Newland Developers Pty Ltd Level 1 Inspection and Testing...

Newland Developers Pty Ltd

Level 1 Inspection and Testing, Stage 62A, Warralily Armstrong Creek Development

GEOTABTF08569AE-BN

16 December 2014

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Coffey Geotechnics Pty Ltd ABN: 93 056 929 483

Table of contents

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

2. Project Summary ......................................................................................................................... 1

3. Specification/work instructions .................................................................................................... 1

4. Fill Material .................................................................................................................................. 2

5. Earthworks ................................................................................................................................... 2

5.1. Subgrade assessment ...................................................................................................... 2

5.2. Fill construction ................................................................................................................. 2

6. Survey data and fill thickness ...................................................................................................... 2

6.1. North Eastern Fill Pad ....................................................................................................... 3

6.2. North Western Fill Pad ...................................................................................................... 3

6.3. South Eastern Fill Pad ...................................................................................................... 3

7. Testing and results ...................................................................................................................... 3

8. Exclusions ................................................................................................................................... 3

9. Statement of compliance ............................................................................................................. 4

Figures

Figure 1- Field Density Test Locations

Figure 2 - Summary of Field Density Test Results

Figure 3 – Field Photos

Appendices

Appendix A - Laboratory Results (7 Pages)

Appendix B – Survey SMS-7278-003

Appendix C – Extract from specification by SMEC, ref 0557esb-24


Coffey GEOTABTF08569AE-BN 16 December 2014

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1. Introduction

This report presents the results of the Level 1 Inspection and Testing for fill placement within Stage

62A of Warralily Estate Armstrong Creek Development.

The works were commissioned by Martin O’Hanlon of Newland Developers Pty Ltd (Newland).

2. Project Summary

We understand that Newland requires fill placement within Stage 62A of the Warralily Armstrong Creek Development in the areas as shown in Figure 1, to be constructed under Level 1 Inspection and Testing undertaken by a Geotechnical Inspection and Testing Authority (GITA).

Level 1 Inspection and Testing, as defined in AS3798-2007 “Guidelines on Earthworks for Commercial and Residential Development,” provides for full time inspection of the construction of controlled fill and field and laboratory testing in accordance with AS1289 “Methods of Testing Soils for Engineering Purposes”.

The Level 1 Inspection was undertaken by geotechnical professionals from Coffey for a total of 6 working days over 5 periods between 6 June 2014, 11 and 12 June 2014, 16 June 2014, 30 September 2014 and 11 December 2014.

The earthworks contractor for the project was Winslow. Coffey Testing undertook the compaction control testing in their NATA accredited laboratories, as part of the Level 1 Inspection and Testing process.

This report is applicable to fill placed by Winslow within Stage 62A of the Warralily Development in the areas shown in Figure 1. The filling area encompasses Three fill pads as listed below:

North Eastern Fill Pad - Inclusive of the area within lots 6234 to 6245;

North Western Fill Pad - Inclusive of the area within lots 6259 to 6262;

South Eastern Fill Pad - Inclusive of the area within lots 6247 and 6248.

3. Specification/work instructions

The specification for the project was prepared by SMEC Australia Pty Ltd (SMEC) for Armstrong

Creek Development Corporation Pty Ltd under reference number 0557ESB-24. Extract of the

specifications were provided to Coffey in an email sent by Shane McGlynn from SMEC on 5 October

2012. The extract of the specified requirements is provided in Appendix D and a short summary is

provided below:

All filling in excess of 300mm depth within the building envelope of allotments shall be

undertaken to specifications satisfying the requirements of AS 3798-1996 “Guidelines on

Earthworks for Commercial and Residential Development”.

All such filling works shall be undertaken with supervision to the standard detailed as “Level 1

Inspection and Testing” in AS 3798-2007, such that the supervisor will issue a notice detailing

that the works comply with the specifications and drawings.



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Material to be used for fill construction shall satisfy the requirements of AS 3798-2007

Fill to be compacted in near horizontal layers not exceeding 250mm loose thickness

Compaction to achieve a dry density ratio of at least 95% Standard; and

Moisture content of the fill material is to be within ±3% of the Standard Optimum Moisture

Content (SOMC).

4. Fill Material

Fill used for the construction of stage 62A comprised of locally sourced clay from other stages from

the Armstrong Creek Development.

5. Earthworks

The earthworks for this project included stripping of topsoil, proof rolling the subgrade and placement

and compaction of fill to construct engineered fill platforms.

5.1. Subgrade assessment

Due to the segmented nature of the fill areas as shown in Figure 1, the subgrade assessment was undertaken by Coffey progressively between 5 June 2014 and 11 December 2014, following the removal of topsoil and before any fill was placed. In these areas the subgrade comprised natural clay. No soft spots were observed during the subgrade proof rolling.

5.2. Fill construction

Fill material was placed generally in loose layers varying in thickness from 200mm to 250mm.

Compacted layers were approximately 150mm to 200mm thick.

Locally sourced fill from other stages of the Armstrong Creek Development was trucked in and spread

with a bulldozer. A water cart and a pad foot roller were present onsite during works for conditioning

and compacting.

Coffey’s Level 1 Inspector was on site on a full time basis during the placement, compaction and

testing of the fill on the dates noted in Section 1 of this report. Coffey was not present on site over

prolonged periods between the commencement and the completion of the earthworks. Coffey

understands that Winslow did not place any fill within the three construction areas during the period

when Coffey was absent from the site.

6. Survey data and fill thickness

Winslow’s appointed surveyor Survey Management Solutions (SMS) conducted a survey of the

subgrade level on the pads following the topsoil removal. SMS’s survey plan is provided in Appendix

C of this report under reference number 059E-62A-WC-002.



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6.1. North Eastern Fill Pad

The North Eastern Pad fill thickness ranged from 140mm up to 530mm in the footpath areas. This pad was filled in up to three layers averaging 170mm each.

6.2. North Western Fill Pad

The North Western Fill Pad Thickness ranged from 260mm to 400mm. This Pad was filled in two layers averaging layer thickness of 200mm each.

6.3. South Eastern Fill Pad

Excluding a small portion of fill on a footpath boundary on lots 6246 and 6247, the fill area of earthworks on this pad was confined to the controlled backfill of two trenches. One trench was excavated between lots 6247 and 6248 to remove an old drain. Another trench was a boxed out section excavated on lot 6249 for utility works. The fill thicknesses on the Southern Pad in these areas ranged as follow:

- Boundary (Lots 6246-6247) - 140mm to 270mm, placed in 1 layer;

- Trench 1 (Lots 6247-6248) - 1000mm, placed in 6 Layers averaging 180mm;

- Trench 2 (Lot 6249) - 130mm to 640mm, placed in 3 Layers averaging 210mm.

7. Testing and results

Field density testing was undertaken progressively on the compacted fill. Testing was undertaken

under Type 1 Earthworks (large scale operations) as defined in Table 8.1 of the AS 3798-2007.

Frequency 1 test per material type per layer per 2500m2 or 1 test per 500m

3 or 3 tests per lot.

The field density testing was conducted by Coffey Testing and Ground Science and all laboratory

testing was performed in their NATA accredited laboratories. A Hilf compaction test was performed for

each field density test.

A total of fifteen (15) field density tests were performed during the earthworks. Two (2) of the fifteen

(15) tests did not meet the specified criteria and these areas were subsequently re-worked and re-

tested. The remaining tests results met the specified dry density ratio criteria of no less than 95%

Standard and moisture variation of ±3% of the Optimum Moisture Content (OMC).

A summary of the test results obtained from the field density testing within Stage 62A fill platforms is

provided in a table presented as Figure 2. The laboratory test reports of the field density tests are

presented in Appendix A.

8. Exclusions

Excluded areas include trenches that were excavated and backfilled on site for the installation of underground services such as sewers, electrical conduits, water mains etc. Any footpaths in the front of the lots that were excavated and the adjacent areas filled during and after the Level 1 GITA



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services conducted by Coffey. Uncontrolled fill and topsoil may have been placed as part of the landscaping of the site following the completion of the engineered fill construction.

Coffey was not involved in monitoring and testing these works and as such are not included in the Level 1 report.

9. Statement of compliance

Coffey personnel have provided Level 1 Inspection and Testing services during the construction of the three (3) engineered fill areas within Stage 62A as shown in Figure 1. A geotechnical professional from Coffey (Level 1 Inspector) was on site on a full time basis during subgrade preparation and fill placement, and observed the construction techniques adopted.

Based on observations made by Coffey’s Level 1 Inspector and the results of field and laboratory

tests, Coffey consider that the engineered fill areas within Stage 62A constructed by Winslow to the

levels indicated in Section 5, as far as we have been able to determine, has been placed in general

accordance with the intent of the specification.

Figures

Figure 1- Field Density Test Locations

Figure 2 - Summary of Field Density Test Results

Figure 3 – Field Photos

drawn

approved

date

scale

original size

client:

project:

title:

project no: figure no: A4

#2

#1,5

#3

#4

#6

#7

#8

#9

#12

#13

#10

#11

LEGEND

Approximate Location of

Layer 2 tests


Layer 3 tests


Layer 4 tests

North Eastern Pad


Layer 1 tests


Layer 6 tests

North Western Pad

South Eastern Pad /

Trench backfill

NEWLAND DEVELOPERS PTY. LTD.

Stage 62A

WARRALILY ARMSTRONG CREEK DEVELOPMENT

FIELD DENSITY TEST LOCATION PLAN

FIGURE 1 GEOTABTF08569AE-BN

NTS

12/12/2014

SS

II

#14 #15

Trench 1

Trench 2

FIGURE #2 - SUMMARY OF FIELD DENSITY TEST RESULTS AT STAGE 62A

Project #: GEOTABTF08569AE Client Newland Developer Specified requirements

Project name: Warralily Armstrong Creek Development Contractor Winslow Density Ratio ≥ 95% of Max Dry Density

Location: Marshall, VIC Engineer SMEC Moisture content within ± 3% of OMC

1 Friday, 6 June 2014 6244 2 1.78 16.5 93 86 2.5 Fail

2 Friday, 6 June 2014 6239 1 2.04 14.5 104 89 2 Pass

3 Friday, 6 June 2014 6260 1 1.99 11.5 99.5 90 1.5 Pass

4 Friday, 6 June 2014 6261 2 2.02 12 102 64.5 1 Pass

5 1 Wednesday, 11 June 2014 6244 2 1.94 16 101.5 78 4.5 Fail

6 Wednesday, 11 June 2014 6235 1 1.98 17.5 100 94.5 1 Pass

7 Wednesday, 11 June 2014 6235 2 1.95 16.5 97 88.5 2 Pass

8 5 Thursday, 12 June 2014 6241 2 1.96 16.5 97 97.5 0.5 Pass

9 Thursday, 12 June 2014 6244 2 1.9 17 100 85 3 Pass

10 Friday, 12 September 2014 6348 2 2.02 18 98.5 97 -0.5 Pass

11 Friday, 12 September 2014 6348 4 2.12 17.5 99.5 97.5 -0.5 Pass

12 Tuesday, 16 September 2014 6248 6 2.01 17 95.5 101 0 Pass

13 Tuesday, 30 September 2014 6234 3 1.96 20 95.5 100.5 0 Pass

14 Thursday, 11 December 2014 6249 3 1.934 20.5 95.5 100 0 Pass

15 Thursday, 11 December 2014 6249 1 2.004 20.5 98 105 1 Pass

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DateLocation \ Lot

(#)

HILF

Densit

Ratio

(%)

Moisture

Ratio

(%)

Moisture

Variation

of OMC

(%)

Pass

/

Fail

Retest

8

Retest

of Test

(#)

Test

(#)Layer

Field Wet

Density

(t/m3)

Field

Moisture

Content

(%)

16 December 2014 Figure 2 GEOTABTF08569AE-BN

drawn

approved

date

scale

original size

client:

project:

title:



Stage 62A


FIELD PHOTOS

FIGURE 3 1/3 GEOTABTF08569AE-BN

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SS

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2 June 2014

6 June 2014 12 September 2014 12 September 2014

drawn

approved

date

scale

original size

client:

project:

title:



Stage 62A


FIELD PHOTOS


NTS

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SS

II

16 September 2014

30 September 2014

30 September 2014

30 September 2014

drawn

approved

date

scale

original size

client:

project:

title:



Stage 62A


FIELD PHOTOS


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11 December 2014

11 December 2014

Appendix A - Laboratory Results (7 Pages)

Sample DetailsLocation: Mt Duneed

Client Request ID:

Specification Requirements: MINIMUM HILF DENSITY RATIO of 95% of Standard Compaction; ±3% of OMC (specified by client)

Field Test procedures: AS 1289.5.8.1

Laboratory Test procedures: AS 1289.2.1.1, AS 1289.5.7.1

Sampling Method: AS1289.1.2.1 Clause 6.4 (b)

Source: On Site

Material: Silty Clay

Sample DataSample ID ABTM14S-01550

Field Sample ID Test 1

Date Tested 6/06/2014

Time Tested 12:00

Location Lot 6244

Layer 2

Soil Description Silty Clay

Field and Laboratory DataDepth of Test (mm) 250

AS Sieve Size (mm) 19.0

Oversize Wet (%) 0

Field Moisture Content (%) 16.5

Field Wet Density (t/m³) 1.78

Field Dry Density (t/m³) 1.53

Peak Converted Wet Density* (t/m³) 1.92

Optimum Moisture Content (%) 19.0

Compactive Effort Standard

Moisture Ratio (%) 86.0

Moisture Variation (%) 2.5 dry

Hilf Density Ratio (%) 93.0legend * adjusted for oversize material .

Sample DataABTM14S-01551

Test 2

6/06/2014

12:15

Lot 6239

Layer 1

Silty Clay

Field and Laboratory Data250

19.0

0

14.5

2.04

1.78

1.96

16.5

Standard

89.0

2.0 dry

104.0.


Test 3

6/06/2014

13:45

Lot 6260

Layer 1

Silty Clay


19.0

0

11.5

1.99

1.78

2.00

13.0

Standard

90.0

1.5 dry

99.5.




Time Tested 15:30

Location Lot 6261

Layer 2




Oversize Wet (%) 0










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

18/06/2014

HILF Density Ratio Report

Report No: HDR:ABTM14W00352Issue No: 1

Client:

Date of Issue:

NATA Accredited Laboratory Number:431

Approved Signatory: Mitchell Hindmarsh

(Senior Geotechnician)Project Name: GEOTABTF08569AE - Warralily - Stage 62A

ABN 92 114 364 046

Abbotsford, Melbourne Laboratory

Coffey Testing Pty Ltd3G Marine ParadeAbbotsford VIC 3067

Phone: +61 3 8413 6900Fax: +61 3 8413 6999

Project No.: INFOABTM00195AAPrincipal:

Lot No.: TRN:

P.O. Box 40Kew VIC 3101

Coffey Geotechnics Pty Ltd (Abbotsford)

Page 1 of 1Form No: 18996, Report No: HDR:ABTM14W00352 © 2000-2013 QESTLab by SpectraQEST.com

Comments


Client Request ID:





Source: On Site





Time Tested 09:45

Location Lot 6244

Layer 2

Retest of No 1




Oversize Wet (%) 0











Test 6

11/06/2014

11:30

Lot 6235

Layer 1

Silty Clay


19.0

0

17.5

1.98

1.68

1.98

18.5

Standard

94.5

1.0 dry

100.0.




Time Tested 14:00

Location Lot 6235

Layer 2




Oversize Wet (%) 0











18/06/2014



Client:

Date of Issue:




ABN 92 114 364 046



Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Lot No.: TRN:




Comments


Client Request ID:





Source: On Site





Time Tested 10:30

Location Stage 62A

Lot 2641

Layer 2




Oversize Wet (%) 0













Time Tested 11:30

Location Stage 62A

Lot 6244

Layer 2

Retest of No 5




Oversize Wet (%) 0











18/06/2014



Client:

Date of Issue:




ABN 92 114 364 046



Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Lot No.: TRN:




Comments


Client Request ID:

Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction + or -3% OMC (as advised byclient)




Source: On Site





Time Tested 14:00

Location Lot 6348

Trench Backfill

Layer 2















Time Tested 14:15

Location Lot 6348

Trench Backfill

Layer 4













15/09/2014



Client:

Date of Issue:




ABN 92 114 364 046



Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Lot No.: TRN:




Comments


Client Request ID:





Source: On Site





Time Tested 09:30

Location Lot 6248

West Trench Backfill

10m East Rocky Point Road

Layer 6










Moisture Variation (%) 0.0



25/09/2014



Client:

Date of Issue:


Approved Signatory: Shaun Price

(Laboratory Manager)

This report replaces all previous issues of report no 'HDR:ABTM14W00566'.

Project Name: GEOTABTF08569AE - Warralily - Stage 62A

ABN 92 114 364 046



Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Lot No.: TRN:

Preliminary Report Issued - Issue No.:1




Comments


Client Request ID:





Source: On Site





Time Tested 11:20

Location Lot 6234

Layer 3










Moisture Variation (%) 0.0



1/10/2014



Client:

Date of Issue:




ABN 92 114 364 046



Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Lot No.: TRN:




Comments

Appendix B – Survey 0595E-62A-WC-002-REV 2

Appendix C – Extract from specification by SMEC, ref 0557esb-24

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