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Kennedy Ridge Residential Subdivision Stage 2B (Lots 225-229, Lots 235-242, Lot 244, Lots 246-250, and Lot 422) Geotechnical Completion Report

Paradiso Holdings Limited

27 October 2017 Revision: 0

Reference: 245883-065

Project 245883-065 File 245883-065-2B-GCR-Rev0-issue.docx 27 October 2017 Revision 0

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Aurecon New Zealand Limited Ground Level 247 Cameron Road Tauranga 3110 PO Box 2292 Tauranga 3140 New Zealand T F E W

+64 7 578 6183 +64 7 578 6143 [email protected] aurecongroup.com

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Document control

Report title Geotechnical Completion Report

Document ID 245883-065-G2 Project number 245883-065

File path P:\Projects\245883 - Kennedy Road Development\Geotech\Geotech Completion Reports\Stage 2b\Issue\245883-065-2B-GCR-Rev0.docx

Client Paradiso Holdings Limited

Client contact Kevin Hill Client reference -

Rev Date Revision details/status

Author Reviewer Verifier (if required)

Approver

0 27 October 2017 Issue S. Webber D. Sandilands R Griffiths TCC Cat 1

B. O’Loughlin TCC Cat 1

Current revision 0

Approval

Author signature

Approver signature

Name Sam Webber Name Ben O’Loughlin

Title Graduate Geologist Title Technical Director

Project 245883-065 File 245883-065-2B-GCR-Rev0-issue.docx 27 October 2017 Revision 0 Page i

Contents 1 Introduction 1 2 Site location and description 1 3 Proposed subdivision development 2 4 Geotechnical considerations 2

4.1 Pre-development geotechnical assessment 2 4.2 Site earthworks and landform construction 4 4.3 Ground conditions 5 4.4 Earthworks compliance 5

5 Geotechnical requirements for building 7 5.1 General 7 5.2 Lot by lot investigations 7 5.3 Suitability of lots for building 7 5.4 Retaining walls 9 5.5 Stormwater and effluent disposal 10 5.6 Advisory notes 10

6 Natural hazards assessment 11 7 S72 statement 11 8 Limitations 12 9 References 12

Tables Table 1 Results of fill compliance testing 6 Table 2 Natural hazard table 11

Appendices Appendix A

Geotechnical suitability statement and lot summary sheets Appendix B

Site plans Appendix C

Earthworks compliance testing reports Appendix D

Lot by lot ground testing Appendix E

Slope stability analysis

Project 245883-065 File 245883-065-2B-GCR-Rev0-issue.docx 27 October 2017 Revision 0 Page 1

1 Introduction Paradiso Holdings Limited (the ‘Client’) has commissioned Aurecon New Zealand Limited (Aurecon) to prepare a Geotechnical Completion Report (G2) for residential lots created within Stage 2B of the Kennedy Ridge residential subdivision. Twenty residential lots are included in this G2 report – these are: Lots 225 to 229, Lots 235 to 242, Lot 244, Lots 246 to 250, and Lot 422.

A geotechnical ‘Suitability for Subdivision’ (G1) report for the site (Aurecon, 2015a)1 was prepared by Aurecon prior to construction. The G1 report provides information on the original geotechnical investigation undertaken, an assessment of the site soil conditions and geotechnical requirements for subdivision layout and design. Following construction, this G2 report presents discussion on:

Slope stability and building restriction lines;

Specific geotechnical investigations of each individual residential lot to assess suitability for building; and

Requirements for building development on each residential lot.

Data is provided within the attached Appendices that support the comments, conclusions and recommendations given in this report. In Appendix A is included a Statement of Professional Opinion provided by a TCC Category 1 accredited geo-professional as to the suitability of land for building. Aurecon has previously prepared G2 reports for the following stages of the Kennedy Ridge residential subdivision:

Stage 1A1 (Aurecon, 2015b);2

Stage 1A2 (Aurecon, 2016a);3

Stage 1B and 2A (Aurecon, 2017a);4

Stage 2A (Aurecon, 2017b);5 and

Stage 3A (Aurecon, 2017c).6

2 Site location and description The Kennedy Ridge subdivision is located on Kennedy Road, Pyes Pa, Tauranga. The site is located on an elevated ridge the land that originally comprised a kiwifruit orchard planted across undulating topography. Moderate to steep slopes up to 45 m in height fall below the subdivision along its western and southwestern boundary. The lots covered by this report are located predominantly in the south-west corner of the subdivision immediately north and west of the TCC Kennedy Road Reservoir site.

The landform has been earthworked between 2015 and 2017 to modify the site topography for the purposes of subdivision and residential building construction. Generally, the earthworks involved cuts to lower the original ridge profile to create level platforms for future building construction. Cuts of up to 6.0 m have been made. In support of this G2 report, the following drawings are provided in Appendix B:

The pre-development landform - 245883-065-DRG-G-0001-A;

The cut to fill earthworks plan - 245883-065-DRG-G-0002-A; and

The as-built final landform plan - 245883-065-DRG-G-0003-A.


3 Proposed subdivision development The development comprises the subdivision of the original property to form residential lots with access roads and civil services infrastructure. Construction of the overall subdivision is being staged, and the area of the subdivision covered by this G2 report (Stage 2B) includes twenty residential lots with an additional lot (Lot 5000) vested into council recreation reserve.

Each of the dwellings proposed to be constructed within the residential lots are expected to be designed and constructed in accordance with NZS3604:2011 Timber Framed Buildings.7 All stormwater and effluent will be reticulated to council services located along Kennedy Road.

4 Geotechnical considerations

4.1 Pre-development geotechnical assessment The geotechnical requirements for development of the subdivision are outlined in the “Suitability for Subdivision” report (Aurecon, 2015a),1 and are summarised below:

4.1.1 Foundation bearing capacity “Foundations for residential structures are anticipated to lie on either or a combination of Ash, Matua Subgroup, or engineered fill. Following completion of earthworks further inspection and testing of the foundation subgrade by a geotechnical engineer will be required within the final building platforms as part of the Geotechnical Completion Report to confirm foundation bearing capacity conditions and to provide geotechnical recommendations for building.

Based on the results of in-situ shear strength testing, the Younger Ash and Hamilton Ash beds which underlie the majority of the site generally meet the requirements for ‘good ground’ in accordance with NZS3604:2011.7 Based on our knowledge of local ground conditions, Rotoehu Ash is not considered suitable for bearing foundations due to its loose nature and tendency to be associated with groundwater flow following rainfall. It is therefore recommended that, where the proposed landform design exposes areas of Rotoehu Ash at the surface, these areas are undercut and replaced to design level with engineered fill compacted in accordance with NZS4431:1989.8

Matua Subgroup deposits are variable and comprise soils ranging from loose to medium dense sands and soft to stiff silts and clays. The evaluation of the suitability of these soils for supporting NZS3604:20117 type foundations will be assessed and reported in geotechnical completion report based on site specific testing of each lot following completion of the finished landform. Based on the preliminary results of our investigation however, the Matua Subgroup soils are expected to be variable and in some areas may not meet the requirements of NZS3604:2011.7 In such cases there may be a requirement for either ground improvement (drying, compaction, replacement) to allow conventional NZS3604:2011 foundations; or specific foundation design for those lots which are shown to not meet the requirements of NZS3604:2011.7

Engineered fill will be placed over several areas of the site. This fill will be compacted in accordance with the earthworks specification and will be supervised to ensure an appropriate level of compaction control and consistency. Following certification of the engineered filling by a TCC Category 1 Soils Engineer, these soils are expected to meet the requirements of NZS3604:20117 and allow conventional foundations to be constructed.”

The G1 report (Aurecon 2015a)1 identified cut and fill earthworks within the area for the proposed Kennedy Road reservoir (see drawing 245883-065-DRG-G-0002-A).


4.1.2 Earthworks “Engineered fill shall be placed, monitored, tested and certified in accordance with the TCC Infrastructure Development Code (IDC)9 - Design Standard 10 (Natural Hazards and Earthworks). This recommends compaction in accordance with NZS4431:1989,8 under the supervision of a TCC Category 1 soils engineer. All fill compliance testing should be carried out by an IANZ-accredited laboratory as specified by the IDC.

Typical compaction requirements in cohesive ash soils are ≤10% air voids and undrained shear strength ≥150 kPa. Typical compaction requirements in sand soils are ≥95% Maximum Dry Density and ≥5 DCP blows per 100 mm. A TCC Category 1 soils engineer shall be engaged to provide specification and recommendations for testing and compaction control as part of the earthworks specification.”

4.1.3 Liquefaction “The site is situated on an elevated ridge underlain by a thick mantle of cohesive and granular soils. Groundwater was not identified within any of the test locations, which were advanced to depths of up to 30 m below ground level. The nearest water Bay of Plenty Regional Council bores indicate that groundwater is likely to be at ~47 – 58 m bgl (7 – 11 m RL). Cohesive soils and soils above the groundwater table are not considered susceptible to liquefaction. However, although not encountered during Aurecon’s investigation, it is expected that perches water bodies will periodically form within the Rotoehu Ash following heavy rainfall events. Given the significant thickness of the non-liquefiable crust, it is not considered that the site will be susceptible to liquefaction induced settlement or lateral spread hazard.”

4.1.4 Slope stability “The stability of the steep slopes along the western boundary of the site both to the north and south of Kennedy Road has previously been assessed by Aurecon in a Preliminary Geotechnical Assessment Report (Aurecon 2014)10. This assessment recommended building restriction lines (BRLs) relative to the crests of the slopes along the western boundary to achieve a minimum factor of safety of 1.5 (drained) and 1.1 (undrained seismic case) against slope failure. No buildings or structures requiring a building consent, and no traffic or surcharge loads shall be placed over these BRLs without a specific engineered design by a TCC Category 1 soils engineer.”

The steep slopes immediately to the north-west and south-west of Lots 240 to 242, Lot 244 and Lots 246 to 250 range in grade between ~2.2H:1V and 2.9H:1V. Slope stability modelling presented in Aurecon’s Preliminary Geotech Assessment (Aurecon, 2014),10 and in Aurecon’s G1 report (Aurecon, 2015a)1 indicates that these slopes will remain ‘just stable’ (i.e., Factor of Safety of ≥ 1.1) even when subjected to ULS seismic loading. Large parts of these slopes are marked by relict landslide scarps, as is documented in Aurecon’s G1 report (Aurecon, 2015a);1 see drawing 245883-065-DRG-G-0001-A.

4.1.5 Retaining walls “Retaining walls exceeding 1.5 m retained height will require building consent and shall be designed and certified by a Chartered Professional Engineer.

Retaining walls of any height that are deemed to be surcharged by a slope, building or driveway or any other structure requiring building consent, shall be designed and certified by a Chartered Professional Engineer.”

4.1.6 Minimum building platform levels There are no minimum building platform levels required to mitigate flooding for the site.


4.1.7 Stormwater and effluent disposal “It is understood that the preferred effluent disposal method for the site will be via reticulation to TCC systems. All stormwater falling on hard surfaces shall be collected and directed to council reticulation. The disposal of stormwater to ground is not recommended for this site.

Overland flow paths should be directed away from the steep slopes to the west of the site, or if needed piped to the base of the surrounding slopes and released in a controlled manner to prevent erosion and slope instability.”

4.2 Site earthworks and landform construction The earthworks within the subject lots were completed during summer earthworks seasons between 2015 and 2017. Continued earthworks for future stages of the site development are still being undertaken south-east of the Stage 2b area (Stage 2c) and further to the east as part of Stage 3. The appointed earthworks contractor for the subject lots was Waiotahi Contractors Limited, who completed the majority of the earthworks. Some minor cut and fill, including backfilling behind Stage 2b retaining walls was completed more recently by Higgins.

The earthworks comprised stripping site topsoil, undercut and removal of unsuitable materials (any existing fill or weak soils), and completion of predominantly cut bulk earthworks to re-contour the site to achieve the design landform. Approximate cut depths of up to 6.0 m, and very limited local fills of up to 1.5 m were formed. Cuts to the soil were achieved using a combination of road scrapers, dozers and excavators. Fill was placed using earthmovers and compacted using a combination of trailer towed or self-driven sheepsfoot rollers. Lots were trimmed using smooth-bucket excavators.

Following bulk earthworks, the site-won topsoil was re-spread over the finished landform and used for landscaping. The finished landform subgrade exposes natural ash soils as well as areas of Matua Subgroup (fluvially reworked volcanic soils which underlie the surface ash deposits).

Following completion of bulk earthworks, cantilevered timber pole retaining walls with timber laggings were constructed within some of the subject lots by Landscape Developments Limited and NZ Structures Limited. The walls range in height from <1 m up to approximately 2.5 m. Retaining walls requiring building consent were designed and inspected by a Chartered Professional Engineer from Aurecon. Building consent was granted by TCC for the walls created as part of this stage of development. Aurecon’s inspection report and construction review producer statement for these walls will be provided separately as part of the building consent process. Aurecon has already produced a separate inspection report (Aurecon, 2017e)11 for retaining walls bounding the adjacent TCC Reservoir site (Section 2 SO 440742) to the south-east.

The testing of road subgrades and service trench backfills was completed as part of the civil construction and reported in the Civil Asset Completion Report for this project. In summary, the following earthworks were completed:

Stripping of topsoil and unsuitable material to expose the natural subgrade. All subgrade was inspected and approved by an engineer from Aurecon prior to any filling commencing.

Bulk cutting and filling to create the current landform, with cuts of up to approximately 6.0 m depth and localised fill of up to 1.5 m placed near the top of slopes to modify the landform.

Engineer designed and landscaped timber pole cantilevered retaining walls were constructed to retain some of the subject lots, with localised engineered fill placed behind these walls to create the finished landform.


4.3 Ground conditions The site geology is presented on the IGNS 1:250,000 scale map sheet 5 ‘Geology of the Rotorua Area’ and described in the accompanying memoir by Leonard et al. (2010).12 This regional mapping indicates that the site is underlain by the Chimp Formation, a Quaternary ignimbrite derived from the Taupo Volcanic Zone.

Site ground conditions were investigated during the original geotechnical investigation (Aurecon, 2015a),1 and were refined by Aurecon’s earthworks observations, contractor supplied compliance testing, and Aurecon’s subsequent lot by lot testing undertaken at the completion of earthworks and landform development.

The pre-development substrata originally comprised a typical ash sequence commonly encountered in Tauranga, which are (from youngest to oldest) the Younger Ash, Rotoehu Ash, and Hamilton Ash. The Younger Ash comprises very stiff silt ashes, interspersed with pumiceous and sandy silt layers. The Rotoehu Ash generally comprises loose sand. This overlies the Hamilton Ash, which typically comprises very stiff silt and clayey silt. The uppermost part of the Hamilton Ash often contains a distinctive paleosol (locally referred to as the ‘Chocolate Layer’).

This ash sequence is locally underlain by the Matua Subgroup, which includes pumiceous and rhyolitic silt, sand and gravel, estuarine mud, lignite and peat, intercalated with airfall tephras and thin distal ignimbrites (Briggs, 1996).13 Rhyolitic silts may be dominated by aluminosilicate clay minerals (e.g., halloysite), which contribute to high porosity and elevated moisture content, promoting sensitive soil behaviour (i.e., loss of shear strength upon remoulding).

Non-welded ignimbrite (Chimp Formation, also referred to as Te Ranga Ignimbrite)14, 15 is inferred to underlie the Matua Subgroup at varying depths below the site. The Chimp Formation is Pleistocene in age, having been deposited between 0.1 - 1.0 Ma, and is a whitish grey, non-welded, crystal and pumice-poor ignimbrite containing small pinkish grey pumice and lithics of obsidian and rhyolite (Briggs, 1996).13 The Chimp Formation was typically encountered as a light grey, medium dense to dense, fine to medium grained pumiceous sand.

Due to significant earthworking (i.e., up to 6.0 m of cut in Lot 227), the final landform subgrades comprise either stiff orangish brown ash silts (i.e., Younger Ash or Hamilton Ash), grey/brown loose sands (Rotoehu Ash or Matua Subgroup), stiff brown engineered fill (reworked ash silts) or some combination of these across each of the subject lots.

4.4 Earthworks compliance All earthworks were carried out in accordance with the requirements of NZS4431:1989 and the Tauranga City Council Infrastructure Development Code of Practice (2017).9 As the bulk of earthworks was comprised cut, no compliance testing was undertake to complete the current landform.

However, imported sand fill material was used to replace water damaged subgrade and piping behind the retaining walls along the northern boundary of Lots 235 and Lots 227 to 229. The requirements for earth fill and frequency of compaction testing was undertaken in accordance with the project earthworks specification (Aurecon, 2015b),2 and are summarised as follows:

Any imported fill material shall be consistent and subject to approval from the Engineer;

The engineer must inspect and improve the stripped subgrade surface prior to fill placement; and

1 Nuclear Densometer (NDM) test per 350 m3 of fill placed, with shear vane or Scala Penetrometer testing.

Acceptance criteria are defined as follows:


Cohesive soils: average undrained shear strength of 150 kPa, minimum of 140 kPa; maximum average of 8 % air voids per ten tests with 10 % maximum for any one test.

Non-cohesive soils – Target MDD of 95% with NDM; minimum of 5 blows per 100 mm with Scala Penetrometer

The results of fill compliance testing are presented in Table 1. The location of the NDM tests are shown on Drawing 245883-065-DRG-G-0002-A.

Table 1 Results of fill compliance testing

Test report1 Test number

Target MDD%

Report % MDD

DCP results (blows per 100 mm)2

Pass/Fail

25939

01

95

97 - Pass

02 98 Pass

03 99 Pass

04 103 Pass

25939.1

01 - - >12 Pass

02 >13 Pass

03 >9 Pass

04 >8 Pass

05 >8 Pass

06 >5 Pass

07 >5 Pass

08 >5 Pass 1 Fill compliance testing reports provided in Appendix C. 2 DCP results only considered below 300 mm depth.


5 Geotechnical requirements for building

5.1 General Twenty residential lots (Lots 225-229, Lots 235-242, Lot 244, Lots 246-250, and Lot 422) have been considered as part of this Geotechnical Completion Report. This section of the report deals with:

a) The suitability of the created lots for building complying with the requirements of NZS 3604:2011: Timber Framed Buildings;7

b) Specific requirements for residential construction on the lots; and c) Advisory notes to owners and lot developers. The specific requirements should be read in conjunction with the general recommendations for building and the advisory notes contained in this section of the report.

5.2 Lot by lot investigations The ground conditions within each lot has been individually investigated by two hand augered boreholes typically drilled to depths ranging between 1.0 m and 2.0 m bgl (respectively), for the purpose of verifying earthworks and shallow foundation conditions. Shear vane testing was undertaken at regular depth intervals (every 300 mm) within cohesive soils, and Scala Penetrometers were completed in additional to hand augers where sands were encountered. Test locations are presented on Drawing 245883-065-DRG-G-0003-A, Appendix B, and hand auger borehole and Scala Penetrometer logs are presented in Appendix D.

5.3 Suitability of lots for building Only five of the twenty subject lots are considered suitable on which to construct residential dwellings that comply with the characteristics defined by NZS3604:2011: Timber Framed Buildings.7 We consider that the information provided within this report is sufficient to support building consent for dwellings developed at the site, provided that the existing building platform landforms are not modified (i.e. cut and/or filled by earthworks).

There are specific requirements that relate to the lots as given in Section 5.4, and as summarised in the lot summary sheets included in Appendix A. The suitability of lots for building is contingent on the specific requirements for building being included into the planning, design and construction of new dwellings and any other structure requiring a building consent under the Building Act 2004.16

5.3.1 Specific requirements for building

Bearing capacity (Lots 227 to 229; Lots 236 and 237; Lots 239 to 241; Lots 246 to 250) Our lot by lot testing confirmed that the founding subgrade for these lots comprises stiff to very stiff cohesive ash (typical Tauranga ash sequence), potentially sensitive silts (Matua subgroup), loose sands (of the typical Tauranga sequence or Matua Subgroup) or some combination of these, overlain by topsoil. These foundation subgrades do not comply with the requirements of NZS3604:2011. 7 Residential buildings constructed on these lots shall comprise a specific engineer designed raft foundation (i.e. Firth RibRaft or equivalent).17

An ultimate bearing capacity of 150 kPa may be adopted for the specific design of the raft foundation on these lots. This bearing capacity should be multiplied by the reduction factors below:


ULS: 0.5;

SLS: 0.33; and

Earthquake loading: 0.7.

Bearing capacity (Lots 225 and 226; Lot 235; Lot 238; Lot 422) Our lot by lot testing indicates that the founding subgrade for these lots comprises stiff to very stiff cohesive ash or sandy ash (typical Tauranga sequence) or some combination of these, generally overlain by topsoil. The foundation subgrade meets the requirements of good ground, as defined within NZS3604:2011.7

An ultimate bearing capacity of 300 kPa may be adopted for design of shallow foundations on these lots, designed in accordance with NZS3604:2011.7 This bearing capacity should be multiplied by the reduction factors below:

ULS: 0.5;

SLS: 0.33; and

Earthquake loading: 0.7.

Foundation recommendations (Lots 242 and 244) Lots 242 and 244 are constructed over sloping topography, and specific investigation and design is required for construction within these lots. Slope stability analysis was conducted using SLIDE, to achieve a minimum factor of safety of 1.5 (long-term, drained), 1.2 (adverse hydrostatic), and 1.0 (undrained seismic case) against slope failure. Models were generated assuming a surcharge of 10 kPa to replicate a light weight building suspended on piles with no site filling assumed. This modelling (see Appendix E) shows that slopes within the lot boundaries are suitable for NZS3604 construction,7 although dwellings will require specific foundation design and southern parts of Lots 242 and 244 are impacted by a slope Building Restriction Line which limits the building area due to the risk of global instability associated with the steeper slopes to the south.

Based on our assessment, we advise specific investigation and design for both lots by a Tauranga City Council (TCC) Category 1 Geo-professional. Our analysis to date assumes future construction of a suspended house on piles with no filling. Further analysis by a Category 1 Geo-professional may find that some filling may be possible on these sites to meet NZS36047 requirements without compromising both the local and global stability of the site. The specific investigation and design will specify the design and construction of any earthworks and retaining walls (if determined to be feasible) as well as foundation and stormwater requirements for the site.

Settlement (all lots) Buildings will need to be flexible to withstand up to 25 mm of differential settlement over a 6 m length, as indicated by Appendix B Section B1 of the NZ Building Code Handbook and Approved Documents.18 Provided that the foundation subgrades are suitably prepared (e.g. free of loose or softened soils and water) prior to pouring concrete, settlements are estimated to be less than 25 mm under the loads imposed by a dwelling constructed in accordance with NZS3604:2011.7

Foundation requirements and inspections (all lots) Prior to foundation construction, the contractor should ensure that the subgrade surface is well compacted by rolling with a non-vibrating smooth drum roller. All foundation subgrades should be free of any loosened surficial soils and ponded water prior to concrete pour. All topsoil shall be removed from beneath building foundations and floor slabs prior to building. Any subgrade that has been loosened should be re-compacted or removed and replaced with either site concrete or granular fill compacted in accordance with NZS4431:1989.8


The foundation subgrade is to be inspected by a suitably qualified and/or experienced professional prior to pouring concrete or placement of any levelling fill (e.g. fill fines to level subgrade prior to rib-raft construction). Foundations may need to be deepened or broadened or both should unsuitable subgrade be encountered during excavation. If rectification is required due to unsuitable subgrade, a 300 mm undercut and replacement with compacted sand or a 200 mm undercut and replacement with compacted hard fill may be an appropriate solution.

Building Restriction Lines – Slope stability (Lots 241, 242, 244, 246, 249 and 250) Confirmed Building restriction lines (BRLs) are shown on Drawing 245883-065-DRG-G-0003, Appendix B. BRLs mitigate building foundations against instability risk (due to slope hazard or to prevent building surcharge to existing retaining walls) and the areas between lot boundaries and BRLs are defined as ‘building exclusion zones’. We have reviewed the final as-built landform as part of our assessment to confirm the final positions of BRLs within the development area related to sloping ground setbacks.

For these lots which are situated above sloping ground, the areas contained by the site boundaries and the BRL are defined as ‘building exclusion zones’. These zones have been identified as areas of potential instability, or areas where the required factor of safety against instability is less than that normally applied to residential subdivision. Land contained by the slope BRL which define the building exclusion zone may experience instability and slips over the lifetime of the development.

Any structure requiring a building consent as defined by the Building Act 2004,16 any landscaping fills, retaining structures of any proportion, and any excavations that alter the topography are not to extend over the BRL into the ‘building exclusion zone’ without specific investigation, assessment and design by a Tauranga City Council Category 1 Geo-professional.

Retaining wall BRLs (Lots 235, 227, 228) For these lots that have retaining wall BRLs, the areas contained by the site boundaries and the BRL are defined as ‘building exclusion zones’. These zones have been confirmed to ensure sufficient set back of the building from the wall to mitigate inadvertent building surcharge of the retaining walls for which a surcharge has not been assumed in design.

Any structure requiring a building consent as defined by the Building Act 2004,16 any landscaping fills, retaining structures of any proportion and excavation to alter the topography are not to extend over the BRL into the ‘building exclusion zone’ without specific investigation, assessment and design by a Tauranga City Council Category 1 Geo-professional. Where retaining walls are shown on Drawing 245883-065-DRG-G-0003 without BRLs it should be noted that setback is governed by minimum boundary restrictions.

5.4 Retaining walls Timber pole retaining walls with timber laggings have been constructed as part of the subdivision development. The location of these walls (showing both engineer-designed and landscaped walls) are shown on drawing 245883-065-DRG-G-0003-A, Appendix B. The construction review reports and producer statements for engineer designed walls will be provided separately as part of the building consent process.

Engineer-designed walls have assumed a 2.5 kPa surcharge, which is the load specified by NZS1170.1:200219 for light vehicles up to 2.5 tonnes in gross weight. It should be noted that Aurecon’s wall designs use active earth pressures. This provides the minimum lateral earth pressure that must be supported and requires a wall that can move to allow the pressures to reduce to these values (vertical and lateral movements up to 2% of height may occur). For this reason, and also in consideration of the potential for poor compaction of wall backfill/drainage metal, we recommend that dwelling driveways should not be constructed closer than 0.5 m behind the lagging of any of the walls.


Where future retaining walls are proposed to be built, is it considered that building consent will not be required for walls that are not surcharged, do not surcharge other existing walls and do not exceed 1.5 m in height. If dwellings or any other structure or development (including driveways or landscape fills) are deemed to surcharge these walls (i.e. are located within ~1.5 times the height of the wall), then building consent supported by a design from a Chartered Professional Engineer (CPEng) will be required.

Retaining wall foundations should not be undermined by any future construction. If excavations below retaining walls are proposed within a horizontal distance equal to the retained height of the respective wall, advice should be sought from a geotechnical engineer. Retaining walls shall not be surcharged by more than 5 kPa (i.e. landscape filling near walls should not be deeper than approximately 0.35 m).

As specified in clause F4.3.1 of the Building Code, a barrier is required to be constructed to safeguard people from falling, where the height of the retaining wall exceeds 1.0 m and the area is associated with the use of a building. Permanent barriers shall be the responsibility of the future lot owners where applicable. Examples of areas associated with the use of a building in respect to retaining walls:

On the edge of driveways;

Near pedestrian access routes to and from buildings; and

Amenity areas used in conjunction with the use of a dwelling.

5.5 Stormwater and effluent disposal All stormwater run-off and effluent shall be collected and reticulated to council systems located on Kennedy Road. The onsite disposal of stormwater or effluent is not permitted.

5.6 Advisory notes

5.6.1 Topsoil thickness The presence of topsoil within completed lots is generally 100 to 300 mm thick, though may be of variable thickness locally – hand auger boreholes encountered topsoil thickness at thin at 50 mm, and as thick at 500 mm. Topsoil was not observed at some locations based on the lot by lot hand augered borehole logs. To assess the thickness of topsoil identified during testing please refer to the hand auger borehole logs given in Appendix D, which include the relevant lot number. No guarantee is given or implied for the topsoil depth on any lot created within this subdivision.

5.6.2 Natural soil stratigraphy Excavations for foundations may intersect weak soil layers. The quality, strength and density of the ground conditions varies across the site and where weak soil is encountered in excavations, foundation deepening, broadening or both may be necessary.

5.6.3 Shallow fill thickness Within some of the lots, thin engineered fill may be present; excavations for building development may intersect the natural ground beneath this filling.


6 Natural hazards assessment A summary of natural hazards for the completed landform is presented in Table 2.

Table 2 Natural hazard table

Natural hazard Applicable to site

Mitigation (if required)

Flooding N All building platforms have been constructed above flood levels, although the TCC Mapi GIS indicates that the easternmost and south-easternmost parts of Lot 2001 will be flooded by 0.1 – 0.5 m of water during an extreme rainfall events (1/100 year event).20

Specific design for stormwater disposal

Y Site stormwater will be managed through the site stormwater reticulation system. A previous Aurecon report (Aurecon, 2017d)21 has addressed the routing of stormwater to TCC Pond 25, located in the gully immediately east of the site.

Stormwater sensitive

N Overland flow will be managed through site stormwater reticulation system. In-ground soakage is not permitted for this site. All surface run off and overland flow should be diverted away from areas of sloping ground for this site. Overland flows Y

Slope instability Y Specific BRLs have been placed within some of the lots to mitigate instability risk or surcharge effects to existing retaining walls (refer to Section Error! Reference source not found.). Lots 242 and 244 are demonstrated to comply with stability criteria set by the Infrastructure Development Code (IDC). A fill restriction line has been established to limit fill surcharging effects resulting in instability on these lots.

Liquefaction N Soils above the groundwater table are not considered susceptible to liquefaction. Therefore, the site is not considered susceptible to liquefaction or lateral spread due to the significant depth to groundwater (>30 m).

Seismic shaking Y The effect to residential NZS36047 type buildings from seismic shaking can be influenced by sound construction methods and materials composition (lightweight and ductile roofing and cladding). Shaking hazards are enhanced by the use of construction products such as masonry cladding and concrete/tile roofing.

7 S72 statement Each designated safe building platform (i.e., that area of each lot outside of the building exclusion zone set by the building restriction lines) is considered suitable for building development without the need to issue building consents pursuant to S72 of the Building Act.16


8 Limitations All assessments made in this report are based on the ground conditions indicated from published sources, site inspection and hand auger boreholes. Variations in ground conditions may occur between the investigation locations. In addition, there may be special conditions pertaining to the site which have not been revealed by the investigation and which have not therefore been considered in the report. No warranty (either expressed or implied) that the actual conditions will conform exactly to the assessments contained in this report, is included.

This report does not remove the responsibility of the owner / builder / building certifier to satisfy themselves of foundation depth and suitability at the finalised dwelling locations and to ensure foundation conditions are not allowed to deteriorate due to saturation or other causes.

Where data supplied by the developer or other external sources, including previous site inspection data, has been used, it has been assumed that the information is correct unless otherwise stated. No responsibility can be accepted by Aurecon NZ Limited for inaccuracies within the data supplied by others.

Any comments on groundwater conditions are based on observations made at the time of investigation unless otherwise stated. It should be noted that groundwater levels vary due to seasonal or other effects.

This report is provided for sole use by the client. It shall not be used, reproduced or interpreted for any purpose other than is specifically set out in the text of this report.

9 References 1. Aurecon, 245883-003-01 - Kennedy Road Development Geotechnical suitability for subdivision

(G1) report. 2015a: Paradiso Holdings Ltd. 2. Aurecon, Kennedy Road Development Sierra Heights Stage 1A1 Geotechnical Completion

Report: Lots 1-6 and 35 to 50 (inclusive). 2015b: Paradiso Holdings Ltd. 3. Aurecon, Sierra Heights Stage 1A2 Residential Subdivision (Lots 7 to 34 inclusive) Geotechnical

Completion Report. 2016a: Paradiso Holdings Ltd. 4. Aurecon, Kennedy Ridge Residential Subdivision Stage 1B & 2A (Lots 100-102, 105, 107-116,

119-145, 208-217, 219, 220) Geotechnical Completion Report. 2017a: Paradiso Holdings Limited.

5. Aurecon, Kennedy Ridge Residential Subdivision Stage 2A (Lots 117, 118, 200-207, 221-224, 230-234, 252-254) Geotechnical Completion Report. 2017b: Paradiso Holdings Limited.

6. Aurecon, Kennedy Ridge Residential Subdivision Stage 3A (Lots 400-408, 411-413, 423-427, 429-438) G2 Geotechnical Completion Report. 2017c: Paradiso Holdings Limited.

7. Standards New Zealand, NZS 3604:2011 - New Zealand Standard, Timber-framed buildings. 2011. p. 447.

8. Standards New Zealand, NZS 4431:1989 - Code of practice for earth fill for residential development. 1989.

9. Tauranga City Council, Tauranga City Council Infrastructure Development Code. 2017. 10. Aurecon, Preliminary Geotechnical Assessment, Proposed Kennedy Road Subdivision, PPass

Pa, Tauranga. 2014: Peter Cooney and Matthew Lagerberg. 11. Aurecon, Kennedy Ridge Stage 2 – Timber Pole Retaining Walls 3 and 4 Construction Review.

2017e: Kevin Hill. 12. Leonard et al., Geology of the Rotorua Area. 2011. 13. Briggs, R., et al., Geology of the Tauranga area, Sheet U14 1:50,000. Department of Earth

Sciences Occasional Report, 1996(22). 14. White, P., et al., Groundwater resource investigations of the Western Bay of Plenty area stage

1–conceptual geological and hydrological models and preliminary allocation assessment. GNS Science consultancy report, 2008. 240: p. 221.

15. Karhunen, R.A., The Pokai and Chimp Ignimbrites of NW Taupo Volcanic Zone. 1993. 16. Building Act. 2004.


17. Firth, RibRaft Technical Manual. 2012. 18. Ministry of Business Innovation and Employment, Acceptable Solutions and Verification

Methods for NZ Building Code, Appendix B, Section B1, Structure 2014. 19. Standads New Zealand, NZS1170.1:2002 - Structural design actions - permanent, imposed and

other actions. 2002. 20. Tauranga City Council. Tauranga City Council Mapi Aerial Photography Database. Available

from: http://gismob.tauranga.govt.nz/Html5/index.html?viewer=mapi&layerTheme=0&scale=125000&layers=2L91e60JlsBm2kb7RK0qDAaD2i9u4B.

21. Aurecon, Kennedy Ridge Subdivision Stage 3B: Slope Stability Assessment for Kennedy Road Long-Term Stormwater Discharge System. 2017d: Kevin Hil.

http://gismob.tauranga.govt.nz/Html5/index.html?viewer=mapi&layerTheme=0&scale=125000&layers=2L91e60JlsBm2kb7RK0qDAaD2i9u4B

http://gismob.tauranga.govt.nz/Html5/index.html?viewer=mapi&layerTheme=0&scale=125000&layers=2L91e60JlsBm2kb7RK0qDAaD2i9u4B

Appendices

Appendix A Geotechnical suitability

statement and lot summary sheets

Appendix A Geotechnical suitability statement and lot summary sheets

Aurecon New Zealand Limited Ground Level 247 Cameron Road Tauranga 3110 PO Box 2292 Tauranga 3140 New Zealand

T F E W


Project 245883 File G2 Statement.docx 27 October 2017 Revision 0 Page 1

Statement of professional opinion as to the geotechnical suitability of the land for building

Development: Kennedy Road Subdivision Stage 2B – Lots 225-229, Lots 235-242, Lot 244, Lots 246-250, and Lot 422 Engineer responsible for investigation: Richard Griffiths Qualifications: TCC Category 1 Geo Professional I, Richard Griffiths, an employee of Aurecon NZ Limited: Hereby confirm that I am an accredited Category 1 Geo Professional appropriately qualified with experience in geotechnical engineering to ascertain the suitability of the land for building development and was retained as the soils engineer to the above development.

1. An appropriate level of site investigation and construction supervision has been carried out

under my direction and as described in our Geotechnical Completion Report reference 245883-065-2B-GCR-Rev0 dated 27 October 2017.

2. In my professional opinion, not to be construed as a guarantee of certainty or completeness, I

consider that;

a. All residential subject lots within this development are suitable on which to erect dwellings that comply with NZS 3604:2011 Timber Framed Buildings.

b. All of the subject lots are suitable for building development with respect to natural

hazards without the need to issue building consent pursuant to Section 72 of the Building Act.

This opinion is given on the condition that:

c. The content of the Geotechnical Completion Report reference 245883-065-2B-GCR-Rev0 dated 25 October 2017 is made available to each lot owner and that the specific requirements for building development set out in this report as they apply to each lot are followed.

3. This professional opinion is furnished to Tauranga City Council and Paradiso Holdings

Limited, the developer, for their purpose alone, on the express condition that it will not be relied upon by any other person and does not relieve lot owners, their advisers, or the Territorial Authority from their respective responsibilities and does not remove the necessity for normal inspection of foundation conditions at the time of erection for any dwelling.

Signed: for and on behalf of Aurecon NZ Limited

Richard Griffiths Date Tauranga City Council Category 1 Geo Professional 27 October 2017

This summary sheet shall be read in conjunction with the Geotechnical Completion Report (GCR) for Stage 2B (ref. 245883-065-2B-GCR-Rev0), dated 27 October 2017.Note

Our lot by lot testing indicates that the founding subgrade for these lots comprises stiff to very stiff cohesive ash or sandy ash (typical Tauranga sequence), generally overlain by topsoil. These soils meet the definition of ‘good ground’ in accordance with NZS3604:2011.

No Building Restriction Lines are present within this lot.

Stormwater and effluent from this lot is to be disposed of via reticulation to TCC services. Further details and locations of connections are given in the Civil Asset Completion Report.

Building certification

requirements

Further testing, adjustments to foundation depths and footing widths may be required by the Building Certifier at the time of construction. The topsoil layer thickness will vary across the site, and may be more than the logged depth. Foundations are to found beneath the topsoil layer.

Bearing capacityAn ultimate rupture bearing capacity of 300 kPa may be assumed for design of foundations. This should be used in conjunction with the following reduction factors: SLS loading: 0.33, ULS loading: 0.5, Earthquake Loading: 0.7. Buildings must be designed in accordance with the NZ Building Code Handbook and Approved Documents.

Lot No.Natural Topography

unworked?

Lot data summary

2

Logged topsoil depth (m)

0

Recommendations and restrictions

Building Restriction Lines

Stormwater and effluent disposal

No

Earthworks filling

Earthworks cut

Max fill thickness (m)

0

Max cut depth (m)

Foundations

Building restriction line present on site?

No

No

Yes

396

225

Approx Area (m2)

Specific Engineered Design Required?

No

Kennedy Ridge Subdivision Stage 2BSummary of geotechnical data, recommendations and requirements for individual

residential lots

Page 1 of 20 Lot by Lot Summary Sheets.xlsx


residential lots

No Building Restriction Lines are present within this lot.

No 0 Stormwater and effluent disposal


NoteThis summary sheet shall be read in conjunction with the Geotechnical Completion Report (GCR) for Stage 2B (ref. 245883-065-2B-GCR-Rev0), dated 27 October 2017.

No Yes 1.5


Logged topsoil depth (m)Building Restriction

Lines

396 No 0Bearing capacity

An ultimate rupture bearing capacity of 300 kPa may be assumed for design of foundations. This should be used in conjunction with the following reduction factors: SLS loading: 0.33, ULS loading: 0.5, Earthquake Loading: 0.7. Buildings must be designed in accordance with the NZ Building Code Handbook and Approved Documents.Specific Engineered Design

Required?Earthworks

cutMax cut depth

(m)Building

certification requirements


226 NoFoundations

Our lot by lot testing indicates that the founding subgrade for these lots comprises stiff to very stiff cohesive ash or sandy ash (typical Tauranga sequence), generally overlain by topsoil. These soils meet the definition of ‘good ground’ in accordance with NZS3604:2011. Approx Area (m2)

Earthworks filling


Lot data summary Recommendations and restrictions


unworked?



residential lots

6



Lines

Building Restriction Lines are present within this lot. Any structure requiring a building consent as defined by the Building Act 2004, any landscaping fills, retaining structures of any proportion, and any excavations that alter the topography are not to extend over the BRL into the ‘building exclusion zone’ without specific investigation, assessment and design by a Tauranga City Council Category 1 Geo-professional.

Yes 0.05 - 0.15 Stormwater and effluent disposal


0Bearing capacity

An ultimate rupture bearing capacity of 150 kPa may be assumed for design of foundations. This should be used in conjunction with the following reduction factors: SLS loading: 0.33, ULS loading: 0.5, Earthquake Loading: 0.7. Buildings must be designed in accordance with the NZ Building Code Handbook and Approved Documents.


Earthworks cut

Max cut depth (m) Building


Further testing, adjustments to foundation depths and footing widths may be required by the Building Certifier at the time of construction. The topsoil layer thickness will vary across the site, and may be more than the logged depth. Foundations are to found beneath the topsoil layer.Yes Yes

NoteThis summary sheet shall be read in conjunction with the Geotechnical Completion Report (GCR) for Stage 2B (ref. 245883-065-2B-GCR-Rev0), dated 27 October 2017.

227Foundations

Our lot by lot testing indicates that the founding subgrade for these lots comprises stiff to very stiff cohesive ash or sandy ash (typical Tauranga sequence), potentially sensitive silts (Matua subgroup), loose sands (of the typical Tauranga sequence or Matua Subgroup) or some combination of these, overlain by topsoil. These foundation subgrades do not comply with the requirements of NZS3604:2011. Approx Area (m2)

Earthworks filling


500 No

No



unworked?



residential lots


Yes 0 - 0.1 Stormwater and effluent disposal


Yes Yes 5.5



Lines



Required?Earthworks

cutMax cut depth

(m)Building



228 NoFoundations


Earthworks filling




unworked?Note

This summary sheet shall be read in conjunction with the Geotechnical Completion Report (GCR) for Stage 2B (ref. 245883-065-2B-GCR-Rev0), dated 27 October 2017.



residential lots

No 0.05 - 0.15 Stormwater and effluent disposal


Further testing, adjustments to foundation depths and footing widths may be required by the Building Certifier at the time of construction. The topsoil layer thickness will vary across the site, and may be more than the logged depth. Foundations are to found beneath the topsoil layer.Yes Yes 3.5



LinesNo Building Restriction Lines are present within this lot.




Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


229 NoFoundations


Earthworks filling




residential lots



Further testing, adjustments to foundation depths and footing widths may be required by the Building Certifier at the time of construction. The topsoil layer thickness will vary across the site, and may be more than the logged depth. Foundations are to found beneath the topsoil layer.No Yes 5.5





599 No 0

Bearing capacityAn ultimate rupture bearing capacity of 300 kPa may be assumed for design of foundations. This should be used in conjunction with the following reduction factors: SLS loading: 0.33, ULS loading: 0.5, Earthquake Loading: 0.7. Buildings must be designed in accordance with the NZ Building Code Handbook and Approved Documents.Specific Engineered Design

Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


235 NoFoundations


Earthworks filling




residential lots

No 0.15 Stormwater and effluent disposal









Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


236 NoFoundations


Earthworks filling




residential lots










Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


237 NoFoundations


Earthworks filling




residential lots



Further testing, adjustments to foundation depths and footing widths may be required by the Building Certifier at the time of construction. The topsoil layer thickness will vary across the site, and may be more than the logged depth. Foundations are to found beneath the topsoil layer.No Yes 5.5







Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


238 NoFoundations


Earthworks filling




residential lots










Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


239 NoFoundations


Earthworks filling




residential lots



Further testing, adjustments to foundation depths and footing widths may be required by the Building Certifier at the time of construction. The topsoil layer thickness will vary across the site, and may be more than the logged depth. Foundations are to found beneath the topsoil layer.Yes Yes 4







Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


240 NoFoundations


Earthworks filling




residential lots






Lines





Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


241 NoFoundations


Earthworks filling




residential lots






Lines



1048 No 0

Bearing capacity

The lot is constructed over sloping topography. Specific investigation, bearing capacity analysis and design by a TCC Category 1 geo-professional is required. Analysis completed to date assumes future construction of a suspended house on piles with no filling. Further analysis by a Category 1 Geo-professional may find that some filling may be possible on these sites to meet NZS3604 requirements without compromising both the local and global stability of the site. The specific investigation and design will specify the design and construction of any earthworks and retaining walls (if determined to be feasible) as well as foundation and stormwater requirements for the site.


Earthworks cut

Max cut depth (m)


requirements


unworked?Note


242 NoFoundations


Earthworks filling




residential lots

Yes 0 - 0.3 Stormwater and effluent disposal





Lines



3732 No 0

Bearing capacity

The lot is constructed over sloping topography. Specific investigation, bearing capacity analysis and design by a TCC Category 1 geo-professional is required. Analysis completed to date assumes future construction of a suspended house on piles with no filling. Further analysis by a Category 1 Geo-professional may find that some filling may be possible on these sites to meet NZS3604 requirements without compromising both the local and global stability of the site. The specific investigation and design will specify the design and construction of any earthworks and retaining walls (if determined to be feasible) as well as foundation and stormwater requirements for the site.


Earthworks cut

Max cut depth (m)


requirements


unworked?Note


244 NoFoundations


Earthworks filling




residential lots






Lines





Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


246 NoFoundations


Earthworks filling




residential lots

No 0.2 Stormwater and effluent disposal









Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


247 NoFoundations


Earthworks filling




residential lots

No 0 - 0.15 Stormwater and effluent disposal







504 No 0


Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


248 NoFoundations


Earthworks filling




residential lots

Yes 0.2 Stormwater and effluent disposal





LinesBuilding Restriction Lines are present within this lot.




Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


249 NoFoundations


Earthworks filling




residential lots






Lines





Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


250 NoFoundations


Earthworks filling




residential lots

No 0 Stormwater and effluent disposal


Further testing, adjustments to foundation depths and footing widths may be required by the Building Certifier at the time of construction. The topsoil layer thickness will vary across the site, and may be more than the logged depth. Foundations are to found beneath the topsoil layer.No Yes 1





503 No 0


Required?Earthworks

cutMax cut depth

(m)Building



unworked?Note


422 NoFoundations


Earthworks filling



Appendix B Site plans

226

227

229

235

237

236

238

239

240

241

242

246

248

249

250

225

228

244

247

234DP 511944 233

DP 511944 232DP 511944 231

DP 511944 230DP 511944 224

DP 511944

223DP 511944

204DP 511944

203DP 511944

252DP 511944

423DP 509088

DP 511944

5001DP 509088

52

934 D

P 48

618151

DP 486181

SECTION 3SO 440742

SECTION 2SO 416677

SECTION 2SO 440742

2DPS 53649

933DP 486181

422

ROCH

FORT

CRE

SCEN

T

BLACKLOCK ROAD

ROBL

EY R

OAD

WAG

HORN

STR

EET

TE R

ANGA

MEM

ORIA

L DRI

VE

WAG

HORN

STR

EET

5000(RECREATION

RESERVE)

TCC RESERVOIR

18.0

20.0

20.0

20.0

20.0

20.0

20.0

20.0

20.0

26.0

26.0

28.0

28.0

30.0

30.0

32.0

32.0

34.0

34.0

36.0

36.0

38.0

38.0

40.0

42.0

42.0

42.0

44.0

44.0

44.0

46.0

46.0

48.0

48.0

48.0

48.0

50.0

50.0

50.0

52.0

52.0

54.0

54.0

56.0

56.0

58.0

58.0

60.0

62.0

62.0

64.0

66.0

56.0

60.0

62.0

44.0

48.0

50.052.0

54.0

54.0

56.0

56.0

58.0

58.0

60.0

60.0

60.0

60.0

60.0

62.0

62.0

62.0

62.0

64.0

64.0

64.0

66.0

66.0

66.0

66.0

68.0

68.0

LEGENDPRE-DEVELOPMENT MAJORCONTOUR AT 2.0m INTERVALS

PRE-DEVELOPMENT MAJORCONTOUR AT 0.5m INTERVALS

49.0

CLIENT

DATE

TITLE

REVISION DETAILSDATEREV APPROVED

CHECKED

APPROVED

PROJECT

DRAWN

DESIGNED

PROJECT No. TYPE REVWBS DISC NUMBER

DRAWING No.

SCALE SIZE

A1

.PARADISO HOLDINGS LTD

KENNEDY ROAD SUBDIVISIONPYES PA - TAURANGA

GEOTECHNICAL COMPLETION REPORTSTAGE 2B - PRE-DEVELOPMENT LANDFORM PLAN

245883 065 DRG G 0001 A

1:500FOR INFORMATIONNOT FOR CONTSTRUCTION

L.O'SULLIVAN

S.WEBBER

D.SANDILANDS R.GRIFFITHS

R.Griffiths25.10.17

A 25.10.17 GEOTECHNICAL COMPLETION REPORT ISSUE R.Griffiths

Filen

ame:

Plot

Date:

Offic

e:P:

\PRO

JECT

S\24

5883

- KE

NNED

Y RO

AD D

EVEL

OPME

NT\C

ADD\

DRGS

\GET

\STA

GE 2B

\2458

83-0

65-D

RG-(S

TAGE

2B G

CR)-G

-000

1.DW

G25

/10/20

17 12

:02:33

p.m.

NZTR

G

0

SCALE 1:500

5 10 20m

NOTES1. VERTICAL DATUM: MOTURIKI 1953 ORIGIN OF

LEVELS TCC BM1024 (RL 45.515m).2. HORIZONTAL DATUM: NZGD2000 BAY OF PLENTY.3. BOUNDARIES ARE IN TERMS OF DP505005.4. SURVEYED IN 2015 BY AURECON.5. CONTRACTOR WAIOTAHI CONTRACTORS LTD.

RELIC LANDSLIDE SCARP

226

227

229

235

237

236

238

239

240

241

242

246

248

249

250

225

228

244

247

234DP 511944 233

DP 511944 232DP 511944 231

DP 511944 230DP 511944 224

DP 511944

223DP 511944

204DP 511944

203DP 511944

252DP 511944

423DP 509088

DP 511944

5001DP 509088

52

934 D

P 48

618151

DP 486181

SECTION 3SO 440742

SECTION 2SO 416677

SECTION 2SO 440742

2DPS 53649

933DP 486181

422

ROCH

FORT

CRE

SCEN

T

BLACKLOCK ROAD

ROBL

EY R

OAD

WAG

HORN

STR

EET

TE R

ANGA

MEM

ORIA

L DRI

VE

WAG

HORN

STR

EET

5000(RECREATION

RESERVE)

TCC RESERVOIR

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000.00

0.00

0.00

0.00

-7.50 -7.00-6.50

-6.00

-6.00

-5.50

-5.50

-5.50

-5.50

-5.00

-5.00

-5.00

-5.00

-5.00

-4.50

-4.50

-4.50

-4.50

-4.50

-4.50

-4.50

-4.00

-4.00

-4.00

-4.00

-4.00

-4.00-4.00

-4.00

-3.50

-3.50

-3.50

-3.50

-3.50

-3.50

-3.50

-3.50

-3.50

-3.00

-3.00

-3.00

-3.00

-3.00-3.00

-3.00

-3.00

-3.00

-2.50

-2.50

-2.50

-2.50

-2.50

-2.50

-2.50

-2.50

-2.00

-2.00

-2.00

-2.00

-2.00

-2.00-1.50

-1.50

-1.50

-1.50 -1.50-1.50

-1.00

-1.00

-1.00

-1.00

-1.00

-1.00

-1.00

-0.50

-0.50

-0.50

-0.50

-0.50

-0.50

-0.50

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000.00

0.00

0.00

0.50

0.50

0.50

0.50

0.50

0.50

1.00

1.001.50 2.00

-1.50

-1.00

-0.50

NDM 4

S6NDM 3

NDM 2

NDM 1

S5

S4S3

S2S1

INDICATIVE CUT CONTOUR AT0.5m INTERVALS

INDICATIVE FILL CONTOUR AT0.5m INTERVALS

INDICATIVE ZERO CUT/FILLCONTOUR

LEGEND

-0.50

0.0

1.00

CLIENT

DATE

TITLE


CHECKED

APPROVED

PROJECT

DRAWN

DESIGNED


DRAWING No.

SCALE SIZE

A1



GEOTECHNICAL COMPLETION REPORTSTAGE 2B - CUT FILL PLAN

245883 065 DRG G 0002 B


L.O'SULLIVAN

S.WEBBER


R.Griffiths25.10.17

A 25.10.17 GEOTECHNICAL COMPLETION REPORT ISSUE R.GriffithsB 27.10.17 NDM AND SCALA TEST LOCATIONS ADDED R.Griffiths

Filen

ame:

Plot

Date:

Offic

e:P:

\PRO

JECT

S\24

5883

- KE

NNED

Y RO

AD D

EVEL

OPME

NT\C

ADD\

DRGS

\GET

\STA

GE 2B

\2458

83-0

65-D

RG-(S

TAGE

2B G

CR)-G

-000

2.DW

G27

/10/20

17 2:

29:27

p.m.

NZTR

G

0

SCALE 1:500

5 10 20m

NOTES1. THE CUT FILL CONTOURS ARE INDICATIVE ONLY AND MAY

NOT ACCURATELY REPRESENT CUT AND FILL DEPTHS.CUT FILL CONTOURS ARE BASED ON THE DIFFERENCEBETWEEN THE AURECON 10.10.17 AND 17.10.17 FINALLANDFORM (DRG G-0003) AND THE AURECON 2015PRE-DEVELOPMENT LANDFORM (DRG G-0001).

2. VERTICAL DATUM: MOTURIKI 1953 ORIGIN OF LEVELS BPIIDP 511944 (RL 61.16m).

3. HORIZONTAL DATUM: NZGD2000 BAY OF PLENTY.4. BOUNDARIES ARE IN TERMS OF DP505005.5. DCP AND NDM TESTS BY HIGGINS CONTRACTORS

AUCKLAND LABORATORY

NDM TEST LOCATION

DCP TEST LOCATION

234DP 511944 233

DP 511944 232DP 511944 231

DP 511944 230DP 511944 224

DP 511944

223DP 511944

204DP 511944

203DP 511944

252DP 511944

423DP 509088

DP 511944

5001DP 509088

52

934 D

P 48

618151

DP 486181

SECTION 3SO 440742

SECTION 2SO 416677

SECTION 2SO 440742

2DPS 53649

933DP 486181

ROCH

FORT

CRE

SCEN

T

BLACKLOCK ROAD

ROBL

EY R

OAD

WAG

HORN

STR

EET

TE R

ANGA

MEM

ORIA

L DRI

VE

WAG

HORN

STR

EET

TCC RESERVOIR49

50 51

52

5354

55

56

57

58

58

59

59

59

60

60

61

61

58

59

60

62

5758

5960

61

61

62

62

63

63

63

64

64

64

64

6566

60

60

60.75

HA LOT 226

AB

HA LOT 225

AB

HA LOT 229

HA LOT 237

AB

HA LOT 247

B A

HA LOT 228

HA LOT 227HA LOT

235

A

BHA LOT236A

B

HA LOT 238

AB

HA LOT 239

AB

HA LOT 240

AB

HA LOT 241

AB

HA LOT 246

BA

HA LOT 242

HA LOT248

BA

HA LOT250

BA

HA LOT 249B

A

HA LOT 422

BA

BA

BA

BA

LOT 422 SURVEYED BYAURECON 17-10-2017

A

D

C

B

HA LOT 244

B

A

HA LOT 244

1.5m

1.7m

1.46m

2.2m

2.5m

1.1m

1.45m

1.3m

1.6m

0.3m1.2

m

0.5m

2.2m

2.2m

2.3m

2.3m

1.1m

0.5m0.2

m

1.0m

0.9m

0.9m

1.5m

LEGENDFINAL LANDFORM MAJORCONTOUR AT 1.0m INTERVALS

FINAL LANDFORM MINORCONTOUR AT 0.25m INTERVALS

26

CLIENT

DATE

TITLE


CHECKED

APPROVED

PROJECT

DRAWN

DESIGNED


DRAWING No.

SCALE SIZE

A1



GEOTECHNICAL COMPLETION REPORTSTAGE 2B - FINAL LANDFORM PLAN

245883 065 DRG G 0003 B


L.O'SULLIVAN

S.WEBBER


R.Griffiths25.10.17

A 25.10.17 GEOTECHNICAL COMPLETION REPORT ISSUE R.GriffithsB 27.10.17 RETAINING UNDER CONSTRUCTION REMOVED R.Griffiths

Filen

ame:

Plot

Date:

Offic

e:P:

\PRO

JECT

S\24

5883

- KE

NNED

Y RO

AD D

EVEL

OPME

NT\C

ADD\

DRGS

\GET

\STA

GE 2B

\2458

83-0

65-D

RG-(S

TAGE

2B G

CR)-G

-000

3.DW

G27

/10/20

17 2:

29:18

p.m.

NZTR

G

0

SCALE 1:500

5 10 20m

NOTES1. VERTICAL DATUM: MOTURIKI 1953 ORIGIN OF LEVELS

BPII DP 511944 (RL 61.16m).2. HORIZONTAL DATUM: NZGD2000 BAY OF PLENTY.3. BOUNDARIES ARE IN TERMS OF DP505005.4. LOT BY LOT TESTING BY GEOTECHNICS.5. SURVEYED ON 10.10.17 AND 17.10.17 BY AURECON.6. EARTHWORKS CONTRACTOR WAIOTAHI

CONTRACTORS LTD.7. DYNAMIC CONE PENETROMETER TESTS NOT

OVER-DRILLED.

HAND AUGER

DCP PENETROMETER TEST

BUILDING RESTRICTION LINE

ENGINEER DESIGNED RETAINING WALL

NON-ENGINEERED RETAINING WALL

WALL HEIGHT

SLOPE ANALYSIS CROSS SECTION

5-

7-

7-

1.7m

Appendix C Earthworks compliance

testing reports

Appendix C Earthworks compliance testing reports

Appendix D Lot by lot ground testing

GEOTECHNICS LTD 15C Amber Crescent, Judea, Tauranga 3110 p. +64 7 571 0280 [email protected]

P O Box 317, Tauranga 3140, New Zealand f. +64 7 571 0282 www.geotechnics.co.nz

Our Ref: 1003262.1.0.0/Rep02Customer Ref: TBA

10 October 2017Aurecon Ground Level 247 Cameron Road Tauranga 3140 Attention: Richard Griffiths Dear Richard,

Kennedy Ridge Subdivision - Stage 2B

Site Report

Introduction

Geotechnics was engaged to complete Hand Auger (HA) and Scala Penetrometer (DCP) testing on proposed LOT sites at the above mentioned location.

Dates of Procedures

6, 12, 20, 27, 28 September 2017 & 2, 5 October 2017

Determining the Test Locations

A location plan illustrating proposed investigation locations was provided to Geotechnics by Richard Griffiths of Aurecon. Locations were agreed between Geotechnics and Richard prior to commencement of works.

Location Plan

The attached plan provides indicative locations only and is not to scale.

Customer’s Instructions

We were instructed to:

Complete Hand Auger investigations at the locations and depths as discussed with Richard Griffiths of Aurecon.

Carry out Shear Vane testing at approximately 300mm centres in cohesive soil.

Carry out Scala Penetrometer (DCP) testing where significant horizons of granular material is encountered.

Page 1 of 102

Specifications

None issued.

Methods

NZS 4402:1988 Test 6.5.2 - Determination of the penetration resistance of a soil (Hand method using a dynamic cone penetrometer) - Scala

NZGS 8:2001 - Test method for determining the vane shear strength of a cohesive soil using a hand held shear vane.

Material Description

Material descriptions are provided in the attached results.

Results

Results for stage 2B are attached.

Photos can be downloaded from the following link:

https://transfer.tonkinandtaylorgroup.com/message/aSvmB8IRegZTt3FGervrz7

This link will expire on 22 January 2018.

Borehole photos could not be taken for a number of sites due to weather conditions. This is the reason some lots lack photos in the link provided.

Test Remarks

Material Logging

Material logging and descriptions in the field are in general accordance with the New Zealand Geotechnical Society Inc in 'Guideline for the Field Classification of Soil and Rock for Engineering Purposes' (December 2005), excluding geological information and are based on the observational behaviour of the material.

The logs represent our best assessment of the sub-surface conditions, but due to the subjective nature of material logging, we take no responsibility for any inaccuracies or misinterpretations.

Scala

Our standard test procedure is to over-drill Scala penetrometer tests every 1m. As requested by you, we have not over-drilled these tests. This variation to the standard test method may increase friction with depth due to skin friction and the protrusion of the rod connectors. The results >1m deep may therefore not be accurate and are provided for your own interpretation and inference.

Shear Vane

Shear Vane tests are potentially unsuitable for material described in the borehole logs as ‘non-plastic’, ‘sandy SILT’ or ‘silty SAND’. Tests in these materials may not be compliant with the stated test method. Results are provided for your own interpretation and inference.

General Remarks

This report has been prepared for the benefit of Aurecon, with respect to the particular brief given to us and it cannot be relied upon in other contexts or for any other purpose without our prior review and agreement. The inherent uncertainties of site investigation work, mean the nature and continuity of subsoil away from the test location could vary from the data logged.

Page 2 of 102

https://transfer.tonkinandtaylorgroup.com/message/aSvmB8IRegZTt3FGervrz7

We provide the results and logs for your interpretation and inference.

Please reproduce this report in full when transmitting to others or including in internal reports.

If we can be of any further assistance, feel free to get in touch. Contact details are provided at the bottom of the letterhead page.

GEOTECHNICS LTD

Report prepared by: ...........................….......…............... Spoffit Reid Geotechnician

Authorised for Geotechnics by: ...........................….......…............... Paul Burton Project Director

Report checked by: ...........................….......…............... Ryan Milligan Regional Manager

24-Oct-17 t:\geotechnicsgroup\projects\1003262\1003262.1000\workingmaterial\stage 2b\report\20171010 srei kennedy ridge stage 2b report.docx

Page 3 of 102

PP

GEOTECHNICS LTD Kennedy Ridge Subdivision - Stage 2A Aurecon

10 October 2017 Our Ref: 1003262.1.0.0/Rep01

Customer Ref: TBA

LOCATION PLAN Kennedy Ridge Stage 2B - Site Investigation Plan Locations are indicative only

15C Amber Crescent Judea Tauranga 3110

Site Kennedy Ridge - Stage 2B Our Ref 1003262.1.0.0/Rep01 Drawn SREI Date 10 October 2017

Location Kennedy Ridge - Pyes Pa Your Ref TBA Checked Date 10 October 2017

Project Kennedy Ridge Subdivision - Aurecon Lab Ref 100/17 & 103/17 Scale Not to Scale

Drawing supplied by Aurecon

Page 4 of 102

Richard.Griffiths

Polygon

Richard.Griffiths

Typewritten Text

Lots 300 - 317 removed from Stage 2B scope and will be reported separately

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BOREHOLE No.: Lot 225-A

PROJECT: GTG Kennedy Ridge Stage 2B LOCATION: Pyes Pa, Tauranga JOB No.: 1003262.1000

GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,

MATERIAL COMPOSITION.

SA

MP

LE

S

ENGINEERING DESCRIPTION

20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:

DRILLED BY: Geotechnics

CHECKED: DFBLOGGED BY: SREI

HOLE FINISHED: 06/09/2017

HOLE STARTED: 06/09/2017

Description andAdditional Observations

1

2

>227 kPa

>227 kPa

211/52 kPa

159/49 kPa

162/45 kPa

130/29 kPa

SILT, with some clay, some sand; orange brown withsome greyish brown and light brown mottling. Hard;low plasticity; moist to wet; sand, fine to medium.

SILT, with minor sand; light yellowish brown. Hard;non plastic; moist; sand, fine.

SILT, with minor sand; light brown. Very stiff; lowplasticity; moist to wet; sand, fine.

End of borehole at 2.0mbgl.

No standing groundwater encountered.

0.75m: - orange brown, low plasticity

M-W

M

M-W

H

VSt

Hole Depth2m

COMMENTS:

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BOREHOLE No.: Lot 225-B


GEOLOGICAL

WA

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(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

198/36 kPa

>227 kPa

194/49 kPa

SILT, with some clay, some sand; brown with somebrownish grey and orange brown mottling. Very stiff;low plasticity; wet; sand, fine to medium.

SILT, with minor sand; dark brown, trace orangebrown mottling. Hard; non plastic; moist; sand, fine.

SILT, with minor sand; orange brown. Very stiff; nonplastic; moist; sand, fine.



0.25m: - sand, fine to coarse

W

M

VSt

H

VSt

Hole Depth1m

COMMENTS:

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GEOLOGICAL

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SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:


CHECKED: DFBLOGGED BY: DFB




1

2

>227 kPa

>227 kPa

>227 kPa

>227 kPa

>227 kPa

162/32 kPa

SILT, with trace sand; orange brown with minor darkbrown mottling. Hard, wet, low plasticity; sand, fine tomedium.

SILT, with minor sand; brown with trace orange brownmottling. Hard, moist to wet, low plasticity; sand, fine tomedium.

Sandy SILT; dark brown. Hard; moist to wet; nonplastic; sand, fine.

Silty, fine SAND; brown with trace yellowish brownmottling. Dense; moist to wet; poorly graded.

SILT, with trace sand; brown. Hard; moist to wet; lowplasticity; sand, fine.



Shear vane test results in SAND are denoted withbrackets. The material may not be suitable for the testmethod. Results are provided for customerinterpretation and inference.

0.55m: - brownish grey with minor orange brown mottling

0.70m: - orange brown with trace brownish grey mottling

1.20m: - yellowish brown with minor brown mottling

1.80m: - very stiff

W

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VSt

Hole Depth2m

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)

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GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

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HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

104/26 kPa

172/32 kPa

UTP

SILT, with minor sand; light brown with some orangebrown mottling. Very stiff; moist to wet; low plasticity;sand, fine to medium.

SILT, with minor sand; light brown with trace darkbrown mottling. Very stiff; moist; low plasticity; sand,fine to medium.

SILT, with some sand; dark brown with some darkgrey mottling. Hard; moist; low plasticity; sand, fine tomedium.



0.30m: - some sand, minor dark grey mottling

0.40m: - minor sand

M-W

M

VSt

H

Hole Depth1m

COMMENTS:

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GEOLOGICAL

WA

TE

R

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CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

162/26 kPa

194/32 kPa

113/19 kPa

SILT, with minor sand; dark brownish black. Hard;moist; non plastic; sand, fine.

SILT, with minor sand; orange brown with some darkbrown mottling. Stiff; moist to wet; low plasticity; sandfine to medium.

Fine to medium SAND, with minor silt; light brown withsome grey mottling. Medium dense; moist; poorlygraded.

SILT, with trace sand; orange brown. Very stiff; wet;low plasticity; sand, fine.



M

M-W

M

W

H

St

MD

VSt

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 9 of 102

Equipment ID

0.0

50 50 1 1050 1050 1

100 100 2 1100 1100 2

150 150 2 1150 1150 1

200 200 2 1200 1200 2

250 250 2 1250 1250 2

300 300 3 1300 1300 1

350 350 3 1350 1350 1

400 400 3 1400 1400 1

450 450 3 1450 1450 1

500 500 3 1500 1500 1

550 550 2 1550 1550 1

600 600 3 1600 1600 1

650 650 1 1650 1650 1

700 700 1 1700 1700 0.33

750 750 1 1750 1750 0.33

800 800 1 1800 1800 0.33

850 850 1 1850 1850 0.5

900 900 1 1900 1900 0.5

950 950 1 1950 1950

1000 1000 2 2000 2000

Date

Date

Date

Project Name GTG Kennedy Ridge Stage 2B Project ID

Data Entry By

Customer Project ID Aurecon

Test NumberDepth from ground surface to commencement of penetration (m)

Test Remarks

Vertical distance

driven (mm)

Depth

(mm)

Chainage Offset Lane

Lab Ref/URN

p. +64 7 571 0280 100/17

1003262.1000

Material Description Refer to HA Lot 227-A Borehole Log Test Series KennedyRidge/270917/SC

Site Location Material Source -

TGO851

Kennedy Ridge - Pyes Pa

15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

NZS 4402: 1998 Test 6.5.2 Dynamic Cone Penetrometer - Scala

BRK 6/10/2017

Number of

blows

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)

SREI 28/09/2017

Checked By

SREI 27/09/2017Tested By

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)

Number of blows per 50mm

Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD

NZS 4402 Test 6.5.2 - Dynamic Cone Penetrometer (Input Output)

Page 1 of 1

Version 3.1 - 21 September 2017

Lot 227-A

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)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

UTP

UTP

SILT, with minor sand; dark brownish black. Very stiff;moist to wet; non plastic; sand, fine.

SILT, with minor sand; orange brown. Hard; moist towet; non plastic; sand, fine to medium.

Fine to medium SAND, with some silt; light brown withsome silt; light brown. Medium dense; moist; poorlygraded.




M

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M

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H

MD

Hole Depth1m

COMMENTS:

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Equipment ID

0

Zone Gridline Level

50 50 0.5

100 100 0.5

150 150 4

200 200 3

250 250 2

300 300 3

350 350 4

400 400 4

450 450 4

500 500 4

550 550 3

600 600 2

650 650 2

700 700 2

750 750 2

800 800 1

850 850 1

900 900 2

950 950

1000 1000

Date

Date

Checked By Date

Number of blows


Tested By 27/09/2017

28/09/2017

Kennedy Ridge - Pyes Pa

AureconCustomer Project ID

Refer to HA Lot 227-B Borehole Log Test Series

Test Number

Site Location

Material Description

6/10/2017

SREI

SREI

BRK

Project Name

Data Entry By

Test Remarks

Vertical distance

driven (mm)Depth (mm)

Material Source

GTG Kennedy Ridge Stage 2B

KennedyRidge/270917/SC

TGO851

-

p. +64 7 571 0280

Project ID 1003262.1000

15C Amber Crescent

Judea

Tauranga 3110

New Zealand

100/17

Page 1 of 1

Lab Ref/URN

Depth from ground surface to commencement of penetration (m)

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 227-B

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)

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GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

UTP

113/16 kPa

SILT, with minor sand, trace shell fragments; darkbrownish black. Very stiff; moist to wet; non plastic;sand, fine to medium.

SILT, with some sand; orange brown. Hard; moist towet; non plastic; sand, fine to medium.

Fine to medium SAND, with minor silt; brown. Mediumdense; moist; poorly graded.

SILT, with some sand; light yellowish brown. Very stiff;wet; low plasticity; sand, fine to medium.



0.70m: - trace silt

1.40m: - minor silt, moist to wet

1.80m: - trace sand; sand, fine

M-W

M

M-W

W

VSt

H

MD

VSt

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 13 of 102

Equipment ID

0.0

50 50 1 1050 1050 2

100 100 2 1100 1100 2

150 150 5 1150 1150 2

200 200 4 1200 1200 3

250 250 4 1250 1250 2

300 300 3 1300 1300 3

350 350 2 1350 1350 2

400 400 3 1400 1400 1

450 450 1 1450 1450 1

500 500 1 1500 1500 2

550 550 3 1550 1550 1

600 600 4 1600 1600 2

650 650 4 1650 1650 1

700 700 4 1700 1700 2

750 750 3 1750 1750 2

800 800 3 1800 1800 1

850 850 3 1850 1850 2

900 900 3 1900 1900 2

950 950 2 1950 1950

1000 1000 2 2000 2000

Date

Date

Date

Test Remarks

Tested By SREI 27/09/2017

Data Entry By SREI 28/09/2017

Checked By BRK 6/10/2017

Number of

blows


Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)


Depth from ground surface to commencement of penetration (m) Test Number

Customer Project ID Aurecon TGO851

Site Location Kennedy Ridge - Pyes Pa Material Source -

Lab Ref/URN

p. +64 7 571 0280 100/17


Project Name GTG Kennedy Ridge Stage 2B Project ID 1003262.1000

15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 228-A

Page 14 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

7 A

M -

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duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

94/16 kPa

97/26 kPa

SILT, with some sand; orange brown with minor brownand greyish brown mottling. Hard; moist; non plastic;sand, fine to medium.

SILT, with some clay, minor sand; brown with minorblack speckling. Stiff; wet; low plasticity; sand, fine.



0.30m: - moist to wet, low plasticity

M

M-W

W

H

St

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 15 of 102

Equipment ID

0

Zone Gridline Level

50 50 1

100 100 3

150 150 4

200 200 3

250 250 5

300 300 4

350 350 3

400 400 2

450 450 1

500 500 2

550 550 2

600 600 1

650 650 1

700 700 3

750 750 1

800 800 1

850 850 1

900 900 1

950 950

1000 1000

Date

Date

Checked By DateBRK 6/10/2017



Vertical distance

driven (mm)Depth (mm) Number of blows

Test Remarks

Material Description Refer to HA Lot 228-B Borehole Log Test Series KennedyRidge/270917/SC




Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 228-B

Page 16 of 102

Bore

Log -

24/1

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7 A

M -

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ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

SILT, with minor sand; dark brownish black. Stiff; moistto wet; non plastic; sand, fine.

SILT, with minor sand; orange brown with trace darkbrown mottling. Hard; moist to wet; low plasticity; sand,fine to medium.

Fine to medium SAND, with minor silt; light yellowishbrown. Medium dense; moist to wet; poorly graded.

Fine to medium SAND with trace silt; orange brown.Medium dense; moist; poorly graded.

Fine to medium SAND, with trace silt; light brown.Dense; moist; poorly graded.



M-W

M

St

H

MD

MD-D

D

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 17 of 102

Equipment ID

0.0

50 50 1 1050 1050 1

100 100 1 1100 1100 1

150 150 1 1150 1150 1

200 200 1 1200 1200 1

250 250 1 1250 1250 1

300 300 1 1300 1300 1

350 350 5 1350 1350 2

400 400 3 1400 1400 2

450 450 3 1450 1450 1

500 500 2 1500 1500 1

550 550 2 1550 1550 1

600 600 2 1600 1600 1

650 650 2 1650 1650 1

700 700 2 1700 1700 1

750 750 1 1750 1750 1

800 800 1 1800 1800 1

850 850 1 1850 1850 2

900 900 1 1900 1900 2

950 950 1 1950 1950

1000 1000 1 2000 2000

Date

Date

Date

Test Remarks




Number of

blows


Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 229-A

Page 18 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

7 A

M -

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duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

78/26 kPa

SILT, with minor sand; dark brownish black. Stiff; moistto wet; non plastic; sand, fine.

SILT, with some sand; light yellowish brown. Stiff; wet;non plastic; sand, fine to medium.

Fine to medium SAND, with minor silt; light brown.Medium dense; moist to wet; poorly graded.

Fine to coarse SAND, with trace silt; orange brown.Medium dense; moist to wet; well graded.



0.90m: - light brown with trace orange brown mottling

M-W

W

M-W

St

MD

MD-D

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 19 of 102

Equipment ID

0

Zone Gridline Level

50 50 1

100 100 0.33

150 150 0.33

200 200 0.33

250 250 0.33

300 300 0.33

350 350 0.33

400 400 0.5

450 450 0.5

500 500 1

550 550 1

600 600 1

650 650 0.5

700 700 0.5

750 750 1

800 800 1

850 850 1

900 900 1

950 950

1000 1000

Date

Date




Vertical distance


Test Remarks





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 229-B

Page 20 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

7 A

M -

Pro

duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

194/32 kPa

198/18 kPa

UTP

UTP

UTP

UTP

SILT, with some sand; blackish dark brown, withorange brown mottling. Stiff; non-plastic; moist; sand,fine.

SILT, with some clay, minor sand; dark brown. Verystiff; low plasticity; moist; sand, fine.

SILT, with some clay, some sand; orange brown. Verystiff; low plasticity; moist to wet; sand, fine to medium.

Sandy SILT; orange brown, with minor black mottling.Hard; non-plastic; wet; sand, fine to medium.

SILT, with some sand; orange brown. Hard; lowplasticity; wet; sand, fine to medium.

End of borehole at 2.0 mbgl.


0.90m: - hard

M

M-W

W

St

VSt

H

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 21 of 102

Equipment ID

0.0

50 50 1 1050 1050 2

100 100 3 1100 1100 1

150 150 4 1150 1150 2

200 200 4 1200 1200 1

250 250 3 1250 1250 3

300 300 2 1300 1300 2

350 350 3 1350 1350 3

400 400 2 1400 1400 2

450 450 2 1450 1450 2

500 500 4 1500 1500 2

550 550 4 1550 1550 2

600 600 3 1600 1600 2

650 650 2 1650 1650 1

700 700 2 1700 1700 2

750 750 2 1750 1750 1

800 800 1 1800 1800 0.5

850 850 3 1850 1850 0.5

900 900 2 1900 1900 1

950 950 2 1950 1950

1000 1000 1 2000 2000

Date

Date

Date

Test Remarks




Number of

blows


Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 235-A

Page 22 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

7 A

M -

Pro

duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

113/16 kPa

146/29 kPa

139/16 kPa

Silty, with minor sand; blackish dark brown, with minororange mottling. Stiff; low plasticity; wet; sand, fine tomedium.

SILT, with some sand; orange brown. Very stiff; non-plastic; wet; sand, fine to medium.

SILT, with some sand, some clay; orange brown, withminor dark brown mottling. Very stiff; low plasticity;wet.

Sandy SILT; orange brown. Very stiff; non-plastic; wet;sand, fine to medium.



W St

VSt

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 23 of 102

Equipment ID

0

Zone Gridline Level

50 50 0.5

100 100 0.5

150 150 0.33

200 200 0.33

250 250 0.33

300 300 5

350 350 4

400 400 3

450 450 2

500 500 2

550 550 2

600 600 1

650 650 0.5

700 700 0.5

750 750 1

800 800 1

850 850 1

900 900 1

950 950

1000 1000

Date

Date




Vertical distance


Test Remarks





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 235-B

Page 24 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

7 A

M -

Pro

duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:


CHECKED: MTNLOGGED BY: SREI




1

2

UTP

UTP

98/16 kPa

89/16 kPa

64/32 kPa

70/29 kPa

SILT, with minor sand; greyish dark brown. Stiff; non-plastic; wet; sand, fine to medium.

Fine to medium SAND, with minor silt; orange brown.Hard; moist; poorly graded.

SILT, with minor sand; light yellowish brown. Stiff; highplasticity; moist to wet; sand, fine to medium.

Fine to coarse SAND, with minor silt; light brown, withminor light grey mottling. Medium dense; moist; wellgraded.




0.45m: - light yellowish brown

1.10m: - some sand

W

M

M-W

M

St

H

St

MD

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 25 of 102

Equipment ID

0.0

50 50 1 1050 1050 1

100 100 0.33 1100 1100 1

150 150 0.33 1150 1150 2

200 200 0.33 1200 1200 1

250 250 6 1250 1250 2

300 300 7 1300 1300 1

350 350 6 1350 1350 1

400 400 6 1400 1400 1

450 450 5 1450 1450 2

500 500 5 1500 1500 1

550 550 5 1550 1550 2

600 600 4 1600 1600 2

650 650 3 1650 1650 1

700 700 4 1700 1700 1

750 750 2 1750 1750 2

800 800 0.5 1800 1800 1

850 850 0.5 1850 1850 1

900 900 0.33 1900 1900 2

950 950 0.33 1950 1950

1000 1000 0.33 2000 2000

Date

Date

Date

Test Remarks




Number of

blows


Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 236-A

Page 26 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

7 A

M -

Pro

duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

UTP

UTP

SILT, with minor sand; dark brown. Stiff; non-plastic;moist; sand, fine to medium.

Fine to medium SAND, with minor silt; orange brown.Medium dense; low plasticity; moist; poorly graded.




M St

H

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 27 of 102

Equipment ID

0

Zone Gridline Level

50 50 1

100 100 3

150 150 4

200 200 3

250 250 2

300 300 3

350 350 3

400 400 2

450 450 3

500 500 2

550 550 2

600 600 2

650 650 1

700 700 1

750 750 2

800 800 1

850 850 1

900 900 1

950 950

1000 1000

Date

Date




Vertical distance


Test Remarks





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 236-B

Page 28 of 102

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GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

>196 kPa

112/28 kPa

>196 kPa

UTP

UTP

UTP

SILT, with minor sand; greyish dark brown, with minororange brown and dark brown mottling. Stiff; non-plastic; wet; sand, fine.

Silty, fine to coarse SAND; light brownish yellow.Medium dense; moist; well graded.

Fine to medium SAND, with minor silt; light brownishgrey. Medium dense; moist to wet; poorly graded.

SILT, with minor sand; dark brown, with trace orangemottling. Very stiff; low plasticity; moist to wet; sand,fine.




1.20m: - hard

1.80m: - orange brown

W

M

M-W

St

MD

VSt

H

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 29 of 102

Equipment ID

0.0

50 50 0.5 1050 1050

100 100 0.5 1100 1100

150 150 2 1150 1150

200 200 2 1200 1200

250 250 2 1250 1250

300 300 2 1300 1300

350 350 4 1350 1350

400 400 4 1400 1400

450 450 2 1450 1450

500 500 2 1500 1500

550 550 3 1550 1550

600 600 2 1600 1600

650 650 0.2 1650 1650

700 700 0.2 1700 1700

750 750 0.2 1750 1750

800 800 0.2 1800 1800

850 850 0.2 1850 1850

900 900 1 1900 1900

950 950 1950 1950

1000 1000 2000 2000

Date

Date

Date

Test Remarks




Number of

blows


Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 237-A

Page 30 of 102

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v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

175/36 kPa

UTP

SILT, with minor sand; dark brown. Stiff; non-plastic;wet; sand, fine.

SILT, with minor sand; orange brown. Stiff; non-plastic;wet; sand, fine.

SILT, with trace sand; dark brown. Hard; low plasticity;moist to wet; sand, fine.

SILT, with trace sand; orange brown. Hard; lowplasticity; moist to wet; sand, fine.



0.60m: - very stiff

0.70m: - minor orange brown mottling

W

M-W

St

H

VSt

H

HA

100

DR

Y1

7/1

0/2

01

7

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 31 of 102

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oc

v3.1

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SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

114/29 kPa

111/32 kPa

127/29 kPa

143/25 kPa

70/19 kPa

SILT, with minor sand; greyish dark brown. Stiff; non-plastic; wet; sand, fine.

SILT, with minor sand; orange brown. Hard; lowplasticity; moist to wet; sand, fine.

SILT, with trace sand; orange brown. Very stiff; lowplasticity; moist to wet; sand, fine.

Clayey SILT, with trace sand; orange brown. Very stiff;low plasticity; moist to wet; sand, fine.

Silty, fine to medium SAND; light yellowish brown.Medium dense; moist to wet; poorly graded.



0.30m: - trace sand, hard

0.60m: - very stiff

1.80m: - stiff

W

M-W

St

H

VSt

St

MD

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 32 of 102

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oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

UTP

81/16 kPa

SILT, with minor sand; greyish brown, with orangebrown mottling. Hard; non-plastic; moist to wet; sand,fine.

SILT, with some sand; orange brown. Hard; non-plastic; moist to wet; sand, fine.

SILT, with some clay, trace sand; light greyish brown,with minor orange brown mottling. Stiff; high plasticity;wet; sand, fine.



0.60m: - low plasticity

W

M-W

W

H

St

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 33 of 102

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v3.1

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SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

>196 kPa

51/22 kPa

70/31 kPa

62/39 kPa

64/42 kPa

0/- kPa

SILT, with minor sand; light greyish brown. Stiff; non-plastic; saturated; sand, fine.

SILT, with minor sand; orange brown, with some lightgreyish mottling. Very stiff; low plasticity; moist to wet;sand, fine.

SILT, with trace sand; light brownish yellow. Very stiff;low plasticity; moist to wet; sand, fine.

Silty, fine to medium SAND; brown, with some lightyellow mottling. Loose; moist to wet; poorly graded.

Fine to medium SAND, with minor silt; orange brown,with some light yellowish brown and dark brownmottling. Loose; moist; poorly graded.




0.60m: - stiff

S

M-W

M

St

VSt

St

L

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 34 of 102

Equipment ID

0.0

50 50 0.5 1050 1050 1

100 100 0.5 1100 1100 1

150 150 2 1150 1150 1

200 200 1 1200 1200 2

250 250 2 1250 1250 2

300 300 2 1300 1300 1

350 350 3 1350 1350 2

400 400 2 1400 1400 2

450 450 3 1450 1450 2

500 500 1 1500 1500 2

550 550 0.5 1550 1550 1

600 600 0.5 1600 1600 2

650 650 0.5 1650 1650 1

700 700 0.5 1700 1700 2

750 750 0.5 1750 1750 1

800 800 0.5 1800 1800 2

850 850 0.5 1850 1850 1

900 900 0.5 1900 1900 2

950 950 1 1950 1950

1000 1000 1 2000 2000

Date

Date

Date

Test Remarks




Number of

blows


Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 239-A

Page 35 of 102

Bore

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ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

91/23 kPa

97/26 kPa

SILT, with minor sand; dark brown. Stiff; non-plastic;moist to wet; sand, fine to medium.

SILT, with some sand; orange brown. Hard; non-plastic; moist to wet; sand, fine to medium.

Fine to medium SAND, with minor silt; orange brown.Medium dense; moist to wet; poorly graded.

Clayey SILT, with minor sand; orange brown. Stiff;high plasticity; wet; sand, fine.

Silty, fine to medium SAND; light yellowish brown, withtrace orange brown mottling. Loose; wet; poorlygraded.




M-W

W

St

H

MD

St

L

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 36 of 102

Equipment ID

0

Zone Gridline Level

50 50 1

100 100 2

150 150 2

200 200 3

250 250 4

300 300 4

350 350 3

400 400 3

450 450 3

500 500 1

550 550 0.33

600 600 0.33

650 650 0.33

700 700 0.5

750 750 0.5

800 800 0.5

850 850 0.5

900 900 1

950 950

1000 1000

Date

Date




Vertical distance


Test Remarks





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 239-B

Page 37 of 102

Bore

Log -

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d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

95/16 kPa

111/22 kPa

60/14 kPa

64/14 kPa

>222 kPa

>222 kPa

SILT, with minor sand; dark brown. Stiff; non-plastic;wet; sand, fine to medium.

SILT, with minor sand; brownish orange. Stiff; lowplasticity; wet; sand, fine to medium.

SILT, with some sand; brownish orange. Stiff; non-plastic; wet; sand, fine to coarse.

SILT, with minor sand; orange brown. Very stiff; non-plastic; wet; sand, fine to medium.

Silty, fine to coarse SAND; light brownish yellow, withminor dark brown mottling. Medium dense; moist; wellgraded.

SILT, with trace sand; dark brown. Hard; low plasticity;moist; sand, fine.




0.90m: - stiff

W

M

M-W

St

VSt

St

MD

H

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 38 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

7 A

M -

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duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

UTP

UTP

SILT, with minor sand; greyish dark brown. Stiff; non-plastic; moist to wet; sand, fine.

SILT, with some sand, some clay; orange brown.Hard; low plasticity; moist to wet; sand, fine.

Silty, fine to medium SAND; light brownish grey.Medium dense; wet; poorly graded.

Fine to coarse SAND, with minor silt; brownish lightyellow. Loose; wet; well graded.

SILT, with some clay, trace sand; dark brown. Hard;high plasticity; moist to wet.



M-W

W

M-W

St

H

MD

L

H

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 39 of 102

Equipment ID

0

Zone Gridline Level

50 50 1

100 100 1

150 150 2

200 200 3

250 250 2

300 300 1

350 350 3

400 400 2

450 450 2

500 500 3

550 550 0.33

600 600 0.33

650 650 0.33

700 700 2

750 750 1

800 800 1

850 850 1

900 900 1

950 950

1000 1000

Date

Date




Vertical distance


Test Remarks





Lab Ref/URN

p. +64 7 571 0280 100/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 240-B

Page 40 of 102

Bore

Log -

24/1

0/2

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M -

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duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

178/25 kPa

76/13 kPa

>222 kPa

UTP

UTP

SILT, with minor sand; dark brownish grey. Stiff; lowplasticity; wet; sand, fine to medium.

SILT, with some sand; orange brown. Very stiff; non-plastic; moist to wet; sand, fine to medium.

SILT, with minor sand; light brown. Very stiff; lowplasticity; moist to wet; sand, fine to medium.

Fine to coarse SAND, with trace silt; light greyishyellow. Medium dense; low plasticity; moist to wet;sand, fine.

SILT, with minor sand; dark brown. Hard; lowplasticity; moist to wet; sand, fine.

SILT, with trace sand; orange brown. Hard; lowplasticity; dry to moist; sand, fine.



W

M-W

D-M

St

VSt

MD

H

Hole Depth2m

COMMENTS:

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GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

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(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:


CHECKED: MTNLOGGED BY: LIMU




1

2

UTP

79/19 kPa

76/25 kPa

SILT, with trace sand; dark brown. Stiff; non-plastic;wet; sand, fine.

SILT, with trace sand; brown. Hard; low plasticity; wet;sand, fine.

SILT, with trace sand; light yellowish brown. Hard; lowplasticity; moist; sand, fine.

SILT, with some sand; yellowish brown. Stiff; non-plastic; moist; sand, fine to medium.

Silty, fine to medium SAND; yellowish dark brown.Medium dense; moist; poorly graded.



0.60m: - stiff

W

M

St

H

St

MD

Hole Depth1m

COMMENTS:

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GEOLOGICAL

WA

TE

R

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FE

CT

SP

AC

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(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

3

4

5

194/41 kPa

130/16 kPa

127/32 kPa

159/29 kPa

156/29 kPa

187/29 kPa

191/32 kPa

64/22 kPa

111/22 kPa

124/25 kPa

79/22 kPa

>222 kPa

>222 kPa

>222 kPa

>222 kPa

206/60 kPa

SILT, with minor sand; dark brownish grey, with someorange brown mottling. Stiff; non-plastic; moist to wet;sand, fine to medium.

SILT, with minor sand; dark brown, with some lightbrown mottling. Very stiff; non-plastic; dry to moist;sand, fine.

SILT, with some sand; light yellowish brown. Very stiff;non-plastic; moist; sand, fine.

SILT, with trace sand; light yellowish brown. Very stiff;non-plastic; moist; sand, fine.

SILT, with minor sand; light yellowish brown. Very stiff;non-plastic; moist; sand, fine to medium.

SILT, with minor sand; light brownish yellow. Very stiff;low plasticity; moist to wet; sand, fine to medium,pumiceous.

SILT, with some clay, minor sand; dark brown. Hard;high plasticity; moist; sand, fine to medium.

SILT, with trace sand; orange brown. Hard; lowplasticity; wet; sand, fine.

SILT, with minor sand; light greyish orange brown.Hard; low plasticity; wet; sand, fine to medium,pumiceous.



1.95m: - some sand

2.00m: - minor orange brown mottling

2.30m: - sand, fine to coarse, brownish orange

2.40m: - orange brown, stiff

2.55m: - some sand, pumiceous, completely weathered,dark brown

2.95m: - wet

3.75m: - dry to moist

4.40m: - non-plastic, moist

M-W

D-M

M

M-W

M

D-M

W

M

W

St

VSt

St

VSt

H

Hole Depth5m

COMMENTS:

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Page 43 of 102

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GEOLOGICAL

WA

TE

R

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FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

3

4

5

191/44 kPa

111/29 kPa

114/29 kPa

124/22 kPa

121/19 kPa

>222 kPa

159/25 kPa

156/32 kPa

143/25 kPa

143/44 kPa

UTP

>222 kPa

>222 kPa

>222 kPa

156/38 kPa

140/32 kPa

SILT, with trace sand, trace rootlets; dark brownishblack. Stiff; non-plastic; moist.

SILT, with trace sand; dark brown. Very stiff; non-plastic; moist; sand, fine.

SILT, with trace sand; orange brown. Very stiff; non-plastic; moist; sand, fine.

SILT, with trace sand; orange brown. Very stiff; lowplasticity; wet; sand, fine.

SILT, with minor sand; orange brown. Very stiff; lowplasticity; moist to wet; sand, fine to medium.

SILT, with minor sand; light yellowish brown. Very stiff;low plasticity; wet; sand, fine to medium, pumiceous.

Silty, fine to medium SAND; light yellowish brown.Medium dense; wet; poorly graded.

Fine to medium SAND, with minor silt; light yellowishbrown. Medium dense; moist to wet; poorly graded.

SILT, with minor sand; dark brown. Hard; lowplasticity; moist to wet; sand, fine to medium.

SILT, with some clay, trace sand; orange brown. Verystiff; high plasticity; wet; sand, fine.




0.30m: - very stiff

1.20m: - low plasticity

1.80m: - hard

1.85m: - minor sand

2.35m: - some sand, fine to coarse, pumiceous, completelyweathered

2.70m: - minor light brown and orange brown mottling

3.85m: - non-plastic, moist

4.60m: - some sand, low plasticity

M

W

M

W

M-W

M

W

St

VSt

St

H

VSt

MD

H

VSt

Hole Depth5m

COMMENTS:

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GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:


CHECKED: MTNLOGGED BY: THOV




1

2

3

4

5

149/49 kPa

104/29 kPa

126/36 kPa

123/29 kPa

94/29 kPa

78/26 kPa

84/29 kPa

77/39 kPa

>227 kPa

SILT, with trace sand, trace rootlets; dark brown. Firm;non-plastic; moist; sand, fine.

SILT, with minor sand; brown. Very stiff; non-plastic;dry to moist; sand, fine.

SILT, with some sand; brownish orange. Very stiff; lowplasticity; moist; sand, fine.

SILT, with trace sand; yellowish brown. Stiff; lowplasticity; moist; sand, fine, pumiceous.

Silty, fine to medium SAND; light brownish yellow.Loose; wet; poorly graded.

SILT, with trace sand; brown. Hard; non-plastic; dry tomoist; sand, fine.



1.50m: - stiff

M

D-M

M

W

D-M

F

VSt

St

VSt

St

L

H

Hole Depth3.25m

COMMENTS:

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GEOLOGICAL

WA

TE

R

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FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

3

4

5

76/16 kPa

95/16 kPa

95/22 kPa

95/19 kPa

172/29 kPa

130/29 kPa

108/25 kPa

95/19 kPa

187/22 kPa

>222 kPa

178/29 kPa

137/35 kPa

140/32 kPa

118/48 kPa

114/41 kPa

SILT, with trace sand, trace rootlets; dark brownishblack. Stiff; non-plastic; moist; sand, fine.

SILT, with minor sand; brown. Stiff; non-plastic; moist;sand, fine to medium.

SILT, with minor sand; light yellowish brown. Stiff; non-plastic; moist to wet; sand, fine.

SILT, with some sand; orange brown. Very stiff; lowplasticity; wet; sand, fine to coarse, pumiceous,completely weathered.

SILT, with minor sand; orange brown. Stiff; lowplasticity; wet; sand, fine to medium.

SILT, with trace sand; light yellowish brown. Very stiff;low plasticity; wet; sand, fine.

SILT, with some sand; orange brown. Hard; non-plastic; wet; sand, fine to medium.

Clayey SILT, with trace sand; light yellowish brown.Very stiff; high plasticity; wet; sand, fine.

SILT, with some sand; orange brown. Very stiff; non-plastic; wet; sand, fine to coarse, pumiceous.

Sandy SILT; light brown, with some dark brownishgrey mottling. Very stiff; non-plastic; wet; sand, fine tocoarse, pumiceous.




1.30m: - low plasticity, wet

1.50m: - very stiff

1.90m: - some sand, non-plastic

2.20m: - brownish orange

2.70m: - some dark brownish grey mottling

3.30m: - very stiff

3.40m: - minor sand, low plasticity

4.05m: - minor sand, low plasticity

M

M-W

W

St

VSt

St

VSt

H

VSt

Hole Depth5m

COMMENTS:

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SHEET: 1 OF 1

BOREHOLE No.: Lot 244-C


GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

3

4

5

104/42 kPa

62/23 kPa

94/26 kPa

94/36 kPa

126/32 kPa

168/45 kPa

149/45 kPa

149/42 kPa

162/29 kPa

178/71 kPa

UTP

>227 kPa

>227 kPa

>227 kPa

SILT, with trace sand, trace fibrous organics; darkbrown. Firm; non-plastic; moist; sand, fine.

SILT, with trace sand; brown. Very stiff; non-plastic;dry to moist; sand, fine.

SILT, with minor sand; light yellowish brown. Stiff; non-plastic; moist; sand, fine, pumiceous.

SILT, with some sand; brown. Very stiff; low plasticity;moist; sand, fine to medium, pumiceous.

Fine to medium SAND, with minor silt; yellowishbrown. Medium dense; wet; poorly graded.

SILT, with trace sand; brown. Hard; low plasticity; dryto moist; sand, fine.

SILT, with some clay; light yellowish brown. Hard; lowplasticity; moist.



2.40m: - light orange

M

D-M

M

W

D-M

M

F

VSt

St

VSt

MD

H

Hole Depth5m

COMMENTS:

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SHEET: 1 OF 1

BOREHOLE No.: Lot 244-D


GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

3

4

5

55/29 kPa

53/32 kPa

52/29 kPa

40/26 kPa

100/44 kPa

65/36 kPa

94/36 kPa

97/32 kPa

94/35 kPa

87/36 kPa

120/39 kPa

181/45 kPa

162/36 kPa

207/68 kPa

>227 kPa

Organic SILT, with trace sand; dark brown. Stiff; non-plastic; moist; fibrous organics: sand, fine.

Organic SILT, with trace sand; black. Very stiff; non-plastic; dry to moist; sand, fine.

SILT, with some sand; brown. Stiff; non-plastic; moist;sand, fine to medium.

SILT, with trace sand; light brown. Stiff; low plasticity;moist; sand, fine.

SILT, with minor sand; orange brown. Very stiff; lowplasticity; moist; sand, fine to medium, pumiceous.

Silty, fine to medium SAND; orange brown. Mediumdense; wet; poorly graded.




4.20m: - hard

M

D-M

M

W

St

VSt

St

VSt

H

MD

Hole Depth5m

COMMENTS:

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v3.1

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SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

162/32 kPa

49/19 kPa

36/19 kPa

23/13 kPa

104/19 kPa

113/23 kPa

SILT, with minor sand, trace rootlets; dark brown. Stiff;non-plastic; moist to wet; sand, fine.

SILT, with minor sand; orange brown. Very stiff; lowplasticity; wet; sand, fine.

SILT, with some sand; brownish orange. Very stiff;non-plastic; moist to wet; sand, fine to medium,pumiceous.

SILT, with minor sand; orange brown. Firm; lowplasticity; wet; sand, fine.

Silty, fine to medium SAND; orange brown. Mediumdense; wet; poorly graded.

Fine to coarse SAND, with minor silt; light brownishyellow, with minor brownish orange mottling. Loose;wet; well graded.

Silty, fine to medium SAND; light yellowish brown.Medium dense; wet; poorly graded.

Fine to coarse SAND, with some silt; light yellowishbrown. Medium dense; wet; well graded.




0.60m: - firm

M-W

W

M-W

W

St

VSt

F

MD

L

MD

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 49 of 102

Equipment ID

0.0

50 50 1 1050 1050 3

100 100 2 1100 1100 2

150 150 1 1150 1150 2

200 200 1 1200 1200 1

250 250 1 1250 1250 2

300 300 0.5 1300 1300 1

350 350 0.5 1350 1350 2

400 400 0.5 1400 1400 3

450 450 0.5 1450 1450 2

500 500 1 1500 1500 1

550 550 1 1550 1550 2

600 600 2 1600 1600 1

650 650 1 1650 1650 2

700 700 1 1700 1700 1

750 750 2 1750 1750 2

800 800 1 1800 1800 3

850 850 2 1850 1850 3

900 900 2 1900 1900 3

950 950 2 1950 1950

1000 1000 3 2000 2000

Date

Date

Date

Test Remarks




Number of

blows

Zone Gridline Level

Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





Lab Ref/URN

p. +64 7 571 0280 103/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 246-A

Page 50 of 102

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GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

162/16 kPa

113/29 kPa

146/29 kPa

SILT, with trace sand; blackish dark brown. Stiff; lowplasticity; moist; sand, fine.

SILT, with minor sand; light yellowish brown, withsome light brown and orange brown mottling. Stiff; lowplasticity; moist; sand, fine to medium.

SILT, with minor sand; orange brown. Very stiff; non-plastic; moist to wet; sand, fine.



0.45m: - low plasticity, wet


M

M-W

W

St

VSt

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 51 of 102

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Log -

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017 9

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M -

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ore

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by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

194/29 kPa

172/23 kPa

159/49 kPa

130/32 kPa

>227 kPa

>227 kPa

SILT, with minor sand; greyish dark brown. Stiff; non-plastic; wet; sand, fine to medium.

SILT, with minor sand; brownish orange. Very stiff; lowplasticity; moist; sand, fine to medium, pumiceous.

SILT, with minor sand, trace fibrous organics; brown.Very stiff; low plasticity; wet; sand, fine.

Sandy SILT; light yellowish brown. Very stiff; non-plastic; wet; sand, fine.

Silty SAND; light yellowish brown. Medium dense; wet;poorly graded.

SILT, with trace sand; dark brown. Hard; low plasticity;wet; sand, fine.




W

M

W

St

VSt

MD

H

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 52 of 102

Equipment ID

0.0

50 50 1 1050 1050 1

100 100 2 1100 1100 1

150 150 1 1150 1150 1

200 200 2 1200 1200 1

250 250 1 1250 1250 0.5

300 300 1 1300 1300 0.5

350 350 1 1350 1350 2

400 400 1 1400 1400 1

450 450 0.5 1450 1450 2

500 500 0.5 1500 1500 3

550 550 0.5 1550 1550 2

600 600 0.5 1600 1600 3

650 650 1 1650 1650 3

700 700 1 1700 1700 2

750 750 1 1750 1750 2

800 800 1 1800 1800 1

850 850 1 1850 1850 2

900 900 2 1900 1900 1

950 950 1 1950 1950

1000 1000 1 2000 2000

Date

Date

Date

Test Remarks




Number of

blows

Zone Gridline Level

Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





Lab Ref/URN

p. +64 7 571 0280 103/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 247-A

Page 53 of 102

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GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

104/23 kPa

194/26 kPa

SILT, with minor sand; dark brown, with some lightyellowish brown mottling. Stiff; non-plastic; wet; sand,fine to medium.

Fine to medium SAND, with minor silt; light yellowishbrown. Medium dense; wet; poorly graded.

Fine to coarse SAND, with minor sand; light yellowishbrown. Medium dense; wet; well graded.

SILT, with trace sand; dark brown. Very stiff; lowplasticity; wet; sand, fine.




W St

MD

VSt

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 54 of 102

Equipment ID

0

Zone Gridline Level

50 50 1

100 100 2

150 150 2

200 200 2

250 250 3

300 300 3

350 350 3

400 400 3

450 450 2

500 500 2

550 550 2

600 600 1

650 650 2

700 700 1

750 750 0.5

800 800 0.5

850 850 0.5

900 900 0.5

950 950

1000 1000

Date

Date




Vertical distance


Test Remarks





Lab Ref/URN

p. +64 7 571 0280 103/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 247-B

Page 55 of 102

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Log -

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by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

204/23 kPa

>227 kPa

UTP

UTP

191/29 kPa

172/23 kPa

SILT, with minor sand; dark grey, with trace lightbrown mottling. Stiff; non-plastic; wet; sand, fine tomedium.

Fine to coarse SAND, with minor silt; light greyishwhite. Medium dense; wet; well graded.

SILT, with minor sand; dark brown. Hard; non-plastic;wet; sand, fine.

SILT, with trace sand; orange brown. Hard; lowplasticity; moist to wet; sand, fine.




0.60m: - low plasticity, moist to wet


1.50m: - very stiff

W

M-W

St

MD

H

H

VSt

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 56 of 102

Bore

Log -

24/1

0/2

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M -

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by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

91/23 kPa

133/23 kPa

178/32 kPa

Fine SAND, with minor silt; light greyish brown.Medium dense; wet; poorly graded.

Fine to coarse SAND, with minor silt; light greyishbrown. Medium dense; wet; poorly graded.

SILT, with minor sand; dark brown. Stiff; low plasticity;wet; sand, fine.

SILT, with trace sand; brownish orange. Very stiff; lowplasticity; wet; sand, fine.




0.60m: - very stiff


W MD

St

VSt

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 57 of 102

Bore

Log -

24/1

0/2

017 9

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M -

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-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

81/29 kPa

78/26 kPa

65/16 kPa

113/29 kPa

162/36 kPa

159/32 kPa

SILT, with minor sand; dark brownish black. Stiff; non-plastic; wet; sand, fine to medium.

Silty, fine to medium SAND; light brownish grey.Medium dense; wet; poorly graded.

Fine to coarse SAND, with minor silt; light brownishgrey. Medium dense; wet; well graded.

SILT, with minor sand; dark brown. Stiff; low plasticity;moist to wet; sand, fine.

SILT, with trace sand; brownish orange. Stiff; lowplasticity; wet; sand, fine.

SILT, with some sand; brownish orange. Very stiff; lowplasticity; wet; sand, fine to medium.




1.20m: - very stiff

W

M-W

W

St

MD

St

VSt

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 58 of 102

Equipment ID

0

Zone Gridline Level

50 50 1

100 100 1

150 150 1

200 200 2

250 250 1

300 300 2

350 350 2

400 400 0.5

450 450 0.5

500 500 0.33

550 550 0.33

600 600 0.33

650 650 0.5

700 700 0.5

750 750 1

800 800 0.5

850 850 0.5

900 900 1

950 950

1000 1000

Date 5/10/2017

Date


Tested By SREI


Vertical distance


Test Remarks





Lab Ref/URN

p. +64 7 571 0280 103/17



15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)



GEOTECHNICS LTD


Page 1 of 1


Lot 249-A

Page 59 of 102

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Log -

24/1

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ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

84/16 kPa

65/19 kPa

65/16 kPa

SILT, with minor sand; blackish dark brown. Stiff; non-plastic; wet; sand, fine to medium.

SILT, with minor sand, trace fibrous organics; orangebrown. Stiff; low plasticity; wet.

Silty, fine to medium SAND, with minor fibrousorganics; brownish orange. Medium dense; wet; poorlygraded.

Silty, fine to coarse SAND; brownish orange. Mediumdense; wet; well graded.

Silty, fine to medium SAND; light brown, with traceblack speckling. Medium dense; wet; poorly graded.




W St

MD

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 60 of 102

Equipment ID

0.0

50 50 1 1050 1050 2

100 100 2 1100 1100 2

150 150 2 1150 1150 2

200 200 0.33 1200 1200 1

250 250 0.33 1250 1250 2

300 300 0.33 1300 1300 1

350 350 0.33 1350 1350 2

400 400 0.33 1400 1400 1

450 450 0.33 1450 1450 1

500 500 0.5 1500 1500 1

550 550 0.5 1550 1550

600 600 1 1600 1600

650 650 1 1650 1650

700 700 0.5 1700 1700

750 750 0.5 1750 1750

800 800 0.5 1800 1800

850 850 0.5 1850 1850

900 900 1 1900 1900

950 950 2 1950 1950

1000 1000 2 2000 2000

Date

Date

Date

Test Remarks




Number of

blows

Zone Gridline Level

Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

Lab Ref/URN

p. +64 7 571 0280 103/17



0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 249-B

Page 61 of 102

Bore

Log -

24/1

0/2

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M -

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d w

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ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

81/29 kPa

113/29 kPa

156/39 kPa

110/36 kPa

130/16 kPa

104/32 kPa

SILT, with some fibrous organics, minor sand; darkbrownish grey. Stiff; non-plastic; saturated; sand, fineto medium.

SILT, with minor fibrous organics, minor sand; darkbrownish grey, with some light yellowish brown andbrownish orange mottling. Stiff; non-plastic; saturated;sand, fine to medium.

Silty, fine to medium SAND; light yellowish grey.Medium dense; moist; poorly graded.

Silty, fine to coarse SAND; light yellowish grey.Medium dense; moist; well graded.

SILT, with some sand; dark brown. Very stiff; lowplasticity; moist to wet; sand, fine.




0.60m: - very stiff

1.10m: - some light greyish white mottling


1.70m: - brownish orange

S

M

M-W

St

VSt

MD

VSt

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 62 of 102

Equipment ID

0.0

50 50 0.33 1050 1050 2

100 100 0.33 1100 1100 3

150 150 0.33 1150 1150 2

200 200 0.5 1200 1200 3

250 250 0.5 1250 1250 3

300 300 0.5 1300 1300 2

350 350 0.5 1350 1350 2

400 400 1 1400 1400 2

450 450 0.5 1450 1450 3

500 500 0.5 1500 1500 2

550 550 0.5 1550 1550 1

600 600 0.5 1600 1600 1

650 650 1 1650 1650 2

700 700 1 1700 1700 1

750 750 1 1750 1750 1

800 800 1 1800 1800 2

850 850 2 1850 1850 1

900 900 2 1900 1900 1

950 950 2 1950 1950

1000 1000 3 2000 2000

Date

Date

Date

Test Remarks




Number of

blows

Zone Gridline Level

Vertical distance

driven (mm)

Depth

(mm)

Number of

blows

Vertical distance

driven (mm)

Depth

(mm)





15C Amber Crescent

Judea

Tauranga 3110

New Zealand

Page 1 of 1

Lab Ref/URN

p. +64 7 571 0280 103/17



0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

0 1 2 3 4 5 6 7 8 9 10

Dep

th (

m)


Estimated Field CBR

3.5 8 13 2318 3328 39 45 50

GEOTECHNICS LTD


Page 1 of 1


Lot 250-A

Page 63 of 102

Bore

Log -

24/1

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GeR

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SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:


CHECKED: MTNLOGGED BY: LIMU




1

2

102/22 kPa

UTP

UTP

SILT, with trace sand; greyish brown, with minorwhitish grey and black mottling. Stiff; low plasticity;moist; sand, fine.

SILT, with minor sand; light yellowish brown, withminor whitish grey and black mottling. Hard; lowplasticity; moist.

SILT, with minor sand; greyish dark brown. Hard; lowplasticity; moist; sand, fine to coarse, pumiceous.




0.30m: - very stiff

M St

VSt

H

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 64 of 102

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-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

UTP

UTP

146/29 kPa

146/36 kPa

120/32 kPa

>227 kPa

SILT, with minor sand; brown, with some lightyellowish brown mottling. Stiff; non-plastic; saturated;sand, fine to medium.

SILT, with minor sand; brownish orange. Hard; lowplasticity; moist; sand, fine to medium.

SILT, with some fibrous organics, trace sand; lightyellowish brown, with some greyish brown mottling.Hard; low plasticity; moist to wet; sand, fine.

SILT, with trace sand; orange brown. Very stiff; lowplasticity; moist to wet; sand, fine.

SILT, with some sand; dark orange brown. Very stiff;low plasticity; moist to wet; sand, fine to coarse,pumiceous.

SILT, with minor sand; dark brown. Hard; lowplasticity; moist to wet; sand, fine.



1.40m: - high plasticity

1.80m: - hard

S

M

M-W

St

H

VSt

H

Hole Depth2m

COMMENTS:

Scale 1:15 Rev.: A

Page 101 of 102

Bore

Log -

24/1

0/2

017 9

:03:2

9 A

M -

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duce

d w

ith C

ore

-GS

by

GeR

oc

v3.1

e

SHEET: 1 OF 1



GEOLOGICAL

WA

TE

R

DE

FE

CT

SP

AC

ING

(cm

)

BOREHOLE LOG

GEOLOGICAL UNIT,

GENERIC NAME,

ORIGIN,


SA

MP

LE

S


20

60

200

600

2000F

LU

ID L

OS

S (

%)

25

50

75

DE

PT

H (

m)

GR

AP

HIC

LO

G

RL

(m

)

ME

TH

OD

CO

RE

RE

CO

VE

RY

(%

)

TESTS

CA

SIN

G

WE

AT

HE

RIN

GM

OIS

TU

RE

CO

ND

ITIO

N

ST

RE

NG

TH

/DE

NS

ITY

CL

AS

SIF

ICA

TIO

N

SH

EA

R S

TR

EN

GT

H(k

Pa

)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

(MP

a)

1 5 20

50

100

250

10

25

50

100

200

CO-ORDINATES:(NZTM)

R.L.:

DATUM: DRILL FLUID:

DRILL METHOD: HA

DRILL TYPE:






1

2

98/32 kPa

111/22 kPa

105/32 kPa

SILT, with trace sand; yellowish brown. Stiff; lowplasticity; moist; sand, fine.

SILT, with minor sand; brownish orange. Very stiff; lowplasticity; moist; sand, fine to coarse, pumiceous.



0.60m: - very stiff

M St

VSt

Hole Depth1m

COMMENTS:

Scale 1:15 Rev.: A

Page 102 of 102

Appendix E Slope stability analysis

2.0902.090

W

W

10.00 kN/m2 10.00 kN/m2

2.0902.090

Material Name ColorUnit Weight

(kN/m3)Strength Type

Cohesion

(kPa)

Phi

(deg)Water Surface Hu Type Hu Ru

Younger Ash 17 Mohr-Coulomb 5 32 None 0.2

Rotoehu Ash 16 Mohr-Coulomb 0 30 None 0.2

Hamilton Ash 17 Mohr-Coulomb 5 30 None 0.2

Matua Subgroup 17 Mohr-Coulomb 2 28 Water Surface Custom 1

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

27

86

02

78

40

27

82

02

78

00

8440 8460 8480 8500 8520 8540 8560 8580

Analysis Description

CompanyScale1:629

Drawn By

File NameSection 5 adverse hydrostatic.slim

Date12/10/2017, 9:38:42 AM

Project

SLIDE - An Interactive Slope Stability Program

SLIDEINTERPRET 7.028

2.4332.433 10.00 kN/m2 10.00 kN/m2

2.4332.433



Cohesion

(kPa)

Phi

(deg)

Water

SurfaceRu

Younger Ash 17 Mohr-Coulomb 5 32 None 0

Rotoehu Ash 16 Mohr-Coulomb 0 30 None 0

Hamilton Ash 17 Mohr-Coulomb 5 30 None 0

Matua Subgroup 17 Mohr-Coulomb 2 28 None 0

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

27

86

02

78

40

27

82

02

78

00

8440 8460 8480 8500 8520 8540 8560 8580


CompanyScale1:596

Drawn By

File NameSection 5 long term.slim

Date12/10/2017, 9:38:42 AM

Project



2.0022.002

10.00 kN/m2

2.0022.002



Cohesion

(kPa)

Phi

(deg)

Cohesion

Type

Water

SurfaceRu

Younger Ash 17 Undrained 60 Constant None 0


Hamilton Ash 17 Undrained 100 Constant None 0

Matua Subgroup 17 Undrained 50 Constant None 0

0.15

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

27

86

02

78

40

27

82

02

78

00

8440 8460 8480 8500 8520 8540 8560 8580


CompanyScale1:647

Drawn By

File NameSection 5 ULS seismic.slim

Date12/10/2017, 9:38:42 AM

Project



2.1622.162

W

W

10.00 kN/m2 10.00 kN/m2

2.1622.162



Cohesion

(kPa)

Phi

(deg)Water Surface Hu Type Hu Ru

Younger Ash 17 Mohr-Coulomb 5 32 None 0.2

Rotoehu Ash 16 Mohr-Coulomb 0 30 None 0.2

Hamilton Ash 17 Mohr-Coulomb 5 30 None 0.2

Matua Subgroup 17 Mohr-Coulomb 2 28 Water Surface Custom 1

Fill 17 Mohr-Coulomb 5 32 None 0.2

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

24

54

02

45

20

24

50

02

44

80

24

46

0

4760 4780 4800 4820 4840 4860 4880 4900 4920


CompanyScale1:688

Drawn By

File NameSection 7 adverse hydrostatic.slim

Date12/10/2017, 9:38:42 AM

Project



2.6802.680

10.00 kN/m2 10.00 kN/m2

2.6802.680



Cohesion

(kPa)

Phi

(deg)

Water

SurfaceRu

Younger Ash 17 Mohr-Coulomb 5 32 None 0


Hamilton Ash 17 Mohr-Coulomb 5 30 None 0

Matua Subgroup 17 Mohr-Coulomb 2 28 None 0

Fill 17 Mohr-Coulomb 5 32 None 0

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

24

54

02

45

20

24

50

02

44

80

24

46

0

4760 4780 4800 4820 4840 4860 4880 4900 4920


CompanyScale1:719

Drawn By

File NameSection 7 long term.slim

Date12/10/2017, 9:38:42 AM

Project



2.9082.908

10.00 kN/m2 10.00 kN/m2

2.9082.908

0.15



Cohesion

(kPa)

Phi

(deg)

Cohesion

Type

Water

SurfaceRu

Younger Ash 17 Undrained 60 Constant None 0


Hamilton Ash 17 Undrained 100 Constant None 0

Matua Subgroup 17 Undrained 50 Constant None 0

Fill 17 Undrained 60 Constant None 0

Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+

24

54

02

45

20

24

50

02

44

80

24

46

0

4760 4780 4800 4820 4840 4860 4880 4900 4920


CompanyScale1:719

Drawn By

File NameSection 7 ULS seismic.slim

Date12/10/2017, 9:38:42 AM

Project



Aurecon New Zealand Limited Ground Level 247 Cameron Road Tauranga 3110 PO Box 2292 Tauranga 3140 New Zealand T F E W


Aurecon offices are located in: Angola, Australia, Botswana, China, Ghana, Hong Kong, Indonesia, Kenya, Lesotho, Macau, Mozambique, Namibia, New Zealand, Nigeria, Philippines, Qatar, Singapore, South Africa, Swaziland, Tanzania, Thailand, Uganda, United Arab Emirates, Vietnam.