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Newland Developers Pty Ltd
Level 1 Inspection and Testing, Stage 3 – Grange, Warralily Armstrong Creek Development
754-GEOTABTF08569AE-EB
8 May 2020
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Coffey Services Australia Pty Ltd ABN: 55 139 460 521
i
Level 1 Inspection and Testing, Stage 3 – Grange, Warralily Armstrong Creek Development
Prepared for Newland Developers Pty Ltd
497 Blackburn Rd Mount Waverley VIC 3149
Prepared by Coffey Services Australia Pty Ltd Level 1, 436 Johnston Street Abbotsford VIC 3067 Australia t: +61 3 9290 7022 f: +61 3 9290 7499
8 May 2020
Document authorisation
Our ref: GEOTABTF08569AE-EB Rev1
For and on behalf of Coffey
Sotir Stojcevski Principal Geotechnical Technician
Quality information
Revision history
Revision Description Date Author Reviewer Signatory
1 Level 1 Report 08.05.2020 Samuel V. Ganesh M. Sotir S.
Distribution
Report Status No. of copies Format Distributed to Date
Issued 1 PDF Martin O’Hanlon – Newland Developers 8 May 2020
1 PDF Coffey Library 8 May 2020
Coffey Services Australia Pty Ltd ABN: 55 139 460 521
ii
Table of contents
1. Introduction .................................................................................................................................. 1
2. Project Summary ......................................................................................................................... 1
3. Specification/work instructions .................................................................................................... 2
4. Fill Material .................................................................................................................................. 2
5. Earthworks ................................................................................................................................... 2
5.1. Subgrade assessment ...................................................................................................... 2
5.2. Fill construction ................................................................................................................. 3
5.3. Survey data and fill thickness ............................................................................................ 3
5.3.1. Fill Pad 1............................................................................................................... 4
5.3.2. Fill Pad #2 ............................................................................................................ 4
6. Testing and results ...................................................................................................................... 4
7. Statement of compliance ............................................................................................................. 5
Tables
Table 1: Level 1 GITA - dates on site
Table 2: Fill Pads in Stage 3
Table 3: Fill levels at selected spot locations in Stage 3
Figures
Figures 1, 2, 3 - Field Density Test Locations
Figure 4 – Summary of Field Density Test Results
Figure 5, 6, 7, 8 – Construction Photos
Appendices
Appendix A - Laboratory Test Certificates
Appendix B – Stage 3 Drawings
Appendix C - Extract from specification by SMEC
Level 1 Inspection and Testing, Stage 3 - Grange, Warralily Armstrong Creek Development
Coffey GEOTABTF08569AE-EB Rev1 8 May 2020
1
1. Introduction This report presents the results of the Level 1 Inspection and Testing for fill placement within the Stage 3 - Grange of the Warralily Estate Armstrong Creek Development, undertaken by Coffey Services Australia Pty Ltd (Coffey).
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 3 - Grange of the Warralily Armstrong Creek Development in the area 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 for Stage 3 Grange was undertaken by geotechnical professionals from Coffey over the period of several weeks as shown in Table 1.
Table 1: Level 1 GITA works - dates on site
Month Dates
September 2018 24
October 2018 12
January 2019 9, 10, 11, 12, 14
The earthworks contractor for the project was Winslow Constructors Pty Ltd (Winslow). Coffey undertook the field density testing and the compaction control testing in their laboratory, as part of the Level 1 Inspection and Testing process.
This report is applicable to fill placed by Winslow within Stage 3 - Grange of the Warralily Development in the area shown in Figure 1. The filling areas encompass two Fill Pads of Stage 3 as follows:
Table 2: Fill Pads on Stage 3, Grange
Fill Pad Residential Lot #
Fill Pad #1 312 (North), 313, 314, 315 (North)
Fill Pad #2 305, 306 (North)
No Engineered Fill 301 – 306 (South), 307 – 312 (South), 315 (South) – 323, 324 – 335, 336 – 338, 339 – 356, 357 – 363.
This report does not include fill other than where mentioned in this report or any other fill that may be placed during this period or subsequent periods at or surrounding the subject site. Excluded works comprise trench backfill, foot paths, landscaping fill and placement of topsoil.
Level 1 Inspection and Testing, Stage 3 - Grange, Warralily Armstrong Creek Development
Coffey GEOTABTF08569AE-EB Rev1 8 May 2020
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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. An extract of the specification was provided to Coffey in an email sent by Shane McGlynn from SMEC on 5 October 2012. The extract from the specification forwarded to Coffey is provided in Appendix C and a short summary is provided below:
- All filling in excess of 200mm depth within the building envelope of allotments shall be undertaken to specifications satisfying the requirements of AS 3798-2007 “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;
- 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 300mm 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).
- Frequency of testing to be in accordance with Table 8.1 of AS3798-2007;
4. Fill Material Fill used for the construction of Stage 3 - Grange comprised locally sourced clay from existing stages within the Armstrong Creek Development. Any observed organic or deleterious matter including any oversize particles was removed during the fill placement within the engineered fill platforms.
The fill placed within Stage 3 generally comprised high and medium plasticity clay which is considered as ‘Suitable Material’ in accordance with Section 4.4 of the AS3798-2007.
5. Earthworks The earthworks for this project included the following:
• Stripping of topsoil,
• Assessment, remediation and proof rolling of subgrade, and;
• Placement and compaction of fill to construct the engineered fill areas.
5.1. Subgrade assessment
The subgrade for Stage 3 was assessed progressively throughout the works in 2 sections as follows:
- The subgrade of the northern pad, Fill Pad #1, was assessed on 24 September 2018;
- The subgrade of the eastern pad, Fill Pad #2, was assessed on 24 September 2018.
Level 1 Inspection and Testing, Stage 3 - Grange, Warralily Armstrong Creek Development
Coffey GEOTABTF08569AE-EB Rev1 8 May 2020
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Subgrade assessment was conducted following the removal of topsoil, uncontrolled fill and stockpiles present on site, and before any fill was placed. In all areas the subgrade comprised natural clay. No soft spots were observed during the subgrade proof rolling. A surveyor engaged by Winslow undertook a survey of the subgrade levels following Coffey’s assessment.
5.2. Fill construction
All sourced fill was trucked in or deposited by excavator, spread with a bulldozer or grader and compacted with a pad foot roller or compactor. A water cart and compaction plant were present onsite during works for moisture conditioning and compaction works.
Coffey personnel were onsite on a full-time basis during the placement, compaction and testing of the fill on the dates noted in Section 2 of this report.
5.3. Survey data and fill thickness
The initial design drawings were provided by SMEC under reference “2330E-03-03, Rev A, Sheet 03 of 29” dated 4 June 2018.
Winslow’s appointed surveyor Survey Management Solutions (SMS) conducted a survey of the
subgrade level of the fill areas of Stage 3 - Grange, following the topsoil removal and before any placement of fill, progressively throughout the works. The finished level of the fill was also surveyed following the completion of the earthworks, before the placement of the topsoil.
The survey data is provided by SMS on the survey plan with drawing reference ‘Warralily Grange 3 Fill Plan, Drawing No. 1, Version A, Sheet 1 of 1’, dated 23 April 2020 and ‘Warralily Grange 3 180921
STRIP Vs 200416 FILL, Drawing No. 1, Version A, Sheet 1 of 1’, dated 22 April 2020.
The design and survey plans noted above are provided in Appendix B of this Report.
Table 3: Surveyed fill and layer thicknesses on selected points across the pads
Lot Number
Surveyed Subgrade Level (m)
Surveyed Finish
Level (m)
Fill thickness
(m)
Number of layers
Average layer thickness (m)
Meet Project Requirements
314 NW 31.2 31.4 0.2 2 0.1 Yes
315 NW 31.4 31.6 0.2 2 0.1 Yes
314 NE 30.7 30.9 0.2 2 0.1 Yes
315 NE 31.1 31.3 0.2 2 0.1 Yes
313 NE 30.3 30.5 0.2 2 0.1 Yes
312 NE 30.6 30.8 0.2 2 0.1 Yes
305 E 30.8 31.6 0.8 7 0.1 Yes
306 N 31.0 32.0 1.0 7 0.15 Yes
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5.3.1. Fill Pad 1
Based on the survey data, the fill thickness within the Fill Pad 1 ranged between 0.17m to 0.20m. Coffey have observed up to 2 layers of fill being constructed within most parts of this pad. Based on the survey data and the number of layers placed in these areas, the fill thickness is generally compliant with the project specifications.
5.3.2. Fill Pad #2
Based on the survey data, the fill thickness within the Fill Pad #2 ranged between 0.72m to 0.90m. Coffey have observed up to 7 layers of fill being constructed within this pad. Based on the survey data and the number of layers placed in these areas, the fill thickness is generally compliant with the project specifications.
6. Testing and results Field density testing was undertaken on the compacted fill. Testing was undertaken under the following frequencies:
• 1 test per material type per layer per 2500m2 or 1 test per 500m3 distributed reasonably evenly or 3 tests per lot – whichever requires the most tests in accordance with Type 1 Earthworks (large scale operations) as defined in Table 8.1 of the AS 3798-2007;
• 1 test per layer per 1,000m² or 1 test per 200m³ distributed reasonably evenly or 1 test per residential lot - whichever requires the most tests in accordance with Type 2 Earthworks (small scale operations) as defined in Table 8.1 of the AS 3798-2007;
• 1 test per layer per 500m² or 1 test per 100m³ distributed reasonably evenly or 3 tests per visit - whichever requires the most tests in accordance with Type 3 Earthworks (concentrated scale operations) as defined in Table 8.1 of the AS 3798-2007;
• 1 test per 2 layers per 50m² distributed reasonably evenly throughout the fill depth –in accordance with Type 4 Earthworks (confined operations) as defined in Table 8.1 of the AS 3798-2007.
The field density testing was conducted by Coffey’s personnel on site using a Nuclear Density Gauge in accordance with AS1289.5.8.1 ‘Determination of field density and field moisture content of a soil using a nuclear surface Moisture – Density Gauge’.
The laboratory testing was performed in Coffey’s laboratory. A Hilf Rapid compaction test was performed for each field density test in accordance with AS1289.5.7.1 ‘Soil compaction and density tests—Compaction control test—Hilf density ratio and Hilf moisture variation (rapid method)’.
The location of the field density tests was determined by use of the GPS on the construction plant operated by the contractor on site. For each of the field density tests, the following items were recorded on the field sheets: test location, layer number, layer thickness, test depth, soil type, time and date of testing.
A total of 12 field density tests were performed during the earthworks in the locations as presented in Figures 2 and 3. Of the 12 tests, 3 did not meet the specified criteria. These areas were subsequently re-worked and re-tested. Once re-tested, the 3 test results met the specified dry density ratio criteria of 95% Standard compactive effort and moisture variation of ±3% of the Optimum Moisture Content (OMC).
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Coffey GEOTABTF08569AE-EB Rev1 8 May 2020
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A summary of the test results obtained from the field density testing within Stage 3, Grange are provided in a table presented as Figure 4. The laboratory test reports of the field density tests are presented in Appendix A.
7. Statement of compliance Coffey personnel have provided Level 1 inspection and testing services during the construction of the engineered fill areas within Stage 3 - Grange as shown in Figure 1. A geotechnical professional from Coffey (Level 1 Inspector) was on site on a full-time basis during the construction of the engineered fill platforms and observed the construction techniques adopted for the dates noted in section 2 of this report.
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 3 Grange as indicated in the SMS survey drawings in Appendix B, constructed by Winslow to the levels indicated in Section 5.3 of this report, as far as we have been able to reasonably determine, have been placed in general accordance with the intent of the specification.
Figures Figure 1 – Site Plan indicating Fill Pads
Figure 2, 3 – Field Density Tests Locations
Figure 4 – Summary of Density Test Results
Figure 5, 6, 7, 8 – Construction Photos
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NEWLAND DEVELOPERS P/L
Fill Pad 1
WARRALILY ARMSTRONG CREEK
DEVELOPMENT - STAGE 3, GRANGE
S.S
28.04.2020
LEGEND
Fill Pads
Fill Pad 2
No Engineered Fill Supervised/Tested
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NEWLAND DEVELOPERS P/L
WARRALILY ARMSTRONG CREEK
DEVELOPMENT - STAGE 3, GRANGE
S.S
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LEGEND
Fill Pads
Excluded Area
Density Tests location
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Layer 2
Layer 3
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#12 #17, 23
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Fill Pad 1
Fill Pad 2
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NEWLAND DEVELOPERS P/L
WARRALILY ARMSTRONG CREEK
DEVELOPMENT - STAGE 3, GRANGE
S.S
28.04.2020
LEGEND
Fill Pads
Excluded Area
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Layer 5
Layer 6
Density Tests location
Layer 7
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#22
#24, 26
#25
Fill Pad 1
Fill Pad 2
FIGURE 4 SUMMARY OF FIELD DENSITY TEST RESULTS AT GRANGE STAGE 3
Contractor
Engineer
Specifications
Newland Developers
Test Retest Day - Date Layer Lot HILF Moisture Pass Retest #
of test / Density Variation / /
Location Ratio of OMC Fail Comment
# # # # % %
1
11
12 Monday, September 24, 2018 1 314 95.5 0.0 Pass Fill Pad #1
13 Monday, September 24, 2018 1 305 95.5 -2.0 Pass Fill Pad #2
14
16
17 Friday, October 12, 2018 2 314 104.5 -5.0 Fail Re-test #23 - Fill Pad #1
18 Wednesday, January 9, 2019 2 305 97.0 +2.5 Pass Fill Pad #2
19 Thursday, January 10, 2019 3 305 95.0 +2.5 Pass Fill Pad #2
20 Thursday, January 10, 2019 4 305 94.5 +1.0 Fail Re-test #21 -Fill Pad #2
21 20 Friday, January 11, 2019 4 305 96.0 +0.5 Pass Fill Pad #2
22 Friday, January 11, 2019 5 305 98.0 +0.5 Pass Fill Pad #2
23 17 Friday, January 11, 2019 2 314 96.0 +0.5 Pass Fill Pad #1
24 Saturday, January 12, 2019 6 305 94.5 -1.5 Fail Re-test #26 -Fill Pad #2
25 Saturday, January 12, 2019 7 305 95.5 -1.5 Pass Fill Pad #2
26 24 Monday, January 14, 2019 6 305 98.5 +2.5 Pass Fill Pad #2
END
Tests conducted in Stages 1 and 2
Tests conducted in Stage 2
Moisture content within ± 3% of OMC
SMEC
WinslowProject Number
Project Name
Location
GEOTABTF08569AE-EB
Warralily Armstrong Creek Development
Mt Duneed, VIC
Client
Density Ratio ≥ 95% of Max Dry Density
GEOTABTF08569AE-EB - STAGE 3 GRANGE - WARRALILY FIGURE 4 5 MAY 2020
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Photo 1 – Showing suitable subgrade level exposed and moisture conditioned within the Fill Pad #2 area.
Photo 2 – Showing layer 1 material deposited within the Fill Pad 2 area.
Photo 3 – Showing layer 1 placement works conducted across the northern region of Stage 3.
Photo 4 – Showing loosely stockpiled fill material moisture conditioned prior to placement works.
Construction Photos
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Construction Photos
Photo 5 – Showing moisture conditioning conducted in-between layers prior to placement works within the Fill Pad #2.
Photo 6 – Showing suitable fill material spread loosely prior to compaction works.
Photo 7 – Showing example of fill compaction works conducted within the Fill Pad #2.
Photo 8 – Showing example of fill compaction works conducted within the Fill Pad #2.
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Construction Photos
Photo 9 – Showing re-working of fill material across Lots 314-315 conducted by scarifying previously placed layer.
Photo 10 – Showing re-working of fill material across Lots 314-315 conducted by moisture conditioning previously scarified layer.
Photo 11 – Showing compaction of re-worked fill material across Lots 314-315.
Photo 12 – Showing compaction of final layers within the Fill Pad #2.
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Construction Photos
Photo 9 – Showing overall view across Lots 314-315 during early stages of the construction sequence.
Photo 9 – Showing overall view across the Fill Pad #2 during midway stages of the construction sequence.
Photo 9 – Showing overall view across the Fill Pad #2 during final stages of the construction sequence.
Appendix A - Laboratory Results
Sample DetailsLocation: Warralily, VIC - GRANGEClient Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction and Moiisture variation to be
within 3% of OMC (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: LocalMaterial: Silty ClaySample DataSample ID MELB18S-00788 MELB18S-00789 MELB18S-00790 MELB18S-00791 MELB18S-00792 MELB18S-00793Field Sample ID 00111 00112 00113 00114 00115 00116Client Sample ID 10 11 12 13 14 15Date Tested 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018Time Tested 09:30 02:00 02:20 02:45 03:30 04:00LOT Number 234 234 314 305 225 220Layer Number 2 4 1 1 2 2Description Old Septic tank 1 Old Septic tank 1 Old Septic tank 2
The RL of Layer 4is same as RL ofStage 2 Layer 1
Field and Laboratory DataDepth of Test (mm) 275 275 275 275 275 275Depth of Layer (mm) 300 300 300 300 300 300Field Moisture Content (%) 19.4 20.0 23.8 16.1 25.9 25.7Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1Field Wet Density (t/m³) 1.98 2.08 1.93 1.96 2.04 1.92Field Dry Density (t/m³) 1.66 1.73 1.56 1.69 1.62 1.53Peak Converted Wet Density* (t/m³) 1.98 1.98 2.02 2.05 2.00 1.82Optimum Moisture Content (%) 22.0 21.5 24.0 18.5 25.5 28.5Compactive Effort Standard Standard Standard Standard Standard StandardMoisture Ratio (%) 88.5 93.0 99.5 88.0 101.0 90.0Moisture Variation (%) 2.5 dry 1.5 dry 0.0 2.0 dry 0.0 2.5 dryHilf Density Ratio (%) 100.0 105.0 95.5 95.5 102.0 105.5legend * adjusted for oversize material . . . . . .
Sample DataMELB18S-00788 MELB18S-00789 MELB18S-00790 MELB18S-00791 MELB18S-00792 MELB18S-00793
00111 00112 00113 00114 00115 0011610 11 12 13 14 15
24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/201809:30 02:00 02:20 02:45 03:30 04:00
234 234 314 305 225 220 2 4 1 1 2 2
Old Septic tank 1 Old Septic tank 1 Old Septic tank 2 The RL of Layer 4is same as RL ofStage 2 Layer 1
Field and Laboratory Data275 275 275 275 275 275300 300 300 300 300 30019.4 20.0 23.8 16.1 25.9 25.7
AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.11.98 2.08 1.93 1.96 2.04 1.921.66 1.73 1.56 1.69 1.62 1.531.98 1.98 2.02 2.05 2.00 1.8222.0 21.5 24.0 18.5 25.5 28.5
Standard Standard Standard Standard Standard Standard88.5 93.0 99.5 88.0 101.0 90.0
2.5 dry 1.5 dry 0.0 2.0 dry 0.0 2.5 dry100.0 105.0 95.5 95.5 102.0 105.5
. . . . . .
Sample DataMELB18S-00788 MELB18S-00789 MELB18S-00790 MELB18S-00791 MELB18S-00792 MELB18S-00793
00111 00112 00113 00114 00115 0011610 11 12 13 14 15
24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/201809:30 02:00 02:20 02:45 03:30 04:00
234 234 314 305 225 220 2 4 1 1 2 2
Old Septic tank 1 Old Septic tank 1 Old Septic tank 2 The RL of Layer 4is same as RL ofStage 2 Layer 1
Field and Laboratory Data275 275 275 275 275 275300 300 300 300 300 30019.4 20.0 23.8 16.1 25.9 25.7
AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.11.98 2.08 1.93 1.96 2.04 1.921.66 1.73 1.56 1.69 1.62 1.531.98 1.98 2.02 2.05 2.00 1.8222.0 21.5 24.0 18.5 25.5 28.5
Standard Standard Standard Standard Standard Standard88.5 93.0 99.5 88.0 101.0 90.0
2.5 dry 1.5 dry 0.0 2.0 dry 0.0 2.5 dry100.0 105.0 95.5 95.5 102.0 105.5
. . . . . .
Sample DataMELB18S-00788 MELB18S-00789 MELB18S-00790 MELB18S-00791 MELB18S-00792 MELB18S-00793
00111 00112 00113 00114 00115 0011610 11 12 13 14 15
24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/201809:30 02:00 02:20 02:45 03:30 04:00
234 234 314 305 225 220 2 4 1 1 2 2
Old Septic tank 1 Old Septic tank 1 Old Septic tank 2 The RL of Layer 4is same as RL ofStage 2 Layer 1
Field and Laboratory Data275 275 275 275 275 275300 300 300 300 300 30019.4 20.0 23.8 16.1 25.9 25.7
AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.11.98 2.08 1.93 1.96 2.04 1.921.66 1.73 1.56 1.69 1.62 1.531.98 1.98 2.02 2.05 2.00 1.8222.0 21.5 24.0 18.5 25.5 28.5
Standard Standard Standard Standard Standard Standard88.5 93.0 99.5 88.0 101.0 90.0
2.5 dry 1.5 dry 0.0 2.0 dry 0.0 2.5 dry100.0 105.0 95.5 95.5 102.0 105.5
. . . . . .
Sample DataMELB18S-00788 MELB18S-00789 MELB18S-00790 MELB18S-00791 MELB18S-00792 MELB18S-00793
00111 00112 00113 00114 00115 0011610 11 12 13 14 15
24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/201809:30 02:00 02:20 02:45 03:30 04:00
234 234 314 305 225 220 2 4 1 1 2 2
Old Septic tank 1 Old Septic tank 1 Old Septic tank 2 The RL of Layer 4is same as RL ofStage 2 Layer 1
Field and Laboratory Data275 275 275 275 275 275300 300 300 300 300 30019.4 20.0 23.8 16.1 25.9 25.7
AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.11.98 2.08 1.93 1.96 2.04 1.921.66 1.73 1.56 1.69 1.62 1.531.98 1.98 2.02 2.05 2.00 1.8222.0 21.5 24.0 18.5 25.5 28.5
Standard Standard Standard Standard Standard Standard88.5 93.0 99.5 88.0 101.0 90.0
2.5 dry 1.5 dry 0.0 2.0 dry 0.0 2.5 dry100.0 105.0 95.5 95.5 102.0 105.5
. . . . . .
Sample DataSample ID MELB18S-00788 MELB18S-00789 MELB18S-00790 MELB18S-00791 MELB18S-00792 MELB18S-00793Field Sample ID 00111 00112 00113 00114 00115 00116Client Sample ID 10 11 12 13 14 15Date Tested 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018 24/09/2018Time Tested 09:30 02:00 02:20 02:45 03:30 04:00LOT Number 234 234 314 305 225 220Layer Number 2 4 1 1 2 2Description Old Septic tank 1 Old Septic tank 1 Old Septic tank 2
The RL of Layer 4is same as RL ofStage 2 Layer 1
Field and Laboratory DataDepth of Test (mm) 275 275 275 275 275 275Depth of Layer (mm) 300 300 300 300 300 300Field Moisture Content (%) 19.4 20.0 23.8 16.1 25.9 25.7Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1Field Wet Density (t/m³) 1.98 2.08 1.93 1.96 2.04 1.92Field Dry Density (t/m³) 1.66 1.73 1.56 1.69 1.62 1.53Peak Converted Wet Density* (t/m³) 1.98 1.98 2.02 2.05 2.00 1.82Optimum Moisture Content (%) 22.0 21.5 24.0 18.5 25.5 28.5Compactive Effort Standard Standard Standard Standard Standard StandardMoisture Ratio (%) 88.5 93.0 99.5 88.0 101.0 90.0Moisture Variation (%) 2.5 dry 1.5 dry 0.0 2.0 dry 0.0 2.5 dryHilf Density Ratio (%) 100.0 105.0 95.5 95.5 102.0 105.5legend * adjusted for oversize material . . . . . .
21/11/2018
HILF Density Ratio ReportReport No: HDR:MELB18W00225
Issue No: 1
Client:
Date of Issue:431Approved Signatory: Stephen Pender(Senior Geotechnician)Project Name: 754-GEOTABTF08569AE - Warralily Estate
ABN 55 139 460 521Melbourne LaboratoryCoffey Services Australia Pty Ltd15 Marine ParadeMelbourne VIC 3067 Phone: +61 418 691 682
Project No.: 754-MELB00012AAPrincipal: Newland Developers
Lot No.: TRN:
Level 1, 436 Johnston StreetAbbotsford VIC 3067Coffey Services Australia Pty Ltd (Abbotsford)
Page 1 of 1Form No: 18996, Report No: HDR:MELB18W00225 © 2000-2016 QESTLab by SpectraQEST.com
Comments
Sample DetailsLocation: Warralily, VIC - GRANGE, stage 2-3Client Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction and moisture variation to be within
3% of OMC (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:Material:Sample DataSample ID MELB18S-00876 MELB18S-00877Field Sample ID 00123 00124Client Sample ID #016 #017Date Tested 12/10/2018 12/10/2018Time Tested 13:30 14:30LOT# 237 314Layer 02 02Field and Laboratory DataDepth of Test (mm) 250 250Depth of Layer (mm) 275 275Field Moisture Content (%) 25.8 24.2Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1Field Wet Density (t/m³) 1.96 1.93Field Dry Density (t/m³) 1.56 1.55Peak Converted Wet Density* (t/m³) 1.88 1.85Optimum Moisture Content (%) 28.0 29.5Compactive Effort Standard StandardMoisture Ratio (%) 91.5 81.5Moisture Variation (%) 2.5 dry 5.0 dryHilf Density Ratio (%) 104.5 104.5legend * adjusted for oversize material . .
Sample DataSample ID MELB18S-00876 MELB18S-00877Field Sample ID 00123 00124Client Sample ID #016 #017Date Tested 12/10/2018 12/10/2018Time Tested 13:30 14:30LOT# 237 314Layer 02 02Field and Laboratory DataDepth of Test (mm) 250 250Depth of Layer (mm) 275 275Field Moisture Content (%) 25.8 24.2Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1Field Wet Density (t/m³) 1.96 1.93Field Dry Density (t/m³) 1.56 1.55Peak Converted Wet Density* (t/m³) 1.88 1.85Optimum Moisture Content (%) 28.0 29.5Compactive Effort Standard StandardMoisture Ratio (%) 91.5 81.5Moisture Variation (%) 2.5 dry 5.0 dryHilf Density Ratio (%) 104.5 104.5legend * adjusted for oversize material . .
21/11/2018
HILF Density Ratio ReportReport No: HDR:MELB18W00246
Issue No: 1
Client:
Date of Issue:431Approved Signatory: Stephen Pender(Senior Geotechnician)Project Name: 754-GEOTABTF08569AE - Warralily Estate
ABN 55 139 460 521Melbourne LaboratoryCoffey Services Australia Pty Ltd15 Marine ParadeMelbourne VIC 3067 Phone: +61 418 691 682
Project No.: 754-MELB00012AAPrincipal: Newland Developers
Lot No.: TRN:
Level 1, 436 Johnston StreetAbbotsford VIC 3067Coffey Services Australia Pty Ltd (Abbotsford)
Page 1 of 1Form No: 18996, Report No: HDR:MELB18W00246 © 2000-2016 QESTLab by SpectraQEST.com
Comments
sig:60FE10B6-6D03-4AF1-8452-A5A40182BCE0
accred:0
lab:3A6BDFD6-6604-4A24-926D-A76C017BB4EE
Sample DetailsLocation: Warralily, VIC - GRANGE Client Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction and Moisture variation to be within
3% of OMC (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:Material:Sample DataSample ID MELB19S-00012Field Sample ID 00184Client Sample ID 18Date Tested 9/01/2019Time Tested 01:00LOT Number 305Layer Number 2Stage Number 3 Confined spaceField and Laboratory DataDepth of Test (mm) 225Depth of Layer (mm) 250Field Moisture Content (%) 22.5Field Moisture Content Method AS 1289.2.1.1
Field Wet Density (t/m³) 1.98Field Dry Density (t/m³) 1.61Peak Converted Wet Density* (t/m³) 2.04Optimum Moisture Content (%) 20.0Compactive Effort StandardMoisture Ratio (%) 113.5Moisture Variation (%) 2.5 wetHilf Density Ratio (%) 97.0legend * adjusted for oversize material
.
28/04/2020
HILF Density Ratio ReportReport No: HDR:MELB19W00004
Issue No: 1
Client:
Date of Issue:431Approved Signatory: Stephen Pender(Senior Geotechnician)Project Name: 754-GEOTABTF08569AE - Warralily Estate
ABN 92 114 364 046Melbourne LaboratoryCoffey Testing Pty Ltd15 Marine ParadeMelbourne VIC 3067 Phone: +61 418 691 682
Project No.: 754-MELB00012AAPrincipal: Newland Developers
Lot No.: TRN:
Level 1, 436 Johnston StreetAbbotsford VIC 3067Coffey Services Australia Pty Ltd (Abbotsford)
Page 1 of 1Form No: 18996, Report No: HDR:MELB19W00004 © 2000-2018 QESTLab by SpectraQEST.com
Comments
sig:60FE10B6-6D03-4AF1-8452-A5A40182BCE0
accred:0
lab:3A6BDFD6-6604-4A24-926D-A76C017BB4EE
Sample DetailsLocation: Warralily, VIC - GRANGEClient Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction and Moisture variation to be within
3% of OMC (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:Material: FillSample DataSample ID MELB19S-00018 MELB19S-00018Field Sample ID 00190 00190Client Sample ID 19 19Date Tested 10/01/2019 10/01/2019Time Tested 08:00 08:00LOT Number 305 305Layer Number 3 3Stage Number 3 3Field and Laboratory DataDepth of Test (mm) 175 175Depth of Layer (mm) 200 200Field Moisture Content (%) 23.0 23.0Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1
Field Wet Density (t/m³) 1.95 1.95Field Dry Density (t/m³) 1.59 1.59Peak Converted Wet Density* (t/m³) 2.05 2.05Optimum Moisture Content (%) 20.5 20.5Compactive Effort Standard StandardMoisture Ratio (%) 113.0 113.0Moisture Variation (%) 2.5 wet 2.5 wetHilf Density Ratio (%) 95.0 95.0legend * adjusted for oversize material
. .
Sample DataSample ID MELB19S-00018 MELB19S-00019Field Sample ID 00190 00191Client Sample ID 19 20Date Tested 10/01/2019 10/01/2019Time Tested 08:00 12:30LOT Number 305 305Layer Number 3 4Stage Number 3 3Field and Laboratory DataDepth of Test (mm) 175 175Depth of Layer (mm) 200 200Field Moisture Content (%) 23.0 22.5Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1
Field Wet Density (t/m³) 1.95 1.94Field Dry Density (t/m³) 1.59 1.58Peak Converted Wet Density* (t/m³) 2.05 2.05Optimum Moisture Content (%) 20.5 21.5Compactive Effort Standard StandardMoisture Ratio (%) 113.0 104.5Moisture Variation (%) 2.5 wet 1.0 wetHilf Density Ratio (%) 95.0 94.5legend * adjusted for oversize material
. .
1/05/2020
HILF Density Ratio ReportReport No: HDR:MELB19W00007
Issue No: 1
Client:
Date of Issue:431Approved Signatory: Stephen Pender(Senior Geotechnician)Project Name: 754-GEOTABTF08569AE - Warralily Estate
ABN 92 114 364 046Melbourne LaboratoryCoffey Testing Pty Ltd15 Marine ParadeMelbourne VIC 3067 Phone: +61 418 691 682
Project No.: 754-MELB00012AAPrincipal: Newland Developers
Lot No.: TRN:
Level 1, 436 Johnston StreetAbbotsford VIC 3067Coffey Services Australia Pty Ltd (Abbotsford)
Page 1 of 1Form No: 18996, Report No: HDR:MELB19W00007 © 2000-2018 QESTLab by SpectraQEST.com
Comments
sig:60FE10B6-6D03-4AF1-8452-A5A40182BCE0
accred:0
lab:3A6BDFD6-6604-4A24-926D-A76C017BB4EE
Sample DetailsLocation: Warralily, VIC - GRANGEClient Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction and Moisture variation to be within
3% of OMC (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:Material: FillSample DataSample ID MELB19S-00036 MELB19S-00036 MELB19S-00036Field Sample ID 00202 00202 00202Client Sample ID 21 21 21Date Tested 11/01/2019 11/01/2019 11/01/2019Time Tested 10:00 10:00 10:00LOT NUmber 305 305 305Layer Number 4 4 4Stage 3 3 3 Re-test of 20 Re-test of 20 Re-test of 20Field and Laboratory DataDepth of Test (mm) 175 175 175Depth of Layer (mm) 200 200 200Field Moisture Content (%) 19.4 19.4 19.4Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1
Field Wet Density (t/m³) 1.97 1.97 1.97Field Dry Density (t/m³) 1.65 1.65 1.65Peak Converted Wet Density* (t/m³) 2.05 2.05 2.05Optimum Moisture Content (%) 19.0 19.0 19.0Compactive Effort Standard Standard StandardMoisture Ratio (%) 103.5 103.5 103.5Moisture Variation (%) 0.5 wet 0.5 wet 0.5 wetHilf Density Ratio (%) 96.0 96.0 96.0legend * adjusted for oversize material
. . .
Sample DataSample ID MELB19S-00036 MELB19S-00037 MELB19S-00037Field Sample ID 00202 00203 00203Client Sample ID 21 22 22Date Tested 11/01/2019 11/01/2019 11/01/2019Time Tested 10:00 02:30 02:30LOT NUmber 305 305 305Layer Number 4 5 5Stage 3 3 3 Re-test of 20Field and Laboratory DataDepth of Test (mm) 175 175 175Depth of Layer (mm) 200 200 200Field Moisture Content (%) 19.4 17.5 17.5Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1
Field Wet Density (t/m³) 1.97 2.00 2.00Field Dry Density (t/m³) 1.65 1.70 1.70Peak Converted Wet Density* (t/m³) 2.05 2.04 2.04Optimum Moisture Content (%) 19.0 17.0 17.0Compactive Effort Standard Standard StandardMoisture Ratio (%) 103.5 102.5 102.5Moisture Variation (%) 0.5 wet 0.5 wet 0.5 wetHilf Density Ratio (%) 96.0 98.0 98.0legend * adjusted for oversize material
. . .
Sample DataSample ID MELB19S-00036 MELB19S-00037 MELB19S-00038Field Sample ID 00202 00203 00204Client Sample ID 21 22 23Date Tested 11/01/2019 11/01/2019 11/01/2019Time Tested 10:00 02:30 03:30LOT NUmber 305 305 313Layer Number 4 5 2Stage 3 3 3 Re-test of 20 Re-test of 17Field and Laboratory DataDepth of Test (mm) 175 175 275Depth of Layer (mm) 200 200 275Field Moisture Content (%) 19.4 17.5 22.5Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1
Field Wet Density (t/m³) 1.97 2.00 1.93Field Dry Density (t/m³) 1.65 1.70 1.58Peak Converted Wet Density* (t/m³) 2.05 2.04 2.01Optimum Moisture Content (%) 19.0 17.0 22.0Compactive Effort Standard Standard StandardMoisture Ratio (%) 103.5 102.5 102.0Moisture Variation (%) 0.5 wet 0.5 wet 0.5 wetHilf Density Ratio (%) 96.0 98.0 96.0legend * adjusted for oversize material
. . .
1/05/2020
HILF Density Ratio ReportReport No: HDR:MELB19W00012
Issue No: 1
Client:
Date of Issue:431Approved Signatory: Stephen Pender(Senior Geotechnician)Project Name: 754-GEOTABTF08569AE - Warralily Estate
ABN 92 114 364 046Melbourne LaboratoryCoffey Testing Pty Ltd15 Marine ParadeMelbourne VIC 3067 Phone: +61 418 691 682
Project No.: 754-MELB00012AAPrincipal: Newland Developers
Lot No.: TRN:
Level 1, 436 Johnston StreetAbbotsford VIC 3067Coffey Services Australia Pty Ltd (Abbotsford)
Page 1 of 1Form No: 18996, Report No: HDR:MELB19W00012 © 2000-2018 QESTLab by SpectraQEST.com
Comments
sig:60FE10B6-6D03-4AF1-8452-A5A40182BCE0
accred:0
lab:3A6BDFD6-6604-4A24-926D-A76C017BB4EE
Sample DetailsLocation: Warralily, VIC - GRANGEClient Request ID:Specification Requirements: MINIMUM HILF DENSITY RATIO OF 95% of Standard Compaction and Moisture variation to be
Within 3% of OMC (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:Material:Sample DataSample ID MELB19S-00039 MELB19S-00039Field Sample ID 00205 00205Client Sample ID 24 24Date Tested 12/01/2019 12/01/2019Time Tested 10:00 10:00LOT Number 305 305Layer Number 6 6Stage Number 3 3Field and Laboratory DataDepth of Test (mm) 175 175Depth of Layer (mm) 200 200Field Moisture Content (%) 19.4 19.4Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1
Field Wet Density (t/m³) 1.88 1.88Field Dry Density (t/m³) 1.58 1.58Peak Converted Wet Density* (t/m³) 1.99 1.99Optimum Moisture Content (%) 21.0 21.0Compactive Effort Standard StandardMoisture Ratio (%) 93.0 93.0Moisture Variation (%) 1.5 dry 1.5 dryHilf Density Ratio (%) 94.5 94.5legend * adjusted for oversize material
. .
Sample DataSample ID MELB19S-00039 MELB19S-00040Field Sample ID 00205 00206Client Sample ID 24 25Date Tested 12/01/2019 12/01/2019Time Tested 10:00 02:30LOT Number 305 305Layer Number 6 7Stage Number 3 3Field and Laboratory DataDepth of Test (mm) 175 175Depth of Layer (mm) 200 200Field Moisture Content (%) 19.4 17.6Field Moisture Content Method AS 1289.2.1.1 AS 1289.2.1.1
Field Wet Density (t/m³) 1.88 1.94Field Dry Density (t/m³) 1.58 1.65Peak Converted Wet Density* (t/m³) 1.99 2.03Optimum Moisture Content (%) 21.0 19.0Compactive Effort Standard StandardMoisture Ratio (%) 93.0 92.5Moisture Variation (%) 1.5 dry 1.5 dryHilf Density Ratio (%) 94.5 95.5legend * adjusted for oversize material
. .
1/05/2020
HILF Density Ratio ReportReport No: HDR:MELB19W00014
Issue No: 1
Client:
Date of Issue:431Approved Signatory: Stephen Pender(Senior Geotechnician)Project Name: 754-GEOTABTF08569AE - Warralily Estate
ABN 92 114 364 046Melbourne LaboratoryCoffey Testing Pty Ltd15 Marine ParadeMelbourne VIC 3067 Phone: +61 418 691 682
Project No.: 754-MELB00012AAPrincipal: Newland Developers
Lot No.: TRN:
Level 1, 436 Johnston StreetAbbotsford VIC 3067Coffey Services Australia Pty Ltd (Abbotsford)
Page 1 of 1Form No: 18996, Report No: HDR:MELB19W00014 © 2000-2018 QESTLab by SpectraQEST.com
Comments
sig:60FE10B6-6D03-4AF1-8452-A5A40182BCE0
accred:0
lab:3A6BDFD6-6604-4A24-926D-A76C017BB4EE
Sample DetailsLocation: Warralily, VIC - GRANGEClient 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:Material: FillSample DataSample ID MELB19S-00058Field Sample ID 00215Client Sample ID 26Date Tested 14/01/2019Time Tested 02:00LOT Number 305Layer Number 6Stage Number 3 Re-test of 24Field and Laboratory DataDepth of Test (mm) 175Depth of Layer (mm) 200Field Moisture Content (%) 19.9Field Moisture Content Method AS 1289.2.1.1
Field Wet Density (t/m³) 2.05Field Dry Density (t/m³) 1.71Peak Converted Wet Density* (t/m³) 2.08Optimum Moisture Content (%) 17.5Compactive Effort StandardMoisture Ratio (%) 113.0Moisture Variation (%) 2.5 wetHilf Density Ratio (%) 98.5legend * adjusted for oversize material
.
1/05/2020
HILF Density Ratio ReportReport No: HDR:MELB19W00018
Issue No: 1
Client:
Date of Issue:431Approved Signatory: Stephen Pender(Senior Geotechnician)Project Name: 754-GEOTABTF08569AE - Warralily Estate
ABN 92 114 364 046Melbourne LaboratoryCoffey Testing Pty Ltd15 Marine ParadeMelbourne VIC 3067 Phone: +61 418 691 682
Project No.: 754-MELB00012AAPrincipal: Newland Developers
Lot No.: TRN:
Level 1, 436 Johnston StreetAbbotsford VIC 3067Coffey Services Australia Pty Ltd (Abbotsford)
Page 1 of 1Form No: 18996, Report No: HDR:MELB19W00018 © 2000-2018 QESTLab by SpectraQEST.com
Comments
Appendix B - Stage 3 drawings
WARRALILY GRANGE
STAGE 3
FILL PLAN
SURVEY MANAGEMENT SOLUTIONS
Rev
REVISION DES/DFTDATE
Designed
Drawn
Authorised
Checked
Sheet No.
Drawing No.of
APP'D
Date
Scale @ A1Principal
© SMEC Australia Pty Ltd
ABN 47 065 475 149
These designs and drawings arethe copyright of SMEC AustraliaPty Ltd.The drawing shall not bereproduced or copied, in whole orpart, without the written permissionof SMEC Australia Pty Ltd.The contents of this drawing areelectronically generated, areconfidential and may only be usedfor the purpose for which they areintended. Subject to Approval
Warralily - GrangeStage 3City of Greater GeelongRoadworks and Drainage Layout Plan
2330E-03-03 A3 29
1:500
B.Barber
D. Schmid
C. Birkett
S. McGlynn
June 2018
Armstrong Creek Development CorporationC/o SMEC Australia Pty LtdLevel 1, 47 Pakington Street, Geelong West
l:\w
ork\
eng\
2330
e -
the
gran
ge\2
330e
- s
tage
3\d
wgs
\233
0e-0
3-03
N
WARNINGBEWARE OF UNDERGROUND SERVICES
The locations of underground services are approximate only andtheir exact position should be proven on site.
No guarantee is given that all existing services are shown.Locate all underground services before commencement of works
DIAL 1100 BEFORE YOU DIGwww.1100.com.au
1050 20 URBAN DEVELOPMENTLevel 1, 47 Pakington Street, Geelong West VIC 3218p +61 3 5228 3100 | f +61 3 5228 3199 | www.smec.com
LOT FILLINGWhere shown on drawings, topsoil will be stripped from lots as
part of the construction activity and replaced with fill to meet thefinished surface levels. Where obstructions such as trees androcks are removed fill will be placed back to meet the finishedsurface levels. Where the fill is greater than 200mm in depth
structural fill complying with AS3798-2007 Section 4 Materials isto be used.
Appendix C - Extract from specification by SMEC
This page has been left intentionally blank
