Geotechnical Completion Report GENZAUCK16250AA stage 11A geotech report.pdfGeotechnical Completion...

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DFH Joint Venture Limited

Helenslee Block Residential Subdivision Stage 11A at Helenslee Road, Pokeno

Geotechnical Completion Report GENZAUCK16250AA

17 October 2016

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Helenslee Block Residential Subdivision Stage 11A at Helenslee Road, Pokeno

Prepared for DFH Joint Venture Limited C/- Dines Investment & Development Limited PO Box 302877 North Harbour Auckland 0751

Attention: Mr R Parkinson

Prepared by Coffey Geotechnics (NZ) Ltd Level 11, 7 City Road, Grafton Auckland 1010 New Zealand PO Box 8261 Symonds Street Auckland 1150 New Zealand t: +64 9 379 9463 f: +64 9 307 2654

17 October 2016

Document authorisation

Our ref: GENZAUCK16250AA

This report presents all supporting geotechnical data and our Suitability Statement in relation to land development works undertaken at the above location.

It has been prepared in accordance with instructions received from DFH Joint Venture Limited and forms part of the documentation required by Waikato District Council to achieve certification under Section 224(c) of the Resource Management Act. If you have any queries or you require any further clarification on any aspects of this report, please do not hesitate to contact the undersigned.

For and on behalf of Coffey

Kah-Weng Ho

Senior Principal

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Quality information

Revision history

Revision Description Date Author Reviewer Signatory

1 Draft MI/RB KWH RB

2 Final MI/RB KWH RB

Distribution

Report Status No. of copies Format Distributed to Date

Draft 1 PDF DFH Joint Venture Limited 17/10/2016

Draft 1 PDF Waikato District Council 17/10/2016

Draft 1 Original Coffey Geotechnics (NZ) Limited 17/10/2016

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Table of contents

1. Introduction and Description of Subdivision ................................................................................ 1

2. Related Reports ........................................................................................................................... 1

3. Earthworks Operations ................................................................................................................ 2

3.1. Plant .................................................................................................................................. 2

3.2. Construction Programme .................................................................................................. 2

4. Quality Assurance and Controls .................................................................................................. 3

4.1. Inspections ........................................................................................................................ 3

4.2. Quality Control Criteria ...................................................................................................... 3

4.2.1. Compaction .......................................................................................................... 3

5. Project Evaluation ........................................................................................................................ 4

5.1. Bearing Capacity and Settlement of Building Foundations ............................................... 4

5.2. Expansive Soils ................................................................................................................. 4

5.3. Fill Induced Settlement ...................................................................................................... 4

5.4. Lot Gradients ..................................................................................................................... 5

5.5. Stormwater Controls ......................................................................................................... 5

5.6. Service Trenches .............................................................................................................. 5

5.7. Road Subgrades ............................................................................................................... 5

5.8. Topsoil ............................................................................................................................... 5

5.9. Vegetation Cover .............................................................................................................. 5

5.10. Contractor’s Work ............................................................................................................. 5

6. Statement of Professional Opinion as to the Suitability of Land for Building Development ........ 6

7. Limitations ................................................................................................................................... 8

Important information about your Coffey Report

Tables

Table 1 - Civil Plan Consultants Limited As-Built Plan Schedule

Table 2 - Minimum Shear Strength and Maximum Air Void Requirements

Table 3 - Suitability Statement Summary

Appendices

Appendix A - Civil Plan Consultants Limited As-Built Plans

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Appendices


Appendix B - Field Density Test Summary Sheets

Appendix C - Laboratory Test Results

Appendix D - CSIRO Guide to Home Owners on Foundation Maintenance and Footing Performance (Sheet No. 10-91)

Geotechnical Completion Report

Coffey GENZAUCK16250AA 17 October 2016

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1. Introduction and Description of Subdivision

This Geotechnical Completion Report has been prepared for DFH Joint Venture Limited as part of the documentation required to be submitted to Waikato District Council following subdivisional development.

It contains our Suitability Statement, relevant test data and the Civil Plan Consultants Limited (CPCL) as-built plan set relating to Stage 11A of the Helenslee Block Residential Subdivision as follows:

Table 1: Civil Plan Consultants Limited As-Built Plan Schedule

Title Reference No. Date

As-Built Contours 128286-11A-AB200 August 2016

As-Built Cut-Fill Contours 128286-11A-AB201 August 2016

As-Built Stormwater 128286-11A-AB400 August 2016

As-Built Wastewater 128286-11A-AB401 August 2016

This report covers the construction period November 2013 to September 2016. It is intended to be used for certification purposes for:

26 residential lots numbered 672 to 697;

1 new road named Helenvale Crescent;

2 recreation reserves identified as Lot 6 and 7;

1 LP (Drainage) Reserve identified as Lot 5; and

3 jointly owned accessways identified as Lots 2, 3 and 4.

As can be seen on the Cut-Fill Contours as-built plan, a total of 22 of the lots have been partly or totally affected by filling, to a maximum depth of up to approximately 5 metres.

2. Related Reports

In preparation of this report, we have reviewed the findings and recommendations of the following

related relevant reports prepared by this Consultancy:

Geotechnical Investigation Report, Helenslee Block Stage 8-11, reference GENZAUCK16250AA,

dated 28 July 2014;

Geotechnical Completion Report, Helenslee Block Stage 8, reference GENZAUCK16250AA, dated

2 November 2015; and

Geotechnical Completion Report, Helenslee Block Stage 9C, reference GENZAUCK16250AA,

dated 24 June 2016.

The conclusions and recommendations of those reports have been reviewed during the preparation of

this document.



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3. Earthworks Operations

3.1. Plant

The main items of plant used by the Contractor, Kerry Dines Limited were:

4 x 20 tonne excavators;

1 x 15 tonne excavator;

2 x tractors;

1 x tractor and discs;

1 x front end loader;

1 x grader;

2 x steel drum rollers;

1 x 8 tonne vibrating pad foot compactor;

1 x water cart;

4 x Moxy dump trucks;

3 x D7 bulldozers and scoops; and,

2 x 825 Compactors.

3.2. Construction Programme

Earthworks operations for Helenslee Block Stage 11A commenced mid-November 2013 during the development of Stage 5. At this time, topsoil was removed from the area encompassing Pond 5 followed shortly thereafter by the excavation of the pond to design level. All earthworks within Stage 11A ceased once the construction of Pond 5 was completed. At this time bulk earthworks were focused on the construction of Stages 5 and 6.

Earthworks within Stage 11A resumed in early October 2014 when the removal of topsoil from greater earthworks area of Stages 8 to 11 commenced. By early November 2014 the majority of the topsoil had been removed from the development area. Works within Stage 11A ceased while bulk earthworks construction outside of Stage 11A were undertaken.

By early-October 2015 the bulk earthworks outside of Stage 11A neared completion. At this time all soft sediments were removed from the base of Pond 5 and once complete, bulk filling of Pond 5 and the surrounding area commenced. Bulk earthworks continued steadily within Stage 11A and within the greater Stage 11 area until mid-January 2016. At this time earthworks within Stage 11A ceased so that the final contouring and road construction within the area defined as Stage 9 could be completed. Works within Stage 11A resumed in mid-April 2016 with the installation of a sanitary sewer line located along the southern boundary of Lots 689 and 696. Due to the steep slope gradients within this area a large cut was excavated within Lots 689 and 696 to provide a working platform so that the sewer line could be installed safely. Once the working platform was created the trench for the sewer line was excavated into the underlying subsoils to design invert level.

Prior to the placement of the sewer a 160mm drain coil was placed in the base of the trench. The drain coil was also surrounded by drainage metal and fully wrapped with geotextile cloth to prevent clogging of the drain coil. A layer of bedding material was then placed over the underfill drain and then the sewer pipes were placed between the manhole risers MHQ7 and MHQ8 and surrounded by a layer of cushioning material (hardfill).



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GAP 65 hardfill was then placed and compacted to mid-trench height and then geogrid was placed along the full length of the trench line. Once in place, backfilling of the trench with compacted GAP65 re-commenced and continued steadily until the level of the working platform was reached. Prior to the placement of cohesive clay fill, a second layer of geogrid was then placed over the top of the trench.

Reconstruction of the slope with Engineer certified fill commenced shortly thereafter and was completed by the end of April 2016. Road construction and topsoil re-spreading commenced shortly thereafter and were mostly complete by September 2016.

4. Quality Assurance and Controls

4.1. Inspections

During earthworks operations, engineering inspections were undertaken on a regular basis to assess compliance with NZS 4431 and our project specific recommendations and specifications. Project specific observations were required on this stage of the development for:

Stripping of topsoil.

The benching of the sewer pipeline batter, and

Silt pond stripping and subsequent preparation prior to backfilling to ensure that all silt had been removed.

4.2. Quality Control Criteria

4.2.1. Compaction

Due to the variable nature of the soil types being used as filling, the compaction control criteria of minimum allowable shear strengths and maximum allowable air voids were used for quality assurance purposes.

Specification details were as follows:

Table 2: Minimum Shear Strength and Maximum Air Voids Method

(a) Air Voids Percentage

(As defined in NZS 4402)

Average value less than 10%

Maximum single value 12%

(b) Undrained Shear Strength

(Measured by Pilcon shear vane - calibrated using NZGS 2001 method)

Average value not less than 140 kPa

Minimum single value 120kPa

Note: The average value shall be determined over any ten consecutive tests

Insitu density monitoring was carried out for the general fill areas and a series of hand auger boreholes were also drilled at selected locations as an added check on quality control.



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Regular insitu density, strength and water content tests were carried out on all areas of the filling at or in excess of the frequency recommended by NZS 4431.

Control tests carried out on the filling showed that on all occasions the above required compaction standards were achieved (see attached results in Appendix B).

5. Project Evaluation

5.1. Bearing Capacity and Settlement of Building Foundations

Following the completion of earthworks operations, we returned to the site on 31 August 2016 and drilled a series of hand auger boreholes at appropriate natural ground locations in order to assess representative finished ground conditions over the site. The results of our borehole investigation, compaction control testing and site observations have been used in our evaluation of likely foundation options for future building development.

At current subgrade levels all cut, filled and undisturbed natural ground has a geotechnical ultimate bearing capacity of 300 kPa (in accordance with NZS 3604) within the zone of influence of conventional shallow residential building foundation loads.

It should be noted that NZS 3604 only allows a maximum backfill depth of 600mm over the building platform of a dwelling unless Engineering endorsement is sought, on account of the risk of induced differential consolidation of the subsoils caused by the weight of the backfill

5.2. Expansive Soils

Two sets of soil classification tests were carried out on samples selected from around the Stage 11A area and within the zone of likely influence of shallow building foundations (see attached results in Appendix C).

The expansive soil tests were carried out in accordance with NZS 4402, "Methods of Testing Soils for Civil Engineering Purposes" test section 2 and were intended to assess the Expansive Classes of the site materials as defined in AS 2870:2011, "Residential Slabs and Footings – Construction".

The assessed AS 2870:2011 site Class for this subdivision is H2 (highly reactive clay sites which may experience high ground movement from moisture changes, especially if recent fills or deep cuts have occurred), where characteristic surface movement (ys) ranging from 60mm to >75mm can be expected.

Specific design alternatives for this Site Class are presented in the Suitability Statement, and the CSIRO “Guide to Home Owners on Foundation Maintenance and Footing Performance” Sheet No. 10-91 is appended for further general information.

5.3. Fill Induced Settlement

As a result of our pre-fill inspections and quality control testing, we are of the opinion that induced differential settlements beneath or within the certified filling due to its imposed weight should be insignificant with respect to conventional NZS3604 residential building development that incorporates specific foundation and associated structural design on account of the expansive soil class.



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5.4. Lot Gradients

The appended CPCL As-Built Contour Plan shows some areas within the development having gradients steeper than 1V:4H (14 degrees). The extent of these areas has been determined by as-built site gradients. Slope gradients steeper than 1V in 4H are generally located within or immediately adjacent to Lots 688, 689, 696 and 697. We are satisfied that these areas are not subject to the hazards described in Section 71(3) of the Building Act.

5.5. Stormwater Controls

It is important on all lots that due care is paid to the design and construction of appropriate stormwater disposal systems. These systems should serve to collect all runoff from roofs, driveways and paved areas, together with discharges from retaining wall drains and other subsoil drains and should connect directly into the public stormwater drainage network.

Uncontrolled stormwater discharges onto the ground surface or into soakage pits can cause erosion, scour and/or instability on sloping land and should not be permitted under any circumstances where stability could be compromised.

5.6. Service Trenches

As is normal on all subdivisions, building developments involving foundations within a 45 degree zone of influence from pipe inverts will require engineering input.

5.7. Road Subgrades

We understand that Scala penetrometer tests were undertaken at regular intervals on the road subgrade of Helenvale Crescent. The results were subsequently forwarded to DFH Joint Venture Limited for pavement design purposes and to the best of our knowledge any areas demonstrating low equivalent CBR values were generally undercut and replaced with conditioned and/or stabilised fill. As an additional measure, Helenvale Crescent was stabilised with a 2% lime and 2% cement mix to a depth of 250mm.

5.8. Topsoil

Topsoil depths in likely building platform areas were checked by the drilling of a borehole in the approximate centre of each lot. Our findings, which are indicative only and subject to variation at locations away from our boreholes, show that likely topsoil depths are between 50 and 300mm.

Site specific findings are presented in the Suitability Statement Summary.

5.9. Vegetation Cover

Wherever practical on sloping land, all grass cover should be maintained and even supplemented with new plantings.

The contribution of appropriate vegetation cover to site stability and erosion control should not be underestimated.

5.10. Contractor’s Work

We have relied on the Contractor’s work practices and assume that the works have been carried out in accordance with:



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(i) The approved Contract drawings and design details,

(ii) The approved Contract specifications,

(iii) Authorised Variations during the execution of the works,

(iv) The conditions of Resource, Earthworks and Building Consents where applicable,

(v) The relevant Coffey Geotechnics reports, recommendations and site instructions,

and that all as-built information and other details provided to the Client and/or Coffey Geotechnics are accurate and correct in all respects.

6. Statement of Professional Opinion as to the Suitability of Land for Building Development

I, Kah-Weng Ho, of Coffey Geotechnics (NZ) Limited, Auckland, hereby confirm that:

1. I am a Chartered Professional Engineer experienced in the field of geotechnical engineering as defined in section 1.2.3 of NZS 4404 and was retained by the Developer as the Geotechnical Engineer on Stage 11A of the Helenslee Block subdivision, Pokeno.

2. The extent of preliminary investigations carried out to date are described in Geotechnical Investigation Report, reference GENZAUCK16250AA, dated 28 July 2014. The conclusions and recommendations of that document have been re-evaluated in the preparation of this report. Details of the results of all tests carried out are appended.

3. In my professional opinion, not to be construed as a guarantee, I consider that:

The earth fills shown on the appended CPCL As-Built Cut-Fill Contours plan have been placed in compliance with NZS 4431 and related documents.

The completed earthworks give due regard to land slope and foundation stability considerations within the residential lots, but as shown on the appended contour as-built plan areas within Lots 688, 689, 696 and 697 have gradients steeper than 1V in 4H or are adjacent to land having such gradients.

No building construction and no earthworks which increases the slope angle or surcharge loading should take place anywhere within the areas shown as steeper than 1V in 4H on these lots, or elsewhere if similar gradients exist, unless endorsed by a Chartered Professional Engineer experienced in geomechanics, as such operations may, in certain circumstances, have detrimental effects on overall site stability. Depending on the building design proposals this may require specific additional geotechnical investigation. As a minimum lateral loads from soil creep should be addressed during foundation design in these areas.

A geotechnical ultimate bearing capacity of 300 kPa may be assumed for shallow foundation design on all lots.

Where a geotechnical bearing capacity greater than 300 kPa is required, (i.e. outside the limits of NZS 3604, such as when piling is undertaken), further specific site investigation and design of foundations should be carried out prior to building consent application.

The backfilling and compaction of the stormwater and sanitary sewer trenches on this subdivision has where possible been carried out to appropriate standards having regard for the prevailing ground conditions and associated compaction induced pipe loadings.

Nevertheless, no building development should take place within the 45 degree zone of influence of drain inverts unless endorsed by specific site investigations, foundation designs



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and by construction inspections undertaken by a Chartered Professional Engineer experienced in geomechanics to ensure that lateral stability and differential settlement issues are addressed and that building loads are transferred beyond the influence of the pipe and the trench backfill.

The assessed AS 2870:2011 expansive site Class for all lots is H2 (high).

Subject to the geotechnical recommendations and expansive soil assessment associated with 3(b), 3(c), 3(d) and 3(e) above:

(i) The cut, filled and original ground within residential lot boundaries is generally suitable for residential buildings constructed in accordance with NZS 3604 (that incorporates specific foundation and associated structural design on account of the expansive soils site class) and related documents.

(ii) On all lots foundation design may be carried out in accordance with AS 2870:2011 (Class H2) or alternatively, a specific foundation and structural design may be undertaken by a Chartered Professional Engineer who should allow for expansive soil effects in the design. The minimum recommended foundation depth below cleared ground level following topsoil removal and benching of building platform areas is 1200mm for NZS3604 type strip and pad foundations.

For buildings having brittle exterior cladding appropriate control joints should also be specifically designed, unless mitigated by Architectural specifications and / or the structural design.

4. Road subgrades and lot accessway subgrades have been formed having due regard for slope stability and settlement, although CBR values do vary between natural and filled ground as is to be expected.

Table 3 below summarises the status of each residential lot covered by this Suitability Statement.



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7. Limitations

The as-built plans and the Professional Opinion contained in this report are furnished to the Council and DFH Joint Venture Limited for their purposes alone, with respect to the particular brief given to us. It may not be relied upon in any other context or for any other purpose without our prior review and agreement. It does not remove the necessity for the normal inspection of foundation conditions at the time of erection of any dwelling.

For and on behalf of Coffey

Prepared By: Prepared By:

Matt Illingworth Ray Berry Graduate Engineering Geologist Senior Engineering Geologist

Reviewed / Authorised By:

Kah-Weng Ho

Senior Principal



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Table 3: Suitability Statement Summary

Lot No.

Comments Topsoil Depth (mm)

Ultimate Bearing (kPa)

AS2870:2011 Class

672 AS 2870 foundation design or alternatively, a specific foundation and structural design by a Chartered Professional Engineer who should allow for expansive soil effects in the design. In this latter case, the minimum recommended foundation depth below cleared ground level following topsoil removal and benching of building platform areas is 1200mm for NZS3604 type strip and pad foundations.

150 300 H2


250 300 H2


150 300 H2


150 300 H2


250 300 H2


300 300 H2



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Lot No.



AS2870:2011 Class


250 300 H2


300 300 H2


300 300 H2


250 300 H2


200 300 H2


200 300 H2

684 AS 2870 foundation design or alternatively, a specific foundation and structural design by a Chartered Professional Engineer who should

250 300 H2



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Lot No.



AS2870:2011 Class

allow for expansive soil effects in the design. In this latter case, the minimum recommended foundation depth below cleared ground level following topsoil removal and benching of building platform areas is 1200mm for NZS3604 type strip and pad foundations.


250 300 H2


200 300 H2


200 300 H2

688 Specific engineering endorsement required for any building development or earthworks within the area shown as having gradients steeper than 1 (v) in 4 (h).

Elsewhere, AS 2870 foundation design or alternatively, a specific foundation and structural design by a Chartered Professional Engineer who should allow for expansive soil effects in the design. In this latter case, the minimum recommended foundation depth below cleared ground level following topsoil removal and benching of building platform areas is 1200mm for NZS3604 type strip and pad foundations.

100 300 H2


Elsewhere, AS 2870 foundation design or alternatively, a specific foundation and structural design by a Chartered Professional Engineer who should allow for expansive soil

150 300 H2



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Lot No.



AS2870:2011 Class

effects in the design. In this latter case, the minimum recommended foundation depth below cleared ground level following topsoil removal and benching of building platform areas is 1200mm for NZS3604 type strip and pad foundations.


250 300 H2


300 300 H2


300 300 H2


200 300 H2


250 300 H2

695 AS 2870 foundation design or alternatively, a specific foundation and structural design by a Chartered Professional Engineer who should allow for expansive soil effects in the design. In this latter case, the minimum recommended foundation depth below cleared ground level

200 300 H2



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Lot No.



AS2870:2011 Class

following topsoil removal and benching of building platform areas is 1200mm for NZS3604 type strip and pad foundations.



250 300 H2



250 300 H2

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Appendix B - Field Density Test Summary Sheets

Coffey Services NZ Ltd

144A Cryers Road, East Tamaki, Auckland 2103

PO Box 58877, Botany, Manukau, Auckland 2163

t +64 92723375 f +92723378

www.coffey.com

Client: Coffey Services NZ Ltd

Address PO Box 8261, Symonds Street, Auckland 1150

Attention: Ray Berry

c.c: -

Project: GENZAUCK16250AA - STAGE 8 HELENSLEE BLOCK POKENO

Approved Signatory:

Location: Stage 11 Issue date:

13/10/15 ETAM15W03231 AB 1 Fill Clay 1778721 5877410 - ~5.0m below FL 153 173 UTP UTP 1.76 59.2 1.11 2.74 0.0

13/10/15 ETAM15W03231 AB 2 Fill Clay 1778735 5877415 - ~3.0m below FL 160 185+ UTP UTP 1.73 46.5 1.18 2.74 2.1

16/10/15 ETAM15W03283 AB 3 Fill Clay 1778717 5877417 - ~3.0m below FL 140 147 133 150 1.75 53.3 1.14 2.74 0.0


27/10/15 ETAM15W03421 AB 5 Fill Clay 1778735 5877409 - 1.0m below FL 143 140 143 150 1.69 50.3 1.13 2.74 2.4

27/10/15 ETAM15W03421 AB 6 Fill Clay 1778761 5877411 - 0.5m below FL 140 143 137 150 1.73 52.5 1.13 2.74 0.0

11/11/15 ETAM15W03570 DL 7 Fill Clay 1778753 5877388 - 0.3m below subgrade UTP UTP UTP UTP 1.78 37.3 1.30 2.74 4.3

11/11/15 ETAM15W03570 DL 8 Fill Clay 1778717 5877417 - 0.3m below subgrade UTP UTP UTP UTP 1.75 36.2 1.29 2.74 6.5

11/11/15 ETAM15W03571 DL 9 Fill Clay 1778839 5877444 - 2.5m below subgrade Gully 140 144 140 140 1.84 49.5 1.23 2.74 0.0

12/11/15 ETAM15W03595 AB 10 Fill Clay 1778854 5877450 - ~2.0m below FL 143 173 158+ 185+ 1.67 47.0 1.14 2.74 5.2


13/11/15 ETAM15W03613 AB 12 Fill Clay 1778842 5877442 1.00 1m below FL UTP UTP 185 185 1.64 61.0 1.02 2.74 0.9

13/11/15 ETAM15W03613 AB 13 Fill Clay 1778862 5877453 0.50 0.5m below FL UTP UTP UTP UTP 1.67 44.9 1.15 2.74 6.1

07/01/16 ETAM16W00007 DL 14 Fill Clay 1778775 5877539 - 300m below subgrade 239+ 239+ 239+ 239+ 1.68 51.0 1.11 2.7 2.0

07/01/16 ETAM16W00007 DL 15 Fill Clay 1778795 5877527 - 300m below subgrade 239+ 239+ 239+ 239+ 1.72 59.5 1.07 2.7 0.0

11/01/16 ETAM16W00026 AB 16 Fill Clay 1778875 5877565 - 0.7m to FL Northern Pylon Uncertified Backfill 185+ 185+ UTP UTP 1.75 44.7 1.21 2.7 1.2

11/01/16 ETAM16W00026 AB 17 Fill Clay 1778894 5877561 - 0.7m to FL Northern Pylon Uncertified Backfill 133 150 160 185+ 1.72 49.2 1.16 2.7 0.3

12/01/16 ETAM16W00034 AB 18 Fill Clay 1778737 5877532 - Subgrade level UTP UTP UTP UTP 1.73 44.7 1.20 2.7 2.2

12/01/16 ETAM16W00034 AB 19 Fill Clay 1778744 5877542 - ~ 2m to subgrade UTP UTP UTP UTP 1.77 41.6 1.25 2.7 1.7

18/01/16 ETAM16W00094 AB 20 Fill Clay 1778743 5877547 - Subgrade level Undercut area UTP UTP UTP UTP 1.72 41.7 1.21 2.7 4.6

18/01/16 ETAM16W00094 AB 21 Fill Clay 1778774 5877567 - Subgrade level Undercut area UTP UTP UTP UTP 1.72 42.9 1.21 2.7 3.6

18/01/16 ETAM16W00094 AB 22 Fill Clay 1778939 5877556 - ~2.0m to subgrade Undercut area UTP UTP UTP UTP 1.84 41.2 1.30 2.7 0.0

26/04/16 ETAM16W01382 AB 23 Fill Clay 1778787 5877311 - At Subgrade MH Q7-Q8 UTP UTP UTP UTP 1.79 40.0 1.28 2.7 1.6

26/04/16 ETAM16W01382 AB 24 Fill Clay 1778761 5877309 - ~0.8m to Subgrade MH Q7-Q8 UTP UTP UTP UTP 1.76 39.9 1.26 2.7 3.2

27/04/16 ETAM16W01445 AB 25 Fill Clay 1778804 5877315 - Subgrade level MH Q7-Q8 UTP UTP UTP UTP 1.75 40.2 1.25 2.7 3.6

27/04/16 ETAM16W01445 AB 26 Fill Clay 1778804 5877315 - 0.5m to Subgrade MH Q7-Q8 UTP UTP UTP UTP 1.80 39.7 1.29 2.7 1.0



Fill J

Fill J

Fill J

Fill J

Fill J

Fill H

Fill H

Fill H

Fill G

Fill J

Fill F

Fill F

Fill G

Fill G

Fill H

Fill E

Fill G

Fill G

Fill F

Fill F

Pond 5

Pond 5

Pond 5

Pond 5

Pond 5

Revision 1

Tested by

Pond 5

Pond 5

Pond 5

Field Shear Strength in kPa

UTP = Unable to penetrate

PROJECT CODE:

Eric Paton

26/09/16

GENZETAM00718AA - 02

Test method:

Date Work Order No: Easting NorthingTest

No.

Material

testedLocation

Test Methods in accordance with: Shear Strength (using field Shear vane in accordance with NZGS 2001):Nuclear Densometer Testing (in accordance with NZS 4407:2015 Test 4.2): Water Content Testing (in accordance with NZS 4402:1986 Test 2.1): Density Calculations

(in accordance with NZS 4402:1986 Tests 4.1.1.5(b)). Please note that Air Void calculations are not IANZ endorsed as part of this report.

CommentsTest Depth (mm)Layer RL

Wet

Density

(t/m3)

Oven Water

Content (%)

Dry Density

(tm3)

Solid

Density

Air Voids

(%)

This report must not be altered or reproduced except in full.

This report relates only to the positions tested.

IANZ Accredited Laboratory No:105LPS-07F11 Issue date 04072016

Page 1 of 15

http://www.coffey.com/


144A Cryers Road, East Tamaki, Auckland 2103, New Zealand

PO Box 58 877, Botany, Manukau 2163, New Zealand

t+64 9 272 3375 f+64 9 272 3378 www.coffey.com

Work Order No: ETAM15W03231

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Date tested:

- 02

Pond 5 AB

13/10/15

SITE PLAN

NOT TO SCALE

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GENZETAM00718AA

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POND 5




t+64 9 272 3375 f+64 9 272 3378 www.coffey.com


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t+64 9 272 3375 f+64 9 272 3378 www.coffey.com


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27/10/15

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t+64 9 272 3375 f+64 9 272 3378 www.coffey.com


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Pond 5 DL

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Appendix C - Laboratory Test Results

Unknown (Sampled by Client)Source:Disturbed SoilMaterial:

Sample DetailsETAM16S-07861Sample ID:31/08/2016Date Sampled:

No SpecificationSpecification:Unknown (Not IANZ Endorsed)Sampling Method:Helenslee Stage 11A, Helenvale Crescent RoadProject Location:LOT 695, HA 05Sample Location:

Client Sample:

0.4 - 0.7 mClayey SILT, high plasticity, orange brown, moist

Test Results

6/09/201656.4

7/09/2016Passing 425µm sieve

Natural stateYesNo25

Not TestedNot Tested

109Result

Liquid Limit NZS 4402:1986 Test 2.2MethodDescription Limits

Plastic Limit NZS 4402:1986 Test 2.3Plasticity Index NZS 4402:1986 Test 2.4Linear Shrinkage NZS 4402:1986 Test 2.6CurlingCrackingSample HistoryFraction TestedDate TestedMoisture Content (%) NZS 4402:1986 Test 2.1Date Tested

Tests indicated as not accredited are outside thescope of the laboratory's accreditation. {This document may not be altered or reproducedexcept in full. This report relates only to the positionstested.}

9/09/2016

Material Test ReportReport No: ETAM16S-07861-1

Issue No: 1

Client:

Date of Issue:IANZ Accredited Laboratory Number:105Approved Signatory: Cesar Pura(Senior Technician)Project Name: GENZAUCK16250AA - STAGE 8 HELENSLEE BLOCK POKENO

East Tamaki LaboratoryCoffey Services (NZ) Limited144A Cryers Road, East Tamaki NZ 2013PO Box 58877, Botany, Manukau NZ 2163Phone: +64 9 272 3375Fax: +64 9 272 3378

Project No.: GENZETAM00718AAPrincipal: -

Lot No.: As below TRN: N/A

PO Box 8261, Symonds StreetAuckland 1150Coffey Geotechnics NZ Ltd (Auckland NEWP)

Page 1 of 1© 2000-2015 QESTLab by SpectraQEST.comForm No: 18909, Report No: ETAM16S-07861-1

Sampling Method and Material Description are not IANZ Endorsed as part of this Report.Work Order: ETAM16wW02882Tested By: CP

Comments

Unknown (Sampled by Client)Source:Disturbed SoilMaterial:

Sample DetailsETAM16S-07862Sample ID:31/08/2016Date Sampled:

No SpecificationSpecification:Unknown (Not IANZ Endorsed)Sampling Method:Helenslee Stage 11A, Helenvale Crescent RoadProject Location: LOT 680, HA07Sample Location:

Client Sample:

0.4 - 0.7 mClayey SILT, high plasticity, dark orange brown, moist

Test Results

6/09/201660.3

7/09/2016Passing 425µm sieve

Natural stateYesNo23

Not TestedNot Tested

124Result

Liquid Limit NZS 4402:1986 Test 2.2MethodDescription Limits

Plastic Limit NZS 4402:1986 Test 2.3Plasticity Index NZS 4402:1986 Test 2.4Linear Shrinkage NZS 4402:1986 Test 2.6CurlingCrackingSample HistoryFraction TestedDate TestedMoisture Content (%) NZS 4402:1986 Test 2.1Date Tested

Tests indicated as not accredited are outside thescope of the laboratory's accreditation. {This document may not be altered or reproducedexcept in full. This report relates only to the positionstested.}

9/09/2016

Material Test ReportReport No: ETAM16S-07862-1

Issue No: 1

Client:

Date of Issue:IANZ Accredited Laboratory Number:105Approved Signatory: Cesar Pura(Senior Technician)Project Name: GENZAUCK16250AA - STAGE 8 HELENSLEE BLOCK POKENO

East Tamaki LaboratoryCoffey Services (NZ) Limited144A Cryers Road, East Tamaki NZ 2013PO Box 58877, Botany, Manukau NZ 2163Phone: +64 9 272 3375Fax: +64 9 272 3378

Project No.: GENZETAM00718AAPrincipal: -

Lot No.: As below TRN: N/A

PO Box 8261, Symonds StreetAuckland 1150Coffey Geotechnics NZ Ltd (Auckland NEWP)

Page 1 of 1© 2000-2015 QESTLab by SpectraQEST.comForm No: 18909, Report No: ETAM16S-07862-1

Sampling Method and Material Description are not IANZ Endorsed as part of this Report.Work Order: ETAM16W02882Tested By: DL

Comments

Appendix D - CSIRO Guide to Home Owners on Foundation Maintenance and Footing Performance

(Sheet No. 10-91)

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