Kennedy Ridge Residential Subdivision 13 …

1 Kennedy Ridge Residential Subdivision Stage 2C (Lots 300 to 317) Geotechnical Completion Report Paradiso Holdings Limited 13 november 2017 Revision: 1 Reference: 245883-065 Project 245883-065 File 13 november 2017 Revision 1 Document control record Document prepared by: 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 A person using Aurecon documents or data accepts the risk of: a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard copy version. b) Using the documents or data for any purpose not agreed to in writing by Aurecon. 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 2c\ Client Paradiso Holdings Limited Client contact Kevin Hill Client reference - Rev Date Revision details/status Author Verifier Approver 0 10 november 2017 Draft issue for Client comment R Griffiths TCC Cat 1 1 13 november 2017 Issue R Griffiths TCC Cat 1 D.

2 Sandilands A Collier Current revision 1 Approval Author signature Approver signature Name Richard Griffiths TCC Cat 1 Name Aaron Collier Title Associate Title Technical Director Project 245883-065 File 13 november 2017 Revision 1 Page i Contents 1 Introduction 1 2 Site location and description 1 3 Proposed Subdivision development 2 4 Geotechnical considerations 2 Pre-development geotechnical assessment 2 Site earthworks and landform construction 3 Ground conditions 4 Earthworks compliance 5 5 Geotechnical requirements for building 7 General 7 Lot by lot investigations 7 Suitability of lots for building 7 Specific requirements for building 7 Retaining walls 9 Stormwater and effluent disposal 9 Advisory notes 9 6 Natural hazards assessment 10 7 S72 statement 10 8 Limitations 10 9 References 11 Tables Table 1 Fill compliance testing results summary (undertaken by Opus Laboratory) 5 Table 2 Summary of hand augered borehole fill testing (undertaken by Higgins) 6 Table 3 Natural hazard table 10 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 Project 245883-065 File 13 november 2017 Revision 1 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 2C of the Kennedy Ridge Residential Subdivision .

3 Eighteen Residential lots are included in this G2 report these are Lots 300 to 317. 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: Summary of earthworks completed to form the completed landform 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.

4 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 Stage 2B (Aurecon, 2017f);6 and Stage 3A (Aurecon, 2017d).7 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 that originally comprised a kiwifruit orchard planted across undulating topographic landform. 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-east corner of the Subdivision immediately east of the TCC Kennedy Road Reservoir development. The eastern side of the TCC Reservoir comprises an approximately 7m high batter, with an indicative gradient of 3H:1V to :1V.

5 The toe of this batter lies directly adjacent to the western boundaries of Lots 310 to 317. The landform across the Subdivision development has been earthworked between 2015 and 2017 to modify the original landform for the purposes of Residential building construction. Generally, the earthworks undertaken involved cuts to lower the original Ridge profile to create level platforms for future building construction. Cuts of up to m have been made elsewhere within the Subdivision , however the lots within Stage 2C have undergone fill earthworks of up to approximately m. In support of this G2 report, the following drawings are provided in Appendix B: Project 245883-065 File 13 november 2017 Revision 1 Page 2 The pre-development landform - 245883-065-DRG-G-0010-A; The cut to fill earthworks plan - 245883-065-DRG-G-0011-A; and The as-built final landform plan - 245883-065-DRG-G-0012-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.

6 Construction of the overall Subdivision is being staged, and the area of the Subdivision covered by this G2 report (Stage 2C) includes eighteen Residential lots accessed from a single right of way. 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 All stormwater and effluent will be reticulated to council services. 4 Geotechnical considerations 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: 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.

7 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 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 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 NZS3604:20118 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.

8 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 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 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 Project 245883-065 File 13 november 2017 Revision 1 Page 3 Engineer, these soils are expected to meet the requirements of NZS3604:20118 and allow conventional foundations to be constructed.

9 Earthworks Engineered fill shall be placed, monitored, tested and certified in accordance with the TCC Infrastructure Development Code (IDC)10 - Design Standard 10 (Natural Hazards and Earthworks). This recommends compaction in accordance with NZS4431:1989,9 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. Liquefaction The site is situated on an elevated Ridge underlain by a thick mantle of cohesive and granular soils.

10 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. Retaining walls Retaining walls exceeding 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.