to ScaleScale :

LEGEND0.0 - 0.99 Below Final Level1.0 - 1.99 Below Final Level2.0 - 2.99 Below Final Level3.0 - 3.99 Below Final Level4.0 - 4.99 Below Final LevelFinal Level

4

12

1

35

89

6

7

1011

13

1415

16

1718

19

20

APPENDIX B

Laboratory Test Results/ Reports

Client : HALL CONTRACTING PTY LTD Report Number: DL17/032 - 1

Address : P O BOX 519, BUDERIM, QLD, 4556 Report Date : 14/02/2017

Project Name : EARTHWORKS SUPERVISION Order Number : NH13

Project Number : DL17/032 Test Method : AS1289.5.8.1 & 5.7.1

Location: NORTH HARBOUR , STAGE 13A

Sample Number : 224458

Test Number : 1

Sampling Method : -

Date Sampled : 06/02/2017

Date Tested : 06/02/2017

Material Type : Allotment Fill

Material Source : On Site

Lot Number : 396

Sample Location : Lot 396

5m From North Boundary

3m From West Boundary

1.8m Below Final Level

Test Depth (mm ) : 150

Layer Depth (mm) : -

Maximum Size (mm) : 19

Oversize Wet (%) : -

Oversize Dry (%) : -

Oversize Density (t/m³) : -

Field Moisture Content (%) : 9.0

Hilf MDR Number : 224458

Hilf MDR Method : AS1289.5.1.1 & 5.7.1

Compactive Effort : Standard

Field Density Method : AS1289.5.8.1 & 5.7.1

Moisture Method : AS1289.2.1.1

Moisture Ratio (%) : 67

Field Wet Density (t/m³) : 2.015

Optimum Moisture Content (%) : 13.4

Moisture Variation : 4.3Peak Converted Wet Density(t/m³) : 2.081

Hilf Density Ratio (%) : 97.0

Minimum Specification : 95

Moisture Specification : -

Site Selection : -

Soil Description : -

Remarks :

Document Code RF89-11

Hilf Density Ratio Report

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Accredited for compliance with ISO/IEC 17025.

APPROVED SIGNATORY

Liam Mcdowall (Brisbane) - Branch ManagerNATA Accreditation Number

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Client : HALL CONTRACTING PTY LTD Report Number: DL17/032 - 3R1





Sample Number : 224497 224498 224499

Test Number : 3 4 5

Sampling Method : - - -

Date Sampled : 07/02/2017 07/02/2017 07/02/2017

Date Tested : 07/02/2017 07/02/2017 07/02/2017

Material Type : Allotment Fill Allotment Fill Allotment Fill

Material Source : Imported (Stage 24) Imported (Stage 24) Imported (Stage 24)

Lot Number : 398 397 394

Sample Location : Lot 398 Lot 397 Lot 394

E 499452 E 499448 E 499418

N 6999934 N 6999932 N 6999933

0.6m Below Final Level 0.8m Below Final Level 0.7m Below Final Level

Test Depth (mm ) : 150 150 150

Layer Depth (mm) : - - -

Maximum Size (mm) : 19 19 19

Oversize Wet (%) : - - -

Oversize Dry (%) : - - -

Oversize Density (t/m³) : - - -

Field Moisture Content (%) : 13.5 15.6 15.9

Hilf MDR Number : 224497 224498 224499

Hilf MDR Method : AS1289.5.1.1 & 5.7.1 AS1289.5.1.1 & 5.7.1 AS1289.5.1.1 & 5.7.1

Compactive Effort : Standard Standard Standard

Field Density Method : AS1289.5.8.1 & 5.7.1 AS1289.5.8.1 & 5.7.1 AS1289.5.8.1 & 5.7.1

Moisture Method : AS1289.2.1.1 AS1289.2.1.1 AS1289.2.1.1

Moisture Ratio (%) : 86.5 102.5 98

Field Wet Density (t/m³) : 2.073 2.086 2.027

Optimum Moisture Content (%) : 15.6 15.2 16.2

Moisture Variation : 2.1 -0.3 0.3Peak Converted Wet Density(t/m³) : 2.112 2.132 2.083

Hilf Density Ratio (%) : 98.0 98.0 97.5

Minimum Specification : 95 95 95

Moisture Specification : - - -

Site Selection : - - -

Soil Description : - - -

Remarks :



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This test report replaces DL17/032-3 dated 14/02/2017.


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Sample Number : 224566 224567

Test Number : 6 7

Sampling Method : - -

Date Sampled : 08/02/2017 08/02/2017

Date Tested : 08/02/2017 08/02/2017

Material Type : Allotment Fill Allotment Fill

Material Source : On Site On Site

Lot Number : - -

Sample Location : E 499444 E 499428

N 6999892 N 6999873

Final Level Final Level

Test Depth (mm ) : 150 150

Layer Depth (mm) : - -

Maximum Size (mm) : 19 19

Oversize Wet (%) : - -

Oversize Dry (%) : - -

Oversize Density (t/m³) : - -

Field Moisture Content (%) : 9.8 9.6

Hilf MDR Number : 224566 224567

Hilf MDR Method : AS1289.5.1.1 & 5.7.1 AS1289.5.1.1 & 5.7.1

Compactive Effort : Standard Standard

Field Density Method : AS1289.5.8.1 & 5.7.1 AS1289.5.8.1 & 5.7.1

Moisture Method : AS1289.2.1.1 AS1289.2.1.1

Moisture Ratio (%) : 80 82

Field Wet Density (t/m³) : 2.193 2.183

Optimum Moisture Content (%) : 12.2 11.7

Moisture Variation : 2.4 2.1Peak Converted Wet Density(t/m³) : 2.244 2.252

Hilf Density Ratio (%) : 97.5 97.0

Minimum Specification : 95 95

Moisture Specification : - -

Site Selection : - -

Soil Description : - -

Remarks :



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Sample Number : 224748 224749 224750 224751

Test Number : 8 9 10 11

Sampling Method : - - - -

Date Sampled : 13/02/2017 13/02/2017 13/02/2017 13/02/2017

Date Tested : 13/02/2017 13/02/2017 13/02/2017 13/02/2017

Material Type : Allotment Fill Allotment Fill Allotment Fill Allotment Fill

Material Source : Imported (Stage 24) Imported (Stage 24) Imported (Stage 24) Imported (Stage 24)

Lot Number : 419 421 423 423

Sample Location : Lot 419 Lot 421 Lot 423 Lot 423

E 499298 E 499267 E 499237 E 499211

N 6999967 N 6999972 N 6999977 N 6999979

0.2m Below Final Level 0.3m Below Final Level Final Level Final Level

Test Depth (mm ) : 150 150 150 150

Layer Depth (mm) : - - - -

Maximum Size (mm) : 19 19 19 19

Oversize Wet (%) : - - - -

Oversize Dry (%) : - - - -

Oversize Density (t/m³) : - - - -

Field Moisture Content (%) : 9.6 14.3 10.0 9.0

Hilf MDR Number : 224748 224749 224750 224751

Hilf MDR Method : AS1289.5.1.1 & 5.7.1 AS1289.5.1.1 & 5.7.1 AS1289.5.1.1 & 5.7.1 AS1289.5.1.1 & 5.7.1

Compactive Effort : Standard Standard Standard Standard

Field Density Method : AS1289.5.8.1 & 5.7.1 AS1289.5.8.1 & 5.7.1 AS1289.5.8.1 & 5.7.1 AS1289.5.8.1 & 5.7.1

Moisture Method : AS1289.2.1.1 AS1289.2.1.1 AS1289.2.1.1 AS1289.2.1.1

Moisture Ratio (%) : 59 85.5 77.5 76

Field Wet Density (t/m³) : 2.102 2.170 2.124 2.111

Optimum Moisture Content (%) : 16.3 16.7 12.9 11.9

Moisture Variation : 6.6 2.3 2.8 2.8Peak Converted Wet Density(t/m³) : 1.961 2.112 2.131 2.138

Hilf Density Ratio (%) : 107.0 103.0 99.5 98.5

Minimum Specification : 95 95 95 95

Moisture Specification : - - - -

Site Selection : - - - -

Soil Description : - - - -

Remarks :



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Sample Number : 224752

Test Number : 12

Sampling Method : -

Date Sampled : 13/02/2017

Date Tested : 13/02/2017

Material Type : Allotment Fill

Material Source : Imported (Stage 24)

Lot Number : 419

Sample Location : Lot 419

E 499297 / N 6999964

0.7m Below Final Level

Retest of Field Density No. 2on the 07/02/17

Test Depth (mm ) : 150

Layer Depth (mm) : -

Maximum Size (mm) : 19

Oversize Wet (%) : -

Oversize Dry (%) : -

Oversize Density (t/m³) : -

Field Moisture Content (%) : 10.2

Hilf MDR Number : 224752

Hilf MDR Method : AS1289.5.1.1 & 5.7.1

Compactive Effort : Standard

Field Density Method : AS1289.5.8.1 & 5.7.1

Moisture Method : AS1289.2.1.1

Moisture Ratio (%) : 84

Field Wet Density (t/m³) : 2.108

Optimum Moisture Content (%) : 12.2

Moisture Variation : 2.0Peak Converted Wet Density(t/m³) : 2.150

Hilf Density Ratio (%) : 98.0

Minimum Specification : 95

Moisture Specification : -

Site Selection : -

Soil Description : -

Remarks :



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Client : HALL CONTRACTING PTY LTD Report Number: DL17/032 - 7





Sample Number : 225144 225145 225146 225147



Date Sampled : 22/02/2017 22/02/2017 22/02/2017 22/02/2017

Date Tested : 22/02/2017 22/02/2017 22/02/2017 22/02/2017


Material Source : Imported Imported Imported Imported

Lot Number : - - - -

Sample Location : E 499348 E 499336 E 499320 E 499313

N 6999888 N 6999882 N 6999882 N 6999894

Final Level Final Level Final Level Final Level

Test Depth (mm ) : 150 150 150 150







Hilf MDR Number : 225144 225145 225146 225147





Moisture Ratio (%) : 96.5 98.5 99 98.5



Moisture Variation : 0.6 0.2 0.1 0.2Peak Converted Wet Density(t/m³) : 2.069 2.094 2.098 2.148






Remarks :



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Sample Number : 227019 227020 227021 227022



Date Sampled : 07/04/2017 07/04/2017 07/04/2017 07/04/2017

Date Tested : 07/04/2017 07/04/2017 07/04/2017 07/04/2017


Material Source : Imported Imported Imported Imported

Lot Number : 391 393 394 401

Sample Location : Lot 391 Lot 393 Lot 394 Lot 401

E 499358 E 499388 E 499407 E 499411

N 6999944 N 6999945 N 6999947 N 6999865

Final Level Final Level Final Level Final Level

Test Depth (mm ) : 150 150 150 150







Hilf MDR Number : 227019 227020 227021 227022





Moisture Ratio (%) : 93 100.5 99 87



Moisture Variation : 1.0 -0.1 0.1 1.8Peak Converted Wet Density(t/m³) : 2.179 2.174 2.203 2.150






Remarks :



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APPENDIX C

Coffey Report Ref: GEOTKPARD1976AA-CJ; dated 24 May 2017

Level 1 Earthworks Inspection and Testing Stage 13A - Lot 323 Buckley Road

Hall Contracting Pty Ltd

North Harbour

Stage 13A Lot 323 Buckley Road Level 1 Earthworks Inspection & Testing

24 May 2017

This page has been left intentionally blank

i

North Harbour

Prepared for Hall Contracting Pty Ltd PO Box 519 Buderim, QLD, 4556

Prepared by Unit 1, 36 Kerryl Street Kunda Park QLD 4556 Australia t: +61 7 5445 4952 f: +61 7 5445 3764

24 May 2017

Document authorisation

Our ref: GEOTKPAR01976AA-CJ

For and on behalf of Coffey

Beng Cheah Principal Engineer

Quality information

Revision history

Revision Description Date Author Reviewer Signatory

00 GEOTKPAR01976AA-CJ 24/05/2017 AG BC BC

Distribution

Report Status No. of copies Format Distributed to Date

Final 4 Hard Copy & PDF

Nelson Riddle – Hall Contracting Pty Ltd 24/05/2017

ii

Table of contents

1. Introduction .................................................................................................................................. 1

2. Scope of Work ............................................................................................................................. 1

2.1. Level 1 – Bulk Earthworks ................................................................................................. 1

3. Level 1 – Field Density Testing ................................................................................................... 1

3.1. Lot 323 – Bulk Earthworks Fill Placement ........................................................................ 1

4. Summary ..................................................................................................................................... 2

Important information about your Coffey Report

Appendices

Appendix A – Project Drawings

Appendix B – Level 1 Test Certificates – Bulk Earthworks Fill Placement


Coffey GEOTKPAR01976AA-CJ 24 May 2017

1

1. Introduction This report describes the construction control testing carried out for Hall Contracting Pty Ltd (Halls) on the completed bulk earthworks works for Stage 13A (lot 323, Buckley Road) of the North Harbour Residential Development at Burpengary. The area covered by the inspection and testing is shown in Figure 1 – Area of Works attached in Appendix A.

The work was commissioned by Mr Cameron Hart of Halls. The aim of the service was to provide a geotechnical inspection and testing of the bulk earthworks in accordance with the requirements of AS 3798-2007 “Guidelines on Earthworks for Commercial and Residential Developments”, Section 8.2, Level 1 Inspection and Testing.

2. Scope of Work

2.1. Level 1 – Bulk Earthworks

The overview was undertaken by a Geotechnician under the direction of an engineer from Coffey Geotechnics Pty Ltd between February and April 2015, and is consistent with the requirements of Level 1 Inspection and Testing as described in AS 3798-2007 “Guidelines on Earthworks for Commercial and Residential developments”, Section 8.2 and involved:

Observation on the adequate removal/stripping of topsoil, vegetation and other deleterious materials prior to the placement of the bulk fill;

Observation of the fill materials placed as bulk earthworks fill on the site;

Observation of compaction techniques, moisture conditioning, equipment type, number of passes, layer thickness etc.;

Field density testing and associated laboratory compaction tests during placement of the backfill in accordance with both Level 1 specifications;

Field density tests in bulk earthworks in areas as shown in Figure 1 attached in Appendix A, are located by spatial co-ordinates and elevation in the Density Test Results sheets attached in Appendix B.

A detailed plan showing each test location is shown in: Landsolution Australia Drawing no. 5694-SK-08 revision A, also attached in Appendix A.

3. Level 1 – Field Density Testing

3.1. Lot 323 – Bulk Earthworks Fill Placement

The criterion for fill acceptance in the bulk fill was a dry density ratio of not less than 95% based on Standard Compaction. Dry density ratio was assessed by nuclear densometer (AS1289 5.8.1) and laboratory compaction method (AS1289 5.7.1). The frequency of field density testing and laboratory compaction testing was generally in accordance with the provisions set down in AS 3798-2007 “Guidelines on Earthworks for Commercial & Residential Developments”.


Coffey GEOTKPAR01976AA-CJ 24 May 2017

2

All bulk earthworks fill for Stage 13A (lot 323) was completed at the time of preparation of this report and results have been included herein. A total of 7 field density tests and corresponding laboratory compaction tests were undertaken. Field densities as assessed from test data varied from 98.5% to 110.5%. At the conclusion of testing, all sites were deemed to have met the specification.

The field density and associated laboratory compaction tests were undertaken within the terms of Coffey Testing’s NATA registration on the dates and to the procedures shown on the test results sheets, which are presented in Appendix B – Level 1 Test Certificates – Bulk Earthworks Fill Placement. The results of field density testing and test locations are shown on the result sheets.

4. Summary It is considered, that on the basis of field observations and the results of the compaction control testing in the bulk fill, below landscaping fill or topsoil, in Stage 13A of the North Harbour Residential Development complies with the requirements of AS3798-2007 and the specification.

Consequently, the fill associated with the bulk earthworks within Stage 13A of the North Harbour Development as indicated in Figure 1 – Area of Works attached in Appendix A, is certified as controlled fill in accordance with AS2870-2011 “Residential Slabs and Footings”.

We draw your attention to the fact sheet entitled “Important Information about your Coffey Report” attached to this document

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.

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 Page 1 of 2 Issued: 11 August 2016

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.

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.

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 Page 2 of 2 Issued: 11 August 2016

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, 1987.

Appendix A – Project Drawings


description icon

Image sourced from: KN Group Pty Ltd -

Setout Plan Drawing number: 15-193-02 rev. A

Dated: April 2016

drawn AG

client: Hall Contracting Pty Ltd

Area of Works approved BC project: North Harbour Stage 13A

Lot 323 Buckley Road date 22/05/2017

scale As Shown title: Area of Works

original size

A3 project no: 754-GEOTKPAR01976AA-CJ figure no: FIGURE 1

revi

sion

STAGE 13A

FUTURESTAGE 13B

402

400

401

420419

418417

416415 414

413412

411

410

409

408

407

406

403

399

397396

395394

393392

391

390

Plan No. Rev.

Digital File

Date:

Scale:

Title

Project

24/05/2017

1:500

170524SC .dwg

5694-SK-08 A

North Harbour - Stage 13:Coffey's Sample Data LocationsSheet 1 of 1

Client

Horiz. Datum:

Height Datum:

Job No5694

Site

AHD

Contour Interval:N/A

North Harbour

Rev. Notes Date

A Original Issue 24/05/2017

Local AuthorityLocalityBurpengary East Moreton Bay Regional Council

INIT.Surveyed

Drawn

Checked

SPC

DATE

24/05/2017

Raw Data File

24 Finchley StreetMilton, QLD 4064

A Private Industry Leader in Surveying and Spatial Science

t +61 7 3366 3525w www.landsolution.com.au

e [email protected]

N

IMPORTANT NOTES:

* Any license, express or implied, to use this document for any purpose whatsoever, is restricted to theterms of agreement between Land Solution Australia Pty. Ltd. and the instructing party.

* All Sample Data Locations are +/- a metre

* This note is an integral part of this plan.

© Copyright Australian Copyright Trust 2010

Copyright protects this plan and unauthorised copies are not permitted.

If you are acting for the entity for whom the plan was prepared and in relation to the project for which itwas prepared, then you are licensed to copy the plan, or parts of the plan, provided Land SolutionAustralia is acknowledged as the author.

For more information, contact Land Solution Australia

TAM 24/05/2017

N/A

170420TM 13A Soft Spot.csv

37.51:500

0

ALL DISTANCES IN METRES

2010 30

Appendix B – Level 1 Test Certificates – Bulk Earthworks Fill

Placement


Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.

13/05/2015

HILF Density Ratio ReportReport No: HDR:KPAR15W00131

Issue No: 5

Client:

Date of Issue:NATA Accredited Laboratory Number:431

Approved Signatory: Nat O'Haire(Laboratory Manager)

This report replaces all previous issues of report no 'HDR:KPAR15W00131'.

Project Name: GEOTKPAR01976AA - Northeast Business Park

ABN 92 114 364 046

Kunda Park, Maroochydore Laboratory

Coffey Testing Pty Ltd1/36 Kerryl StreetKunda Park QLD 4556

Phone: +61 7 5445 4952Fax: +61 7 5445 3764

Project No.: INFOKPAR00460AAPrincipal:

Lot No.: Bulk Earthworks TRN: Stage 1

Unit 1/36 Kerryl ParkKunda Park QLD 4556

Coffey Geotechnics Pty Ltd (Kunda Park)

Sample DetailsLocation: Stage 1 - Bulk EarthworksClient Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction (as advised by client)Field Test procedures: AS 1289.5.8.1Laboratory Test procedures: AS 1289.2.1.1, AS 1289.5.7.1Sampling Method: AS1289.1.2.1 Clause 6.4 (b)Source: On-siteMaterial: Fill.

Sample DataSample ID KPAR15S-00395

Field Sample ID 174

Date Tested 9/02/2015

Time Tested 01:05

Location Western Dam

E: 0499282

N: 6999954

R.L. 6.56

Lot 323

Field and Laboratory DataDepth of Test (mm) 300AS Sieve Size (mm) 19.0Oversize Wet (%) 0Field Moisture Content (%) 18.0Field Wet Density (t/m³) 2.01Field Dry Density (t/m³) 1.70Peak Converted Wet Density* (t/m³) 2.00Optimum Moisture Content (%) 19.0Compactive Effort StandardMoisture Ratio (%) 96.5Moisture Variation (%) 0.5 dry

Hilf Density Ratio (%) 100.5legend * adjusted for oversize material .

Sample DataKPAR15S-00396

175

9/02/2015

Eastern Dam

E: 0499349

N: 6999930

6.41

Lot 323

Field and Laboratory Data30019.0

012.52.101.872.0915.5

Standard82.5

2.5 dry

100.5.


Field Sample ID 176


Time Tested

Location Eastern Dam

E: 0499373

N: 6999936

R.L. 6.06

Lot 323



Page 3 of 3Form No: 18996, Report No: HDR:KPAR15W00131 © 2000-2013 QESTLab by SpectraQEST.com

Comments

Sample DetailsLocation: BurpengaryClient Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction (as advised by client)Field Test procedures: AS 1289.5.8.1Laboratory Test procedures: AS 1289.5.7.1, AS 1289.2.1.1Sampling Method: AS1289.1.2.1 Clause 6.4 (b)Source: On-siteMaterial: Fill


Field Sample ID 251


Location E: 0499394

N: 6999936

R.L. 6.70




252

28/04/2015

E: 0499359

N: 6999933

R.L. 6.53


014.02.101.852.0516.5

Standard84.0

2.5 dry

102.5.


253

28/04/2015

E: 0499313

N: 6999943

R.L. 6.72


012.02.091.862.0814.0

Standard83.5

2.5 dry

100.5.


254

28/04/2015

E: 0499317

N: 6999925

R.L. 7.09


09.02.131.951.9214.0

Standard66.0

5.0 dry

110.5.


Field Sample ID 255


Location E: 0499356

N: 6999918

R.L. 6.94



Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.

5/05/2015

HILF Density Ratio ReportReport No: HDR:KPAR15W00546

Issue No: 2

Client:

Date of Issue:NATA Accredited Laboratory Number:431

Approved Signatory: Nat O'Haire(Laboratory Manager)

This report replaces all previous issues of report no 'HDR:KPAR15W00546'.

Project Name: GEOTKPAR01976AA - Northeast Business Park

ABN 92 114 364 046

Kunda Park, Maroochydore Laboratory

Coffey Testing Pty Ltd1/36 Kerryl StreetKunda Park QLD 4556

Phone: +61 7 5445 4952Fax: +61 7 5445 3764

Project No.: INFOKPAR00460AAPrincipal:

Lot No.: Bulk Earthworks TRN: Lot 323

Unit 1/36 Kerryl ParkKunda Park QLD 4556

Coffey Geotechnics Pty Ltd (Kunda Park)

Page 1 of 1Form No: 18996, Report No: HDR:KPAR15W00546 © 2000-2013 QESTLab by SpectraQEST.com

Comments

Documents

Brisbane | Gold Coast | Maroochydore P (07) 3279 0900 F ... · Ref: 11769 MORRISON GEOTECHNIC Hall Contracting Pty Ltd The materials exposed after stripping and clearing the site