INFRASTRUCTURE REPORT PROJECT ABC 194, 360 Dominion Road, Mt Eden

Issue: F 29 April 2021

Prepared For: Foodstuffs North Island Ltd

Project No.: N026 3

Document No.: N026 3-RBG -ZZ -RP -CV -001

P:\N0263T - Project ABC 194\5_Working\Reports\N0263-RBG-ZZ-RP-CV-RP001 INFRASTRUCTURE REPORT\290426 - Rev F Report Issues\N0263-RBG-ZZ-RP-CV-01-F_INFRASTRUCTURE REPORT.docx NZ_Auckland RPT Template[V2-062020] INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Report Amendment Register

Issue Amended Issue / Amendment Details Author(s) Reviewer Date Ref Section(s)

A - Draft, for comment Duncan Thomson Ross Lucas 12/02/21

B All 2nd Draft Duncan Thomson Ross Lucas 19/02/21

C 4, 5 For Resource Consent Duncan Thomson Ross Lucas 04/03/21

D 5.2, 5.3 For Resource Consent Duncan Thomson Ross Lucas 09/03/21

E 5.1 For Resource Consent Duncan Thomson Ross Lucas 26/03/21

F 3.3 For Resource Consent Duncan Thomson Ross Lucas 29/04/21

Page i INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Executive Summary

This report outlines the proposed development and identifies specific civil engineering requirements necessary to ensure the development can adequately be serviced. In general, the following can be stated about the proposed development:

• Bulk earthwork volumes are estimated at cut of 7,000 m3 and 240m3 of fill over an area of 1.0 ha and are required for levelling the site, and excavation for below ground storage tanks. There will be some additional excavation volumes associated with piling and trenching for the realignment and replacement of the public sewer. Formation depths ranging from shallow levelling cuts to excavation for below ground storage tanks and culvert. It is expected that some rock breaking shall be necessary for excavation in zones of fractured rock, primarily identified along the eastern boundary, with a hydraulic breaker. Site preparation will include demolition of existing structures and pavements. No topsoil exists on site, as such no top-soil strip is necessary.

• The water pressure outside the site has sufficient fire hydrant flow capacity in the surrounding area and has been confirmed to satisfy the NZ Fire Service Fire Fighting Water Supplies Code of Practice requirements for a FW2 Water Supply Classification.

• The Development and all commercial units within the development will have their own metered water supply and fire service connection(s) with back flow prevention devices.

• The wastewater discharge from the proposed development will be serviced by a network extension to the public reticulation system located close to the site, requiring a new public pipe to an alternative network nominated by Watercare with capacity.

• Existing stormwater discharges from the site are predominantly to soakage boreholes. The development stormwater strategy is to discharge to new soakage boreholes located in available zones, augmented with onsite stormwater detention, to achieve the required discharge capacity.

• The existing stormwater Over Land Flow Path (OLFP) that currently flows through the site will be managed in the proposed development, via conveyance and storage measures, to achieve adequate flood protection for the development and also to improve, or mitigate, adverse impacts to flood levels in neighbouring properties.

• Power and telecommunication supply for the development can be connected from the existing supply and relocated vector power transformer. All services reticulation design will be in accordance with the New Zealand Building Code and the network supplier’s requirements.

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Table of Contents

1 INTRODUCTION ...... 1 1.1 Document Scope ...... 1 1.2 Project Description ...... 1 1.3 Available Documents ...... 2 2 EXISTING SITE ...... 3 2.1 Site Location ...... 3 2.2 Description ...... 3 3 SITE SERVICING ...... 5 3.1 Water Supply ...... 5 3.2 Wastewater ...... 6 3.3 Stormwater ...... 9 3.4 Utility Services ...... 13 4 OVERLAND FLOW PATH AND FLOOD PLAIN ...... 14 4.1 Existing Overland Flow Paths and Flooding ...... 14 4.2 Proposed Scenario ...... 15 5 EARTHWORKS MANAGEMENT ...... 17 5.1 Bulk Earthworks ...... 17 5.2 Erosion and Sediment Control ...... 18 5.3 Works Management ...... 19 6 ROADING AND ACCESSWAY ...... 20 7 SITE SUITABILITY FOR DEVELOPMENT ...... 20

APPENDICES Appendix A Site Information Appendix B Topographical Survey Appendix C Preliminary Civil Engineering Drawings Appendix D Site Servicing Calculations Appendix E Watercare Correspondence

This report has been prepared on behalf of and for the exclusive use of the Client, and is subject to and issued in accordance with the agreement between the Client and Robert Bird Group (New Zealand) Limited. Robert Bird Group (New Zealand) Limited accepts no liability or responsibility whatsoever for any use of or reliance upon this report by any third party. Any copying of this report to external parties requires the permission of the Client and Robert Bird Group (New Zealand) Limited.

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1 INTRODUCTION

1.1 Document Scope

Robert Bird Group (RBG) has been engaged by Foodstuffs North Island Limited to prepare the following Infrastructure Report in support of the Resource Consent application for both land use activities and subdivision of the proposed development at 360 Dominion Road, Mt Eden as detailed in the attached plans.

This infrastructure report is an assessment of the potential serviceability and development for the property, particularly with respect to the following:

• Water supply • Wastewater • Stormwater • Overland Flow Paths • Bulk Earthworks • Roading and Accessways

A preliminary layout design for the proposed private and public infrastructure is provided in the plans attached to this report.

1.2 Project Description

The proposed six-level mixed-use development consists of ground floor car-parking, retail, commercial and residential units fronting the side roads, a 1st floor supermarket and residential parking with multi-storey residential apartments above. The 14 existing retail units along the frontage of Dominion Road held in separate unit title ownership are to be worked around as contemplated by the easement of support registered on both titles (Lot 1 adjacent Shops and Lot 2 subject development).

Figure 1.1: Proposed development architectural render Source: Warren & Mahoney

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The key elements of the development are as follows:

• 2,850sq.m supermarket (retail floor 1,700sq.m) • 122residential units • 188 commercial car-parking • 89 residential parking

1.3 Available Documents

The project team have provided the following documentation to support the application and should be referred to in conjunction with this report:

• Architectural Concept report – Warren and Mahoney dated February 2021 • Geotechnical Investigation and Assessments – Tonkin & Taylor dated October 2020. • Ground Contamination Report – Tonkin & Taylor dated February 2021 • Flood Assessment Report – EWaters NZ Ltd dated February 2021 • Traffic Impact Assessment – Traffic Planning Consultants Ltd dated February 2021

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2 EXISTING SITE

2.1 Site Location

The site is located in Mount Eden, Auckland, and is adjacent to Dominion Road and bounded to the north by Prospect Terrace and to the south by Grange Road. The site is currently occupied by a large two-storey building which covers the majority of the lot. The building is primarily used for commercial and office uses.

The site consists of a Fee Simple estate defined in three stratums: • Ground Floor (RL 54.8 and below) 8,090 m 2 • Ground/ First Floor transitional zone (RL 54.5 to 55.6) 7,845 m 2 • First Floor (RL 55.6 and above) 1.2216 hectares

It is legally described as Lot 2 DP 170042 held in Identifier 103D/47 and is subject to various rights- of-way, rights more particularly specified in Easement Certificates. The Record of Title and Interests are appended to B&A’s Planning Report.

Figure 2.1: Aerial Photography of Site (outlined red) Source: Auckland Councils GIS dated 08/12/20

2.2 Description

The site is fully developed and occupied by several large light industrial and office buildings constructed predominantly in the mid-sixties and progressively altered, added to, and adapted to more of a commercial office use over the ensuing period up to 1995. The site has a gradual slope from east to west, falling towards Dominion Road. The ground elevation along the eastern boundary varies between RL 53.2m and RL 54.4m, and falls to approximately RL 51m at Dominion Road.

Site investigations have been completed by Tonkin and Taylor. Refer Tonkin and Taylor Geotechnical and Contamination Reports for details of the ground conditions in support of the application.

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The site is underlain by basalt rock and fractured basalt which exists at varying depths across the site. It is at its most shallowest depth (0.3m - 0.5m) along the eastern boundary and is generally deeper (1.0 - 1.5m) towards the middle of the site, but does appear to include some isolated pockets at shallower (0.4 - 0.6m) depths within this area.

Groundwater levels in the ECBF were recorded by T+T between 4.3m – 5m below ground, with perched water observed in the fractured basalt at varying depths of 1m - 1.5m fluctuating with rainfall events. Refer T+T Geotechnical Report Section 2.5 for further details.

Site Information has been obtained from Auckland Council’s GIS system, topographical survey and a site visit recently undertaken.

It should be noted that site is located within the Business - Mixed Use zone under the Auckland Unitary Plan (Operative in Part) with Residential - Single House zoning to the rear (East) of the site.

Figure 2.2: Unitary Plan Zoning (outlined red) Source: Auckland Councils GIS dated 03/02/21

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3 SITE SERVICING

3.1 Water Supply

As indicated on Council’s GIS records, a 200mm diameter cast iron water main is located to the west, in the footpath of Dominion Road, and two 100mm diameter (PVC and CI) water mains running down Prospect Terrace and Grange Road respectively. The area is well serviced by street hydrants with two hydrants positioned within several metres of the property. Refer to Appendix A for GIS plans showing locations.

A hydrant test was undertaken on the 200mm water main in Dominion Road by Nova Flowtec Services on 18 September 2020, which indicated that there is sufficient hydrant capacity available to meet the requirements for a Water Supply Classification FW2. The results show that the available flow rate of 68.8 litres/sec from the two hydrants within 70m of the site, with residual pressures of 680 kPa . It should be noted hydrant testing was limited due to current water shortages within the Auckland City area, and hence only the 200mm water main was tested.

These flow rates meet the minimum requirements for a FW2 Water Supply Classification stipulated in the NZ Fire Service Fire Fighting Water Supplies Code of Practice SNZ PAS 4509:2008 which are 12.5 litres/sec from a distance of 135m and an additional 12.5 litres/sec from a distance of 270m at 10m residual pressure.

The results of the hydrant testing are supplied in Appendix A to support this application.

The existing Lot 1 retail properties (that are to be worked around) have multiple individual service connections complete with water meters. The Retail Units A to I, and J to N are all fed from the DN 200mm water main. The office tenancy in Lot 2 is fed by a 20mm diameter connection from the DN100mm PVC water main in Prospect Terrace. Fire suppression supply is connected from either the DN 200mm water main or from a DN 100mm CI main in Grange Road. This will be confirmed prior to an engineering application.

To service the proposed development all existing connections to Lot 1 will remain and operate normally, with Lot 2 connections being replaced with a number of new metered connection (20 to 80 mm in diameter service connections) and a new fire suppression supply with associated back flow preventer. A short extension to the 20mm PE water main will be installed from Grange Road in order to service the supermarket and commercial properties fronting Grange Road.

The proposed development has a water demand of:

Peak Residential demand = 3.45 litres/sec Peak Commercial demand = 1.28 litres/sec

Peak Total Water Supply = 4.73 litres/sec

This public network extension and all service connections will be designed and installed in accordance with WaterCare’s Code of Practice. A separate Engineering Works Approval for the extension(s) will be sought.

Refer to Appendix D for the Watercare Development Application Form, Water supply and Wastewater Planning Assessment; and 3 Waters Plan (N0265-RBG-ZZ-XX-DR-CV-86010)

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3.2 Wastewater

As indicated on the Council GIS records, the site is serviced by a 225mm diameter vitrified clay wastewater pipe that crosses under the existing buildings flowing south to north, parallel to Dominion Road. A branch 225mm diameter pipe servicing residential lots to the east of the site also has a junction in the middle of the site. Refer GIS screenshot below with wastewater assets within the site highlighted.

Figure 3.1: Existing public wastewater assets in vicinity of the site Source: Auckland Councils GIS dated 18/02/21

The existing wastewater network that services the site, including upstream residential areas, have been identified as a combined network. Capacity issues have been identified downstream from the development due to combined stormwater and wastewater peak flows. Based on the ‘Meola Catchment Modelling’ carried out by URS in 2014, downstream pipe capacities are exceeded in a 2- year ARI storm event.

Analysis of wastewater loads for the pre and post development scenarios have been completed in order to determine capacity within the existing system. The site currently discharges wastewater flows to a combined wastewater network that ultimately is collected in the Kingsland trunk main (refer Figure 3.2 below). This assessment has been completed for wastewater loads only (not considering stormwater), and assessed to a discharge point downstream of the site where the wastewater pipe connects to a DN375mm VC main crossing Dominion Road towards Cromwell Street. This analysis determined that the existing downstream network has insufficient capacity. Watercare also reviewed and confirmed the same. Refer Appendix D for calculations, and Appendix E for Watercare response.

Following liaison with Watercare, alternate wastewater networks have been identified as being suitable and with sufficient capacity, for the development to discharge to. Refer Figure 3.3 which identifies the suitable wastewater networks for discharge, being either the 600mm diameter VC pipe in King Edward St, or the 825mm diameter VC pipe in Burnley Terrace. Preliminary route mapping indicates that connection to the 825mm dia line in Burnley Terrace is more practical, with a

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requirement for approximately 140m of new public 300mm diameter wastewater drainage pipeline, including a 20m road crossing of Dominion Road, and 3no. new manhole structures. Refer Figure 3.1 which indicates this route. The preferred discharge location is to be confirmed in future design stages based on further site investigations to determine the most efficient route. Refer correspondence with WaterCare attached in Appendix E that further details this requirement.

Existing under capacity Kingsland main

Proposed Development

Trunk main with capacity

Figure 3.2: WaterCare Networks Source: Watercare GIS Viewer dated 03/02/21

Figure 3.3: Alternate wastewater discharge location options as advised by Watercare Source: Watercare comms. (refer Appendix E)

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A summary of wastewater flows for the development is provided in the table below. Calculations for the proposed development are included in Appendix D, with Watercare’s Development Application and information forms in Appendix A.

Table 3.1 - Development Wastewater Generation Summary

The total required combined development flow (Peak Wet Weather Flow – PWWF) is 4.73 litres per second (l/s), with an existing upstream flow to Maximum Potential Development (MPD) at 39.30Litres/sec.

The development will require an extension to the Burnley Terrace DN 825 network, by installing an DN 300 PVC SN16 line across Dominion Road to the existing wastewater chamber (GIS ID 531415) located on the DN 825 VC line. Connection to this network in Burnley Terrace will enable discharge to the downstream network that has been identified by Watercare as having sufficient capacity.

The existing DN 225 VC pipe that crosses from Grange Road to Prospect Terrace, below the existing buildings, will need to be relocated from its current position to suit the development proposal. The pipe will be realigned, offset approximately 2m from the existing pipeline, with construction in accordance with Watercare standards. Refer proposed realignment in attached 3 Waters drawing (N0265-RBG-ZZ-XX-DR-CV-86010) in Appendix C.

The existing DN 225 VC line servicing the rear (East) residential properties is to remain, where condition assessments are satisfactory, and connect to the relocated DN225 VC line via a new chamber located within the proposed development on the ground floor. Access to this new chamber, replacing GIS ID 531400, will have to be carefully located with adequate space to maintain the asset, including sufficient height clearances and access.

Refer Appendix D for the WaterCare Development Application Forms for Water supply and Wastewater Planning Assessment. Refer also to the 3 Water plan in Appendix C (Drawing ref: N0265-RBG-ZZ-XX-DR-CV-86010).

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3.3 Stormwater

Existing public and private stormwater networks within close proximity to the site discharge via ground soakage to the underlying basaltic aquifer within the Auckland volcanic field. Both Lot 1 and Lot 2 existing stormwater networks discharge predominantly to soakage boreholes, with overflows discharging to the public road drainage network. The public road drainage network is connected with the combined stormwater and wastewater network. Both Lot 1 and 2 share the same stormwater disposal via rock-bore soakage.

A number of existing soakage boreholes will be inaccessible as a result of the proposed development, as such, the development stormwater strategy is to discharge to new soakage boreholes located in available zones, augmented with onsite stormwater detention, to achieve the required discharge capacity.

The design catchment run-off and peak flows for the development are detailed in Appendix C, including Site Servicing calculations, where both the pre and post development flows are detailed. These flows are summarised below.

Table 3.2 – Stormwater peak flow assessment for pre and post development

SCENARIO LOCATIONS TOTAL 2yr ARI 10yr ARI 100yr ARI AREA

Pre - Catchment to Lot 1 4,126 m 2 38 l/s 77 l/s 125 l/s construction Catchment to Lot 2 8,090 m 2 79 l/s 155 l/s 249 l/s

Post - Catchment Lot 1 2,159 m 2 22 l/s 43 l/s 68 l/s construction Catchment to Lot 2 10,057 m2 98 l/s 190 l/s 301 l/s Pre to Post Difference = + 3 l/s + 1 l/s - 5 l/s

Internal site sub-catchment areas will be modified to suit the new development proposal.

All stormwater managements devices will be in private ownership.

Run-off Calculations to TP 108 from pre and post development are included in Appendix D.

3.3.1 Proposed Stormwater

The proposed private stormwater management system relies on a network of rock-bore soak-holes throughout the site. Stormwater from impervious surfaces shall be conveyed to these soak-holes via a standard network of:

• Surface water collection gutters and downpipes from roofs; • Pedestrian path slot drains, to exposed floors; • Basement located ground floor detention storage; and / or, • Basement located pipes connecting to the manhole-encased rock-bore soak-holes.

The proposed stormwater management system will convey stormwater from impervious surfaces to a rock-bore soak-hole. Stormwater from roof collection points will be piped to the detention tanks and then discharged into a series of interconnected rock-bore soakage pits.

Proposed stormwater designs are shown on the 3 Water Plan (N0263-RBG-ZZ-XX-DR-CV-86010) in Appendix C.

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The system will comprise of standard Auckland Council approved soakpits with 1.05m diameter minimum 1.5m deep concrete manholes constructed around the rock-bore casing. The soakage pits will be located at ground level in the main throughfare to the ground floor carpark and be clear of building structures and site boundary.

3.3.2 Soakage Investigation

Soakage Investigation tests were carried out on site in the later part of 2020, by Tonkin & Taylor (T+T), and identified possible discharge rates between 2 to 45 litres/sec.

Rock bore soakage testing has returned a highly variable result (historic and recent T+T testing) with some bores having no flow and other bores providing peak flow rates over 40L/s. For initial planning purposes we have assumed a 15 L/s average soakage rate can be achieved on the site, based on the Auckland City ‘On-Site Soakage’ manual work sheets W2 and W4, roughly 629m 2 of impervious area can be served by an assumed 15 litres/sec, this would equate to a total of 22 rock-bore soakage devices to cater for the 10yr ARI storm event (no inclusion for disposal of existing overland flow path dispersing onto the site). This could indicatively been split across 11 soak hole manholes, i.e. with two rock bores within each manhole. Given, initial preliminary design massing for the site it would appear unlikely that there will be sufficient available space for 22 boreholes, hence it is proposed to augment with detention storage.

Table 3.3 - Summary of Bore Hole Soakage requirements LOT 1

Number Ave. Flow Capacity P 2 Ave. Maximum Storage of Soak Rate (L/Sec) Impervious Area to Required holes (L/Sec) be served 1 15.0 11.53 629 m 2 38.98 m 3 2 30.0 23.00 1254 m 2 13.68 m 3 4 60 46.12 2516 m 2 0 X 45.5 35 2107 m2 0

Table 3.3 - Summary of Bore Hole Soakage requirements LOT 2

Number Ave. Flow Capacity P 2 Ave. Maximum Storage of Soak Rate (L/Sec) Impervious Area to Required holes (L/Sec) be served 4 60 46.12 2515 m2 199.2 m3 8 120 92.24 5031 m2 80.6 m 3 X 205.4 158 9485.2 0

The private pipe network shall be designed in future detailed design stage to achieve appropriate catchment separation, and storage-flow relationships.

The application for engineering approval will be supported with further tests to confirm soakage. It is proposed that the following process is followed in this future stage to confirm the required stormwater system.

1. Further soakage hole drilling and testing is to be undertaken within the building footprint, and at proposed soakage locations, once the site is excavated to formation level. 2. If that test confirms an accessible soakage rate of >45 L/s for Lot 1 and 205 l/s for Lot 2, stormwater disposal can be made directly to that soakage bores without on-site detention storage.

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3. If further testing does not identify a suitable soakage rates at the proposed locations, then onsite detention storage can be provided to augment discharge capacity. Detention volume to be confirmed depending on available soakage flow rates. • Lot 1’s on-site potential detention storage of 25 m³ can be provided prior to discharge, and • Lot 2’s on-site potential detention storage of 135 m³ can be provided prior to discharge.

For disposal the proposed soakage test locations, would be placed in the main throughfare through the building, ensuring approximately 2.0m of clearance from both the basement shear wall foundation and the relocated public wastewater pipe.

Rock bore soakage holes will need to have access for re-drilling for future maintenance access i.e. clearance for drilling rigs to re-drill if necessary. We have confirmed with local contractor of a minimum height clearance for re-drill and Intorock are able to drill with a minimum clearance of 3m, with the location of the provisional soakage holes having a height clearance of 3.4 metres

The overall network will remain in private ownership for ongoing maintenance responsibilities, and administered together with other common site facilities through body corporate entities (or similar).

Refer to the 3 Waters Plan (N0263-RBG-ZZ-XX-DR-CV-86010) in Appendix C for indicative locations of proposed rock bore soakage and details of previously tested areas.

3.3.3 Access, Operation & Maintenance

Maintenance of proposed soakpits will be as required by Auckland Council. A generic rockbore soakpit maintenance regime as outlined in Auckland Council Technical Report 2013/040 is proposed to form part of the Building Consent application. Similarly, an inspection and maintenance regime will be proposed for detention storage systems which will be subject to detailed design of these systems.

A site-specific operation and maintenance plan will be presented for Council approval at the Building Consent/ detailed design stage.

3.3.4 Rainwater Retention & Re-use

Rainwater retention and re-use is proposed to be implemented within the development, however the details of this system are yet to be developed. As such, retention volumes have not been considered in the stormwater runoff assessments.

3.3.5 Water Quality

The post-development site stormwater collection can be considered in the context of three different forms; • building footprints (roof surfaces); • undercover car park areas, and; • accessways and pedestrian paths.

For roof surfaces, the use of inert building materials (i.e. with no use of copper, and/or zinc-based surfaces) is proposed, and therefore runoff from building footprints can be effectively considered as having a negligible contaminant load.

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With the car parking being internal to the building, there is limited potential to convey contaminants from stormwater runoff. The development is also not considered to be a high contamination generating car park.

The proposed soakage devices, with rock bores, discharge stormwater directly to the underlying aquifer. As the aquifer is considered to be the receiving environment, the stormwater design will adhere to rock bore soak pit design requirements and maintenance regime as outlined in Auckland Council Technical Report 2013/040. Pre-treatment in the form of a sumped catchpits (with or without tetra traps) are typically considered adequate for sediment capture, however a detention tank with a settlement chamber is proposed which shall reduce chance of clogging bores with sediment.

Runoff from the rear goods accessway and car park areas has potential to convey contaminants from stormwater runoff. This is primarily associated with vehicle-borne contaminants i.e. leaks, spills and tyre wear from vehicle movements. For this area, an oil-water separator is proposed to be installed to capture contaminants prior to discharge to the site stormwater management system.

Private stormwater disposal shall complying with Stormwater Management Devices in the Auckland Region (GD01) , Water Sensitive Design for Stormwater (GD04) and dispersal of SW via ground soakage to TR 2013/040 – Stormwater Disposal via Soakage in the Auckland Region , with a detailed design supplied for Engineering Approval which aligns with the Auckland Council philosophy of stormwater management.

Additionally, the external overland flow path will also contain contaminants, these are typically contaminants such as plastics, litter, etc. These are not site-generated contaminants, however they could build up within stormwater management devices on site and increase maintenance requirements. With the inclusion of weir and orifice inlet structures, a degree of pre-treatment will occur through the screening of gross pollutants. Screened overflow weir(s) shall be designed to withhold the larger trash and debris, prior to the OLFP attenuation storage.

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3.4 Utility Services

Power supply for the proposed development is proposed to be provided from the existing network on Prospect Terrace/Grange Road. This includes relocating an existing electric sub-station transformer on Prospect Terrace. All power supply works will be in accordance with the New Zealand Building Code and the network supplier’s requirements.

Telecommunications for the development will be connected from the existing network in adjacent roads in accordance with the New Zealand Building Code and the network supplier’s requirements.

No gas supply is currently proposed for the development.

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4 OVERLAND FLOW PATH AND FLOOD PLAIN

4.1 Existing Overland Flow Paths and Flooding

The current Council flood extent published on Geomaps shows the overland flow path (OLFP) going through the proposed development site, flowing towards King Edward Street and crossing Dominion Road. Refer screenshot below from Council Geomaps with the development site highlighted.

EWaters NZ Ltd have assessed the existing OLFP and prepared a flooding assessment for the proposed development. Refer EWaters Flood Modelling Report for further details.

Figure 4.1: Council OLFP and flood extents mapping in relation to development site Source: AC Geomaps dated 03/02/21

EWaters have identified the following:

• Auckland Council flood map and OLFP is not reflective of the existing conditions, whereby the existing buildings on the site provide a significant obstruction to the OLFP, and a large portion of the flows are currently diverted to the neighbouring subcatchment, flowing north along Dominion Road. EWaters have modelled this split catchment OLFP as the base case pre-development scenario in accordance with AC Stormwater Modelling Specifications and incorporating recommendation from AC Healthy Waters.

• Due to the extent of the existing building within the OLFP, and topography of the properties upstream (East), storage volumes exists within the proposed development site and within upstream neighbouring properties that attenuate peak flows. Refer to the EWaters report for details of these flood extents.

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4.2 Proposed Scenario

To mitigate, and where feasible improve, flood impacts from the proposed development the following measures are proposed:

• Provision of attenuation storage (termed ‘dry pond’ in EWaters report) in available zone along the eastern boundary;

• Provision of underground attenuation storage chamber within the development, proposed below the car parking; and,

• Provision of 2x bubble-up culverts conveying flows through the development to Dominion Road.

These devices are proposed to be connected at appropriate levels, with weir discharges, as described in the EWaters report, to achieve the appropriate flow management. EWaters note that the proposed design produces a modelled impact of 10mm or less for the modelled storm conditions.

The concept flood mitigation measures are indicated in the figures below. Refer to the OLFP Management Plan (N0263-RBG-ZZ-XX-DR-CV-87000) in Appendix C for further details.

Figure 4.2: Concept plan for OLFP management and flood mitigation measures

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Figure 4.3: Concept section for OLFP management and flood mitigation measures

The concept proposal shall also consider an ‘emergency’ secondary flowpath. Should the proposed OLFP bypass system become blocked, the OLFP will spill on to Prospect Terrace in a similar location as it does currently. Flood conditions in this event are not proposed to match the existing situation as it is deemed an emergency relief point and not the primary system.

Detailed sizing, configurations and interfaces with the proposed structures are required to be developed in future design stages, including further flood modelling, to validate that the final design solution configuration meets the required hydraulic performance.

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5 EARTHWORKS MANAGEMENT

5.1 Bulk Earthworks

The development site is located within the Auckland Volcanic Field zone, with land within the vicinity of the site being underlain by varying depths of basalt formations, fractured and solid rock also with stiff silt and weathered stone.

To construct the development, demolition of the existing warehouse and office block to Lot 2 will be required with excavation of foundations and asphalt/concrete pavements to prepare design formation levels across the site. The ground floor levels are proposed to range from the 51.80 to 52.43 (msl). The enclosed drawings indicate a maximum cut height for levelling operations of approximately 1m (along the southern lower basement wall of the proposed building) with localised deeper excavations of approximately 3m for culvert and storage structures.

Bulk earthworks is proposed at levels above groundwater levels as measured by T+T (refer T+T Geotechnical Report), however perched water may be intercepted in basalt excavations and will need to be managed on site appropriately.

Bulk earthworks activities will occur in a floodplain, however earthworks are not proposed to be raised above the existing development formation levels. Due to proposed ground floor parking, bulk earthworks levels will generally be lower than existing levels. However, it is noted that proposed development buildings will affect flood storage. Refer Section 4.0 for further details on flooding.

Preliminary construction programming indicates demolition and earthworks activities occurring over a 4-5 month period.

Details of the proposed site works are summarised in Table 5.1 below, with further information provided on the Earthworks Plan included in Appendix C.

Table 5.1 - Earthwork Volume Summary AREA VOLUME VOLUME STAGE DIFFERENCE CUT FILL Bulk Earthworks 9,857 m2 6,994 m³ 242 m3 6,752 m3 (cut)

The earthworks volumes have been modelled based on the existing surface levels, which include finished floor levels of the existing buildings and existing pavements, and proposed formation levels of the sub-ground level. Formation level is estimated as 0.3m below proposed finished floor level. As such, a large portion of the bulk earthwork volumes will include demolition waste from existing building floor slabs and pavements (indicatively, 3,000m 3 assuming an average of 300 thick existing substructures).

As noted in the T+T Geotechnical Report, areas of basalt rock encountered during bulk earthworks may require, rock break excavation using hydraulic breaker subject to the degree of fracturing. T+T identify that upper fractured rock is likely to be able to be excavated using conventional earthmoving equipment, however some degree of hydraulic rock breaking is expected to be required. Preliminary assessment of rock indicates 3,420 m3 of rock excavation based on interpolation between proposed formation levels (inclusive of culvert and tanks). Refer to Rock Excavation Plan in Appendix C.

Page 17 INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

5.2 Erosion and Sediment Control

5.2.1 Principles

The erosion and sediment control measures are to be in accordance with the Auckland Council Guidance Document 2016/005 - Erosion and Sediment Control Guide for Land Disturbing Activities in the Auckland Region (GD05). As the site is currently covered with pavements and structures that are to be demolished, key principles for development of an effective erosion and sediment control plan include:

• Install perimeter controls and diversions. OLFPs need to be managed through the site considering staging.

• Stage construction – once construction access is constructed, construction activities will be staged around the site enabling disturbed areas to be minimised and managed.

• Protect steep slopes and cuttings – manage runoff to flow away from steep slopes to avoid erosion.

• Employ sediment retention devices.

• Protect waterbodies – stormwater inlets shall be protected.

• Inspection and maintenance – regular monitoring and maintenance of the complete control system.

5.2.2 Erosion and Sediment Control Methods

Site stabilisation

Stabilised construction accesses will be constructed and used for all site traffic in and out of the site during the works. Control measures are to be implemented as part of an overall construction management plan.

The site is currently built out and structures (buildings and pavements) will be demolished. All deleterious material such as concrete and existing pavements to the footpaths and other debris will be removed from site. Any material that is to be stockpiled during the works shall be properly contained and covered to reduce losses by runoff. Earthworks and grading to future subgrade levels will be undertaken in a staged manner, followed by piling of building foundations sequentially around the site. Batters shall be protected from erosion by directing site runoff away from steep slopes. Bare surfaces prone to erosion shall be stabilised as soon as practical.

OLFP channels

The existing OLFP is proposed to be maintained as close as practical to its existing route, controlled in a channel or bunding, grading to the northwest corner of the site, discharging OLFP flows to Prospect Terrace. Upon construction and commissioning of the proposed bypass culvert and related structures, the channel may be removed, and flows directed through the bypass culvert.

Sediment retention devices

Perimeter silt fences and/or bunding shall be installed where the site grades to the boundary to prevent sediment leaving the site. This will generally be on the western side. Silt protection shall be installed on external catch pits near entrances (sand socks and drain mats).

Page 18 INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Due to the nature of the site and proposed construction staging with localised deep excavations, a sediment retention pond is not expected to be practical. Mechanical treatment via decanting twin tanks or a Siltbuster type system is expected. System sizing to be confirmed to suit detailed staging as part of the Contractors Earthworks Management Plan.

Indicative Layout

Refer Appendix C for the concept erosion and sediment control layout plan.

A detailed Earthworks Management Plan is to be prepared by the Contractor prior to commencing works.

Maintenance, Monitoring, and Reporting

Erosion and sediment control devices will require inspection and maintenance over the course of the project. Activities are to include:

• Erosion and sediment control is to form part of the induction process.

• Regular inspection of control devices to ensure proper function of all devices. Corrective maintenance actions to be noted and addressed promptly.

· Sediment retention systems / decanting tanks – inspect weekly, and before and after every rain event. Remove sediment in accordance with the agreed management plan.

· Silt fences – inspect weekly, and after each rain event.

· Runoff diversion bunds / catch drains – inspect weekly, and after each rainfall event.

· Shaker grids and wash down points – inspect daily during periods of high vehicle activity during

• Environmental Management (including erosion and sediment control) to be an agenda topic at project meetings to include inspections and maintenance activities undertaken, and any issues identified.

• Environmental Management (including erosion and sediment control) to be addressed in monthly reports.

5.3 Works Management

A earthworks and construction management plan will be prepared, and the plan will be submitted to council for approval prior to works commencing on site.

A summary of site-specific considerations to be addressed in the contractor’s management plan include:

• Erosion and sediment control measures as outlined above to reduce nuisance to the surrounding environment. • Earthworks will occur within Over land flow paths (OLFP). The OLFP is to be managed through, and around, the site to prevent erosion and flooding hazards of the construction site. During earthworks construction stage, it is proposed to maintain the existing entry and exit point for the OLFP, and provide equivalent informal onsite flood storage to mitigate changes to existing flood hazards. Upon construction and commissioning of the proposed OLFP culvert and

Page 19 INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

associated structures, the OLFP entry and exit will be modified to the proposed system. The proposed exit points are in accordance with recommendations from Healthy Waters and reflect what has been proposed in design and modelling by EWaters (refer Section 4 for more details of the OLFPs). • The works are planned to be carried out during earthworks season to minimise erosion potential from high rainfall levels and should works extend then a winter works application is to be sought. • A geotechnical engineer will ensure stability of the works and safety of the surrounding land, buildings, and structures. • Only material that has been considered suitable by the geotechnical engineer will be utilised onsite, refer Tonkin + Taylor Geotechnical Report.

6 ROADING AND ACCESSWAY

For Roading, accessway and parking details refer to the Traffic Impact Assessment prepared by Traffic Planning Consultants (TPC).

7 SITE SUITABILITY FOR DEVELOPMENT

Following investigations and preliminary engineering assessments, it is determined that the proposed mixed-used development at 360 Dominion Road, Mt Eden, can be adequately serviced, noting that:

• Existing services to the site are indicated on the enclosed Auckland GIS Plans. • A 200mm public water main with fire hydrant is located in Dominion Road at the frontage to the subject site. Hydrant testing has indicated that suitable fire flows are available. • Wastewater discharge location is to be modified from the existing site discharge connection to an alternate network as advised by Watercare. • The site stormwater strategy is to discharge to new soakage boreholes located in available zones, augmented with onsite stormwater detention, to achieve the required discharge capacity. • The existing stormwater Over Land Flow Path (OLFP) that currently flows through the site will be managed in the proposed development, via conveyance and storage measures, to achieve adequate flood protection for the development and also to mitigate adverse impacts to flood levels in neighbouring and downstream properties as outlined in the EWaters flooding report. Details of the OLFP conveyance and storage are required to be developed in future detailed design stages to determine configuration. • Preliminary design for the servicing of the proposed properties and access to the development are shown on the attached preliminary drawings (See Appendix C).

Page 20 INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

APPENDICES

Appendix A Site Information Appendix B Topographical Survey Appendix C Preliminary Civil Engineering Drawings Appendix D Site Servicing Calculations Appendix E Watercare Correspondence

INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Appendix A Site Information

- Council GIS Data - As-Built plans - Hydrant Testing

Auckland Council Utilities and Underground Services Map !! !! ! 29 50 30 27 327

Stormwater Water Wastewater Utilities

3 Note: Unless otherwise specified in the text below, the colour Valve ! Fitting Transpower Site of a Stormwater symbol is determined by the ownership or ! ( Hydrant Fitting (Non Watercare ) S Pylon (Transpower) useage status, using the following colour scheme: !! Manhole P u b l i c , P r i v a t e or A b a n d o n e d ! Fitting 110 kv - Electricity

Pipe (Non Watercare) Transmission % ! Other Watercare Point Asset T Treatment Device Overland Flowpath Local Pipe (Operational) 220 kv - Electricity (Public) Transmission Other Watercare Linear Local Pipe (Operational Not !S Septic Tank Asset Vested) Overland Flowpath 400 kv - Electricity (Private) !HT Septic Tank (Hi-Tech) Local Pipe (Operational- Local Pipe (Abandoned / Not Transmission NonPotable) Operational) Forebay (Public) Aviation Jet A1 Fuel

Lined Channel

Watercourse

Legend updated: 21/09/2020 Auckland Council Utilities and Underground Services Map

93 2 1/337 0 PE 336-338 336 337 338 340 20 20 PE PE ´ 87A 341 342-346 342 95 3 91 345B 2 1 ! 0 PE!3 50 CI 3( 10 ! 89 0 CI 343-345 93-95 ( 87

3! 0 ! B S 89-91 U 0 ! RN L LE 1 3 Y C TE 3! 1 ! RR! 00 C 10 ACE 1 I 87 0 CI C 0 ( 0 0 3 2 I P 85 I E ROS C P ( PE 83 3 CT T 0 ER 81 5 100 RAC 1 PV E C-U 79 349 0 E E 353 2 P P ( 0 D 0 2 E 2 2 A 0 P 86 P E 0 O E 2 P ( R 84 353-355 0 E 2 N ( 82 P O 2/86 357 20 I 80 PE N I

357-361 M

I D 82 C

0 20 0 PE 2 1/80 86A

360-388 ( 84A 2 0 PE

2/80 82A 3 !

3/80

113

3 C

! A 3 0 0 31 3 10 (0 CI G 3 111 0 RA I E 2 N 3/101 GE C 109 P 0 R E O 2 A 0 132 P D 0 ( 107 1 0 E 3 2 105 130 P !

400 0 E 2 128 P ( 0 E 2 101 0 P E 2 0 P E 1 126 2 00 P AC 0 E 2 124 P

0 E 2 122 P

0 E 2 120 P

DISCLAIMER: 0 5 10 15 This map/plan is illustrative only and all information should be independently verified on site before taking 1 - Water Meters any action. Copyright Auckland Council. Land Parcel Boundary information from LINZ (Crown Copyright Scale @ A4 Reserved). Whilst due care has been taken, Auckland Project ABC - 360 Diminion Rd = Council gives no warranty as to the accuracy and plan 1:1,000 completeness of any information on this map/plan and accepts no liability for any error, omission or use of the Date Printed: 10/02/2021 Auckland Council Utilities and Underground Services Map

93 D 336-338 336 1/337 A 337 O 338 R 340

O I ´ N 87A 341 I 342-346 342 95 M 91

O 345B D

e 89 N 5 t 343-345 2 re O 2 c 93-95 I ¢D¢D D n

D 353-355 A 84 O 82 R 2/86 80 357 N

O 357-361 I N I

M 82

O D 1/80

86A

360-388 84A

N 2/80 O I D 82A N I A

M O

R O

D C o 2 3/80 n 2 c 5 ¢Dre ¢D t ¢D¢D e

113 D 5 te¢¢D 2 2 re c n o ¢D¢DC ¢D¢D ¢D¢D

GR ANG 111 E R OAD 109 3/101 132 ¢D¢D e 107 e t t e 5 e r 5 2 105 ¢Dr D c 130 2 ¢ c 2 2 n 400 n o 103 o 128 C C 101 126 124 ¢D¢D

DISCLAIMER: 0 5 10 15 This map/plan is illustrative only and all information should be independently verified on site before taking 2 - Stormwater Meters any action. Copyright Auckland Council. Land Parcel Boundary information from LINZ (Crown Copyright Scale @ A4 Reserved). Whilst due care has been taken, Auckland Project ABC - 360 Diminion Rd = Council gives no warranty as to the accuracy and plan 1:1,000 completeness of any information on this map/plan and accepts no liability for any error, omission or use of the Date Printed: 10/02/2021 Auckland Council Utilities and Underground Services Map

93 150 336 VC 1 1/337 336-338 5 0 ! 337 338 1 V 50 C 340 VC

C ´ V 87A ! 341 342-346 342 5 2 95 2 91

345B

89 343-345 93-95 87 B 89-91 URN ! LEY TER RAC 87 E PR OSP ECT 85 TER RAC 83 E 81 D ! 79 ! A

349 O

R 353

O 86 I

N I 353-355 C 84 V M 5 82 O 2 2/86 357 D 2 80 357-361 225 82 VC !! 1/80

86A

360-388 84A C V ! !! 5 2 2 C

5 2/80 2 82A 2 22 5 VC !!

! 3/80 ! 5 !! ! 2 C 0 2 5 V C 1 ! !! V 22 5 VC 225 V !! C C !

5 2 2 113

6 00 VC

! 22 !! 5 VC 225 !! VC C ! V! ! 0 ! 1 !! 15! 50 V C 111 37 5 VC 109 3/101 C GR N 132 AN ! GE 107 O ROA C D 130 105 5 400 2 C 37 2 ! 103 V 5 V 128 C 5 2 ! 101 2 126

124 37 5 VC 122 5 15 2 0 C 2 !V! VC 120

DISCLAIMER: 0 5 10 15 This map/plan is illustrative only and all information should be independently verified on site before taking 3 - Wastewater Meters any action. Copyright Auckland Council. Land Parcel Boundary information from LINZ (Crown Copyright Scale @ A4 Reserved). Whilst due care has been taken, Auckland Project ABC - 360 Diminion Rd = Council gives no warranty as to the accuracy and plan 1:1,000 completeness of any information on this map/plan and accepts no liability for any error, omission or use of the Date Printed: 10/02/2021 Auckland Council Utilities and Underground Services Map

1/337 336-338 336 337 338 340 ´ 87A 341 342-346 342 95 91

345B

89 343-345 93-95 87 B 89-91 URN LEY TER RAC 87 E PR OSP ECT 85 TER RAC 83 E 81 79 349 353

A 86

R 84 353-355 N 82 O 2/86 357 I 80 N I

357-361 M

D 82

1/80

86A

360-388 84A

2/80 82A

3/80

113

111 109 3/101 GR 132 ANG E R 107 OAD 130 105 400 103 128 101 126 124 122

120

DISCLAIMER: 0 5 10 15 This map/plan is illustrative only and all information should be independently verified on site before taking 4 - Utilities Meters any action. Copyright Auckland Council. Land Parcel Boundary information from LINZ (Crown Copyright Scale @ A4 Reserved). Whilst due care has been taken, Auckland Project ABC - 360 Diminion Rd = Council gives no warranty as to the accuracy and plan 1:1,000 completeness of any information on this map/plan and accepts no liability for any error, omission or use of the Date Printed: 10/02/2021 Auckland Council Utilities and Underground Services Legend

Stormwater Water Wastewater Utilities

Lined Channel

Watercourse

Legend updated: 21/09/2020 Auckland Council Map

6 6 5 29 50 30 0 27 327 2000788829 21 25A 27 25 5 24 333 331 . 25E 17 d 23 2000767227 2 5 a 21 514127 5 5 o 27B 19 5 R 26 17 5 . 34 15 7. 335 514116 25B 2 32 2000157401 4 6 19 d 13 336 25D r 28 o ´ 11 28 26 9 337 514098 f 4 24 2000521407 7 d 5 22 5 514100 21 o 20 514097 o 18 3 341 342 25C 531371 30 16 531415 1 19B W 14 B 531375 27A 12 urnl 0 2000777276 23 10 ey T 5 343 93 .5 8 erra 2000542761 514099 57 531370 32 531439 6 ce 89 4 87 25 85 2A P 531374 34 2000039351 ro 83 5 spe . 531422 d ct T 79 7 349 e 77 27 6 a rr 23 ace 75 531367 21 o 86 73 36 531423 R 71 29 19 84 17 353 69 513756 5 82 n 67 53 15 0 80 o 65 5 13 i 78 6 22 Kin 357 63 60 514096 g E 11 n 76 20 dw 9 i 74 61 18 ard 7 503849 514124 72 59 62.5 S m 2000835121 16 tree 5 363 70 57 45 14 t 3 o 86A 68 55 12 1 D 360 53A 10 2000585578 84A 64 51 8 531400 55 2000564154 49 513757 6 0 60 47 .5 531420 76A 6 45 503864 47 4 2000683060 58 43 503851 5 58A 41 2 2 56 39 531401 .5 531397 54 503850 2000575089 531395 52

5 50 531419 2000203383 2000500103 7 48 531394 . 531396 46 373 5 113 44B 19 531421 2000423719 62 17 0 2000504411 56A 15 5 2000963536 13 54A 52A 11 503846 9 2000121829 2000018592 50A 44A 20 7 52.5 111 18 5 379-381 514122 109 514095 16 132 107 42 3 55 105 14 1 400 130 514093 12 P 128 Gra 103 10 aice 503854 nge 101 89A 514094 8 Av 126 Roa 99 e d 5 6 nue 124 97 6 5 6 4 531412 122 95 . 7 2 57.5 2 . 93 6 5 531399 120 2000861456 91 118 89 503863 412 5 116 4 . 60 87 7 2 114 2000595681 85 . 389 5 5 83 67 112 81 531417 110 79 2 77 5 4 531398 108 75 15 5 6 13 395 2000161450 6 2.5 106 73 11 503848 104 71 9 531418 8 102 69 7 503847 6 100 67A 5 401 5 65 16 422 0 10 98 63 3 5 6 12 96 2000442839 14 1 7 M 531368 94 12 ilto 14 92 10 5 9 n R 5 8 409 5 oad 16 90 4 6 Eliz 2000482130 .5 13 18 abe 62 20 88 4 th S 15 22 5 2 tr 426 17 . eet 5 514121 11 24 531369 2 7.5 21 65 26 5 531416 2000969769 28 0 531424 531425 23 30 65 5 415 2000353032 32 86A

DISCLAIMER: 0 10 20 30 This map/plan is illustrative only and all information should be Meters independently verified on site before taking any action. Copyright Auckland Council. Land Parcel Boundary information from LINZ (Crown Copyright Reserved). Whilst due care has Scale @ A4 been taken, Auckland Council gives no warranty as to the Project ABC - 360 Diminion Rd = 1:2,500 accuracy and plan completeness of any information on this map/plan and accepts no liability for any error, omission or use Date Printed: of the information. Height datum: Auckland 1946. 10/02/2021 Auckland Council Map

Overland Flow Paths - 3ha and above Not Operational Private Private - Culvert/Tunnel Septic Tank Overland Flow Paths - 3ha and above Proposed Stormwater Viewing Platform KiwiRail- Culvert/Tunnel !HT Public - Hi-Tech

Overland Flow Paths - 4000m2 to 3ha Stormwater Treatment Device Public Public - Rising Main HT Private - Hi-Tech % !

Overland Flow Paths - 4000m2 to 3ha T Public Private Private - Rising Main S Public - Other % ! Overland Flow Paths - 2000m2 to 4000m2 T Private Stormwater Embankment Public - Subsoil Drain !S Private - Other Overland Flow Paths - 2000m2 to 4000m2 Stormwater Soakage System Public Private - Subsoil Drain Address < Overland Flow Paths ! Public Private Stormwater Connection Address Overland Flow Paths

Ø Private - No Structure Stormwater Watercourse Private - Wall Structure Secondary Arterial Road Under Construction Abandoned / Not Operational @ Public - Structure Public Public - Other Structure Wastewater Other Structure (Local) Primary Arterial Road @ Private - Structure Private Private - Other Structure Wastewater Other Structure (Local) Primary Arterial Road Under Construction Stormwater Catchpit SAP ID label Stormwater Pipe SAP ID label Stormwater Abandoned Pipe Wastewater Pump Station (Local) Collector Road Stormwater Catchpit SAP ID label Stormwater Pipe SAP ID label Public - Gravity Mains Wastewater Pump Station (Local) Collector Road Under Construction Stormwater Catchpit Stormwater Pipe Public - Culvert/Tunnel Wastewater Manhole (Transmission) Local Road ¢D Public Public - Gravity Mains Public - Rising Main !! Wastewater Manhole (Transmission) ! Local Road Under Construction ¢D Private Private - Gravity Mains Public - Subsoil Drain Wastewater Pipe (Transmission) Stormwater Spillway KiwiRail - Gravity Mains Stormwater Abandoned Connection Parcels Operational Parcels Public Public - Culvert/Tunnel Public

DISCLAIMER: This map/plan is illustrative only and all information should be independently verified on site before taking any action. Copyright Auckland Council. Land Parcel Boundary information from LINZ (Crown Copyright Reserved). Whilst due care has been taken, Auckland Council gives no warranty as to the Legend accuracy and plan completeness of any information on this map/plan and accepts no liability for any error, omission or use Date Printed: of the information. Height datum: Auckland 1946. 10/02/2021

Mains Flow and Pressure Report

Hydrant locations: Dominion Road Date: 18th September 2020 Time: 8:00am Flow: Hydrants 1 and 2 Residual pressure: Residual kPa Maximum flow result: 4070Lpm at 680kPa Test Supervisor: Jason Goodwin Data: Flow (Lpm) Pressure (kPa) 0 850 1200 820 1800 795 2400 790 4070 680

Graph:

1000

900

800

700

600

500

400 Pressure (kPa) Pressure

300

200

100

0 0 1000 2000 3000 4000 5000 Litres Per Minute

Notes: Nil.

Hydrant Map: See page 2 Hydrant Map

Page 2 Confidential Nova Flowtec Services Ltd INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Appendix B Topographical Survey

REVISION DETAILS NAME DATE

1. Issued for information. RDC 15/11/16

SHEET 4 OF 6 S W N SL EWINGTON AVE

S SW

SW NOTES

S 1. THE SURVEY IS IN TERMS OF GEODETIC DATUM 2000, MT EDEN

SL S CIRCUIT. THE ORIGIN OF COORDINATES IS "M 16 SO 53794" (GD

H NAIL23 CODE CGNC), SOURCED FROM LINZ DATABASE. ~ 799893.23mN 398701.09mE P SW 398761.23 2. THE ORIGIN OF LEVELS IS IN TERMS OF THE AUCKLAND VERTICAL 800118.36 S DATUM 1946, ORIGIN OF LEVEL IS "M 16 SO 53794" (GD CODE 48.90 CGNC), RL = 50.91m, SOURCED FROM LINZ DATABASE. W 3. CONTOURS ARE SHOWN AT 0.2m INTERVALS. SW 4. EVERY EFFORT HAS BEN MADE TO IDENTIFY AND SHOW EXISTING SUBJECT EASEMENTS, COVENANTS AND ENCUMBRANCES ON H THIS PLAN. PLEASE REFER TO CURRENT CERTIFICATES OF TITLE &

SL P PLAN SU001.

H 5. AERIAL PHOTO SHOWN IN BACKGROUND AND EXISTING

P S SERVICES HAVE BEEN SOURCED FROM THE AUCKLAND COUNCIL GIS. SERVICE PIPES AND COVERS NOT LOCATED BY P S SURVEY, ARE APPROXIMATE ONLY AND WILL NEED TO BE

S P CONFIRMED ON SITE. R BURNLEY TCE TMH P M15 (CGNF) 6. UTILITY SERVICE LOCATIONS HAVE BEEN SCALED FROM S DRAWINGS SUPPLIED BY SERVICE PROVIDERS. IN SOME CASES, P 398743.63 P A BEST FIT APPROACH HAS BEEN EMPLOYED. 800055.89 SHEET 6 OF 6 P 7. WHERE HEIGHT TO BOUNDARY RELATIONSHIPS ARE REQUIRED SV 50.36 FOR PROPOSED STRUCTURES NEAR BOUNDARIES, ADDITIONAL

TMH TMH GROUND LEVELS MAY BE REQUIRED TO ENSURE COMPLIANCE. W S SV

SHEET 3 OF 6 SL H S 8. CONTRACTOR IS TO LOCATE AND PROTECT ALL EXISTING S P S P S S T SERVICES PRIOR TO COMMENCING ANY WORKS. NO P

S SW EXCAVATION OF ANY KIND IS TO TAKE PLACE WITHOUT

TMH S S P H S S PERMISSION FROM THE RELEVANT SERVICE PROVIDER. S S P H P 9. LOT AREAS AND BOUNDARY DIMENSIONS ARE SUBJECT TO S VMH PV PT CONFIRMATION UPON FINAL LAND TRANSFER SURVEY. S SW GM S P P 10. A 3D DTM, 3D POINTS, & HEIGHT LABELS HAVE BEEN FROZEN IN S SL THIS DRAWING. S H GVGV 11. THE SURVEY IS COMPRISED IN LOT 1 & 2 DP 170042, NA103D/981 ? PROSPECTP TCE S & NA103D/47 RESPECTIVELY. R

P S S

W PT S

S W P

W P ? SL P SW AP21

H 398891.25 DISCLAIMER: Lot 1 DP 170042 SS THIS CAD DRAWING IS INTENDED TO BE SOLELY USED AS THE BASE DATA FOR THE SS 799998.71 2074m² PURPOSES OF THE CLIENT. WOODS ACCEPT NO RESPONSIBILITY FOR ANY NA103D/981 SL 55.57 SUBSEQUENT CHANGES MADE TO THIS DRAWING FILE, THAT ARE DIFFERENT TO THOSE S ATTACHED IN THE PDF FORMATTED VERSION SHOWN IN OUR ELECTRONIC W CORRESPONDENCE. S SS CLIENT: ? KING EDWARD ST DOMINION RD

P Lot 2 DP 170042

S S 8090m² R NA103D/47

S P P LB S

S TMH S EXISTING BUILDING STREET R S 4183 (CGND) SW SS S

H S 398715.98

SL SW ? 799939.69 SL SW S 50.72

? P LEGEND 51.2 CONTOURS

SHEET 2 OF 6 S S VMH BUILDINGS WOODS S S SW SL FLOOR LEVELS Engineers. Surveyors. Planners.

TMH S Urban Designers. Architects. D DOWNPIPE

SV EAVES S

SW P SL LIGHTS/LAMP POST/STREET LIGHTS

M16 (CGNC) SS SW SW FENCES/GATES H P S 398701.09 POSTS H 799893.23 P GARDENS/HEDGES 50.91 P GRANGE RD S S SIGNS TOPOGRAPHICAL SURVEY SPOT HEIGHTS ABC194 PV LOT 1 & 2 DP 170042 VALVES P POWER BOX 360 - 388 DOMINION RD PAICE AVE AP25 P P POWER POLES SHEET 1 OF 6 SW S 398836.25 TMH TELECOMMUNICATIONS 799858.98 56.42 S 3047 (CGNB) TREES

P H FIRE HYDRANT P 398688.76 AP24 799845.65 W WATER METER S 52.10 398669.02 GV GM GAS VALVE/METER H 799834.96 52.74 LB R LETTERBOX/RUBBISH BIN TMH TMH SV SHEET 5 OF 6 P TMH PARKING METER

H SL SW SVSV SL S SW STORMWATER MANHOLE TMH AUCKLAND COUNCIL T P STORMWATER CESSPIT DESIGNED: SS SEWER MANHOLE ISSUED FOR INFORMATION MILTON RD ? UNKNOWN MANHOLE CHECKED: DRAWN: RDC RDC GIS STORMWATER APPROVED: SURVEYED: GIS SEWER WC WOODS GIS WATERMAIN JOB NUMBER: SCALE: ABC-194 1:1500 @ A3 ISSUED: SCALEBAR (m) SCALE | 1:1500 @A3 | 1:750 @A1| 15-11-2016 DWG. NO. REV. 1. 0 15 30 75 ABC194-SU-51 0 SCALEBAR (m)

100 N 100

5 150

150

10 100 SCALE | 1:500 @A3 1:250 @A1|

150

100

Section 6 SO 447000 PAICE AVE PAICE 588224 588225 967m² Section 5 SO 435551

100 577473 965m² Section 4 SO 435551 543356 965m² Part Lot 51 DP 3260 NA1575/2 Part Lot 50 DP 3260

Part Lot 49 DP 3260

NA1575/2 300 NA1575/2

150

Part Lot 49 DP 3260 100 NA54C/1173

824m²

P P STOP T

54.2 TMH LL=52.18 SSMH25 SL

225

S 300

TMH

TMH 53.6 53.2 H

150 52.8 S 50.75

FOOTPATH 50.77 100 52.2 SW 150 KERBLINE 53.0

52.8 52.2 300

52.2 150

FOOTPATH

54.0 LL=53.51

53.8 BUS 53.6

51.4 51.2 100 53.6 200 LL=53.03 LANE H LL=50.92

SV KERBLINE 53.4 (sealed) CP1

TMH 100 200 150 52.69 200 H

52.6 51.0

300 KERBLINE 100 52.43

225

52.4 150

51.60 SW 53.2 DOMINION RD 49.85

TMH

52.45 52.8

SW 52.6

Part Lot 3 DP 1699 FOOTPATH 49.86 50.8 675 LL=53.32 SSMH24 STOP100 LL=50.77 49.87 SL DCP6 LL=50.76 S SOAK HOLE 29

Water Level 49.54

NA51D/335

300 100 S 52.0 P SV

SV 100 200 LL=51.05 (flooded) 51.6 LL=50.76

S 51.8 DCP5 675 225 LANE LL=50.77 BUS SW S

Section 4 SO 447000 51.0 50.37 51.2 225 LL=51.13 SSMH23 LL=51.30

642428 757m² 49.33

50.8 49.81 LL=50.87

S 100

SW DCP4

100 49.48 LL=50.87 49.43 49.53225

50.09 49.90 S

100 225 VMH

225 S Section 2 SO 447000

50.40 LL=51.04 SL

375 STOP 225

50.27 225 1150m² 642427 DCP3 51.0 51.6 LL=51.54 SSMH22 51.8 (parked-over)

S 50.26 LL=51.08

LL=50.91 225 51.6 50.61 51.4 225

LL=50.95 100

225

50.63

50.70

GRANGE RD GRANGE 51.4 Area A SO 447000 51.2

LL=51.85 SSMH21 225

Part Lot 1 DP 2261 50.66

FL=51.85 375 NA197/274

529m² 225 SW 50.66 51.6

51.8 52.0

51.8 100 Part Lot 1 DP 1648

100 MILTON RD MILTON S

LEGEND 150

NA31C/713 51.60 50.23 GV 51.6 LB S 150 50.80

51.2 100 TMH 51.8 P Part Lot 2 DP 1648 SW SS W ? D H P P 225 SS

P 49.98 R GM SL

PV 49.94 NA31C/713 50.62 LL=52.10 SSMH20 52.2

225 15

Part Lot 1 DP 2261

Part Lot 3 DP 1648 51.8 52.0 52.2

UNKNOWN MANHOLE EAVES BUILDINGS PARKING METER LETTERBOX/RUBBISH BIN FIRE HYDRANT POWER POLES POWER BOX POSTS FENCES/GATES LIGHTS/LAMP POST/STREET LIGHTS DOWNPIPE FLOOR LEVELS

GIS WATERMAIN GIS SEWER GIS STORMWATER GAS VALVE/METER WATER METER GARDENS/HEDGES CONTOURS TREES TELECOMMUNICATIONS VALVES SEWER MANHOLE STORMWATER CESSPIT STORMWATER MANHOLE SPOT HEIGHTS SIGNS

150

KERBLINE 53.2

NA7A/1127

52.4

NA31C/713 100

388m²

100 150 52.4

52.6 FOOTPATH

Part Lot 2 DP 2261 FOOTPATH

H 52.6 KERBLINE Part Lot 4 DP 1648 NA7A/1127

112m² 53.4 NA405/92

240m²

52.8

53.0 52.8

53.6

Part Lot 4 DP 1648 375 53.0 P NA428/201

670m² 53.2

P 53.2 NOTES 1. REVISION DETAILS DWG. NO. ISSUED: JOB NUMBER: APPROVED: CHECKED: DESIGNED: CLIENT: CORRESPONDENCE. PURPOSES OF THE CLIENT. WOODS ACCEPT NO RESPONSIBILITY FOR ANY THIS CAD DRAWING IS INTENDED TO BE SOLELY USED AS THE BASE DATA FOR DISCLAIMER: ATTACHED IN THE PDF FORMATTED VERSION SHOWN OUR ELECTRONIC SUBSEQUENT CHANGES MADE TO THIS DRAWING FILE, THAT ARE DIFFERENT THOSE 11. 10. 1. 7. 6. 9. 8. 5. 3. 2. 4. Issued for information. & NA103D/47 RESPECTIVELY. LOT AREAS AND BOUNDARY DIMENSIONS ARE SUBJECT TO PERMISSION FROM THE RELEVANT SERVICE PROVIDER. EXCAVATION OF ANY KIND IS TO TAKE PLACE WITHOUT FOR PROPOSED STRUCTURES NEAR BOUNDARIES, ADDITIONAL DRAWINGS SUPPLIED BY SERVICE PROVIDERS. IN SOME CASES, UTILITY SERVICE LOCATIONS HAVE BEEN SCALED FROM PLAN SU001. EVERY EFFORT HAS BEN MADE TO IDENTIFY AND SHOW EXISTING DATUM 1946, ORIGIN OF LEVEL IS "M 16 SO 53794" (GD CODE CONFIRMATION UPON FINAL LAND TRANSFER SURVEY. CONTRACTOR IS TO LOCATE AND PROTECT ALL EXISTING GROUND LEVELS MAY BE REQUIRED TO ENSURE COMPLIANCE. WHERE HEIGHT TO BOUNDARY RELATIONSHIPS ARE REQUIRED CONFIRMED ON SITE. COUNCIL GIS. SERVICE PIPES AND COVERS NOT LOCATED BY CONTOURS ARE SHOWN AT 0.2m INTERVALS. CGNC), RL = 50.91m, SOURCED FROM LINZ DATABASE. ~ 799893.23mN 398701.09mE CODE CGNC), SOURCED FROM LINZ DATABASE. CIRCUIT. THE ORIGIN OF COORDINATES IS "M 16 SO 53794" (GD A 3D DTM, POINTS, & HEIGHT LABELS HAVE BEEN FROZEN IN A BEST FIT APPROACH HAS BEEN EMPLOYED. AERIAL PHOTO SHOWN IN BACKGROUND AND EXISTING THE SURVEY IS COMPRISED IN LOT 1 & 2 DP 170042, NA103D/981 THIS DRAWING. SERVICES PRIOR TO COMMENCING ANY WORKS. NO SURVEY, ARE APPROXIMATE ONLY AND WILL NEED TO BE SERVICES HAVE BEEN SOURCED FROM THE AUCKLAND THIS PLAN. PLEASE REFER TO CURRENT CERTIFICATES OF TITLE & SUBJECT EASEMENTS, COVENANTS AND ENCUMBRANCES ON THE ORIGIN OF LEVELS IS IN TERMS AUCKLAND VERTICAL THE SURVEY IS IN TERMS OF GEODETIC DATUM 2000, MT EDEN TOPOGRAPHICAL SURVEY 360 - 388 DOMINION RD LOT 1 & 2 DP 170042 RDC ABC194- 15-11-2016 ABC-194 WC AUCKLAND COUNCIL SHEET 2 OF 6 ABC194 Engineers. Surveyors. Planners. WOODS Urban Designers. Architects. SU-52 SCALE: SURVEYED: DRAWN: ISSUED FOR INFORMATION 1:500 @ A3 NAME RDC WOODS RDC 15/11/16 DATE REV. 1. 100

0 SCALEBAR (m) 100 P N P LEGEND GV LB S 5 TMH 51.2 P SW SS W D ? H P P P R GM SL

PV 225 10 UNKNOWN MANHOLE PARKING METER LETTERBOX/RUBBISH BIN FIRE HYDRANT POWER POLES POWER BOX POSTS FENCES/GATES LIGHTS/LAMP POST/STREET LIGHTS EAVES DOWNPIPE FLOOR LEVELS BUILDINGS GIS WATERMAIN GIS SEWER GIS STORMWATER GAS VALVE/METER WATER METER GARDENS/HEDGES CONTOURS VALVES SEWER MANHOLE STORMWATER CESSPIT STORMWATER MANHOLE TREES TELECOMMUNICATIONS SPOT HEIGHTS SIGNS LL=49.31 SSMH27 S

SCALE | 1:500 @A3 1:250 @A1| 49.0 Lot 1 DP 100321 NA54C/1173

22549.2 48.46 172m² 300 SW 48.37

LL=49.25

49.2

INSIDE TCE BURNLEY VERTICAL DRAIN 200mm LID KERBLINE S

49.4

525 49.6 49.4

KING EDWARD ST EDWARD KING FOOTPATH

Lot 55 DP 397

49.8 225 49.6 LL=49.59 NA114/95 594m²

Part Lot 48 DP 3260

FOOTPATH 49.8

H 807m² 49.4

50.0 H LL=50.15 49.2 S ?

Part Lot 58 DP 397

Lot 2 DP 3260 S 49.4 NA148/83 H NA200/99 974m² 171m²

S 49.6

Part Lot 57 DP 397

50.0 S 49.6

50.2

150 Lot 1 DP 3260 675 NA200/99 Part Lot 56 DP 397

171m² S

NA117/77

P 50.2

966m² 100

100 100

NA200/99 100 S 154m²

P FOOTPATH

P 49.8 Part Lot 56 DP 397

S 150

KERBLINE 50.4 KERBLINE NA640/248 LL=50.54 SSMH26 STOP 18m² GM

SL 48.65 TMH

Part Lot 58 DP 397 48.67 225 S SW

50.6 100

49.30 LB

225 15

NA323/190 225 49.61

49.59 367m² 150 50.0 Part Lot 57 DP 397 LL=50.65

LL=50.66 150 100

DCP7 50.2 50.8 STREET NA177/111

50.8 367m² Part Lot 56 DP 397

150 S

51.0 NA67C/963 367m² Part Lot 1 DP 397 R S

NA449/176

H FOOTPATH51.2

BUS S LANE

W 50.6 50.4

225 LL=50.58 LL=50.59 KERBLINE SW S

DCP12 50.8 LL=50.78 225 (live lane)

49.60 150

51.4 W

50.6 49.79 LANE P S 51.0 50.8 BUS 100

49.81 P

225 STOP BUS 225 51.4 SL 51.4 KERBLINE 51.2

S 51.8 51.2 SL 50.8 S

FOOTPATH R

S 51.0 51.8 51.0 51.0 51.2 S 150 S FL=51.83 200

51.6 51.4 P TMH 51.0

GV 150 100 51.4 GV

FL=51.84

SECOND FLOOR 51.4

51.8 S 150 50.8 51.8 51.8 H S FL=51.84 51.2 FL=55.91 51.8 LANE 150 50.6 FL=51.84 TMH BUS DOMINION RD W

FL=51.82 51.6 SL

FL=51.83 51.6 150

51.4 S

FL=51.84 BUS FL=51.83 51.651.4 LANE FL=51.83

FL=51.54 KERBLINE H FL=51.83 Lot 1 DP 170042

FL=51.53 SL 51.2 51.8 NA103D/981 FOOTPATH LANE 2074m² S P

KERBLINE BUS 150

FL=51.54 51.4 SS

50.96 R

200 S

50.99

150 50.95 FL=51.45 LL=51.76 51.0 FL=51.84 FL=51.84

S 51.0 FL=51.32 SECOND FLOOR S 51.6 FL=51.85 200 FL=51.84 FL=51.29 200 S FL=55.91

FL=51.84 51.4

S 100

S 50.6

SV FL=51.83 100

225 FL=52.33 51.2 VMH

H 51.8 51.8 50.8

FL=51.84 STOP

51.8

52.4 52.6

51.01 KERBLINE50.98 TMH FL=51.85 LL=51.59

51.8

FOOTPATH

KERBLINE

100

50.96

49.16 52.0

FL=51.85 52.0 51.0 SS

LL=51.76 50.93 150 1300x1300 RL=50.06 Pit Bottom EXISTING BUILDING 300 SS 48.89

48.95 51.4 51.6 LL=51.74 52.2 52.2 300 51.8

52.0

51.2

FOOTPATH

51.8 S

BOTTOM=49.92 KERBLINE KERBLINE

52.2 LL=51.60

SOAK6 PROSPECT TCE PROSPECT FL=52.67 LL=51.46 LL=51.26

52.0 52.2 100

51.24 225

52.452.652.8 52.0 SW

51.18 225

LL=51.64 CP23 225

51.6 150 LL=51.27

52.2 P S

52.6 LL=52.34

51.66 100 52.2 225 51.59 52.4

SW 52.6

51.60 100

51.72 150 Lot 2 DP 170042 52.4 52.852.452.6 51.8 NA103D/47 P

T 8090m² 52.0 RL=51.88 Pit Bottom 52.6 15 LL=52.41 ? NOTES 1. REVISION DETAILS DWG. NO. ISSUED: JOB NUMBER: APPROVED: CHECKED: DESIGNED: CLIENT: CORRESPONDENCE. PURPOSES OF THE CLIENT. WOODS ACCEPT NO RESPONSIBILITY FOR ANY THIS CAD DRAWING IS INTENDED TO BE SOLELY USED AS THE BASE DATA FOR DISCLAIMER: ATTACHED IN THE PDF FORMATTED VERSION SHOWN OUR ELECTRONIC SUBSEQUENT CHANGES MADE TO THIS DRAWING FILE, THAT ARE DIFFERENT THOSE 11. 10. 1. 7. 6. 9. 8. 5. 3. 2. 4. Issued for information. & NA103D/47 RESPECTIVELY. LOT AREAS AND BOUNDARY DIMENSIONS ARE SUBJECT TO PERMISSION FROM THE RELEVANT SERVICE PROVIDER. EXCAVATION OF ANY KIND IS TO TAKE PLACE WITHOUT FOR PROPOSED STRUCTURES NEAR BOUNDARIES, ADDITIONAL DRAWINGS SUPPLIED BY SERVICE PROVIDERS. IN SOME CASES, UTILITY SERVICE LOCATIONS HAVE BEEN SCALED FROM PLAN SU001. EVERY EFFORT HAS BEN MADE TO IDENTIFY AND SHOW EXISTING DATUM 1946, ORIGIN OF LEVEL IS "M 16 SO 53794" (GD CODE CONFIRMATION UPON FINAL LAND TRANSFER SURVEY. CONTRACTOR IS TO LOCATE AND PROTECT ALL EXISTING GROUND LEVELS MAY BE REQUIRED TO ENSURE COMPLIANCE. WHERE HEIGHT TO BOUNDARY RELATIONSHIPS ARE REQUIRED CONFIRMED ON SITE. COUNCIL GIS. SERVICE PIPES AND COVERS NOT LOCATED BY CONTOURS ARE SHOWN AT 0.2m INTERVALS. CGNC), RL = 50.91m, SOURCED FROM LINZ DATABASE. ~ 799893.23mN 398701.09mE CODE CGNC), SOURCED FROM LINZ DATABASE. CIRCUIT. THE ORIGIN OF COORDINATES IS "M 16 SO 53794" (GD A 3D DTM, POINTS, & HEIGHT LABELS HAVE BEEN FROZEN IN A BEST FIT APPROACH HAS BEEN EMPLOYED. AERIAL PHOTO SHOWN IN BACKGROUND AND EXISTING THE SURVEY IS COMPRISED IN LOT 1 & 2 DP 170042, NA103D/981 THIS DRAWING. SERVICES PRIOR TO COMMENCING ANY WORKS. NO SURVEY, ARE APPROXIMATE ONLY AND WILL NEED TO BE SERVICES HAVE BEEN SOURCED FROM THE AUCKLAND THIS PLAN. PLEASE REFER TO CURRENT CERTIFICATES OF TITLE & SUBJECT EASEMENTS, COVENANTS AND ENCUMBRANCES ON THE ORIGIN OF LEVELS IS IN TERMS AUCKLAND VERTICAL THE SURVEY IS IN TERMS OF GEODETIC DATUM 2000, MT EDEN TOPOGRAPHICAL SURVEY 360 - 388 DOMINION RD LOT 1 & 2 DP 170042 RDC ABC194- 15-11-2016 ABC-194 WC AUCKLAND COUNCIL SHEET 3 OF 6 ABC194 Engineers. Surveyors. Planners. WOODS Urban Designers. Architects. SU-53 SCALE: SURVEYED: DRAWN: ISSUED FOR INFORMATION 1:500 @ A3 NAME RDC WOODS RDC 15/11/16 DATE REV. 1. 49.4

SCALEBAR (m) 49.2

S 49.4 N H

S 49.6

5 49.6 LEGEND GV LB S S 51.2 TMH P SW

W 100 ? D H P P Lot 4 DP 397

P 100 R GM 10 SL NA31D/419 PV P 513m² P SCALE | 1:500 @A3 1:250 @A1| Part Lot 1 DP 397

UNKNOWN MANHOLE BUILDINGS

PARKING METER LETTERBOX/RUBBISH BIN FIRE HYDRANT POWER POLES POWER BOX POSTS FENCES/GATES LIGHTS/LAMP POST/STREET LIGHTS EAVES DOWNPIPE FLOOR LEVELS GIS WATERMAIN GIS SEWER GIS STORMWATER GAS VALVE/METER WATER METER GARDENS/HEDGES CONTOURS TREES TELECOMMUNICATIONS VALVES SEWER MANHOLE STORMWATER CESSPIT STORMWATER MANHOLE SPOT HEIGHTS SIGNS 49.8 NA67C/463

GM BURNLEY TCE BURNLEY

15S

Part Lot 5 DP 16887 50.0 25

50.2

NA1044/97

150

FOOTPATH KERBLINE Part Lot 1 DP 397 Part Lot 2 DP 397 NA449/176 S NA43C/212 NA43C/213 NA43C/214 NA43C/215 Part Lot 2 DP 397

NA449/176 50.4 NA67C/463 Lot 3 DP 397

Part Lot 4 DP 16887 225 539m²

NA1044/97 100 Lot 3 DP 16887 STOP NA404/178 Lot 2 DP 16887 276m² Part Lot 3 Block I DP 174 NA47A/132 Lot 1 DP 16887 276m² Part Lot 5 DP 16887 NA47A/131 276m² Part Lot 4 DP 16887 NA30/273 NA1098/231 S 655m² NA1098/231 Lot 4 Block I DP 174

TMH 51.0

150 100 50.8 NA30/185 S 150 H 688m² S 150 Lot 2 DP 34975

50.6 TMH W

150 NA897/72 P

S Lot 1 DP 34975 506m²

BUS

50.4 NA1014/85 P LANE 185m² P TMH P 50.2 R S P P

49.8 S

150

S 49.6

150 375 LL=48.91 W CP8 49.2

P 48.11

S 51.0 S FOOTPATH

SW KERBLINE S 200 H

LL=49.20 49.0 200 (live lane) S 225 SV KERBLINE S

SL 51.4 S

100 50.0 48.8

50.6 BUS LL=48.70 LANE LL=48.70 SV FOOTPATH DOMINION RD S CP10 48.37 48.36

200 CP11

100 48.14 S 51.2 49.4 LL=48.69

225 LL=48.70

VMH P

50.8 300 DCP9 48.04 150 BUS

STOP Marked A SO 424779 300

SL LANE 48.8 48.30 W SW LL=48.92 (live lane) LL=48.79 (live lane) H H TMH P 48.8

200 SW FOOTPATH

KERBLINE LANE 47.87 BUS LL=48.78

49.0 CP2 100 51.0 49.2 48.8 LL=48.62 LL=48.61 LL=48.63 LL=48.63 LL=48.63

KERBLINE LL=48.64 51.4

200 S 52.2 51.6

51.8 CP

Part Lot 3 DEEDS Blue 15 48.61

48.63

100

51.2

FOOTPATH 48.63 48.8

48.63 49.0

FOOTPATH 225 48.13 Part Lot 2 DEEDS Blue 15 47.61 NA755/291

BOTTOM=49.92 47.21

KERBLINE 658m² LL=51.60 47.61 LANE SW SOAK6 48.8 BUS Lot 1 DP 201548 SW LL=49.01 BOTTOM 46.50 2000 SOAK HOLE 28 S NA26A/1159

Marked B SO 424779 200 LL=51.46 LL=49.00 NA130B/203 LL=51.26 ø Chamber (sealed) SL

400m²

100

51.24 225 Pt Lot 1 DP 46486

51.18 225 LL=51.64 CP23 225

NA1615/72

51.6

150 PROSPECT TCE PROSPECT 784m² 100

LL=51.27 100 P S

225

375 225

51.8 P

T 100

52.0 100

50 Lot 2 DP 117788

P 225 52.2

NA67D/227 225

100 3343m² 52.4

100 100 NA65C/153 NA65C/154 Lot 1 DP 114943

794m² 100

100

52.6 225 100

52.8

50PV

50 100 SW

LL=52.87 52.08 LL=52.74

53.0 Lot 1 DP 149322 NA88D/917

1586m²

100 100

100 150 53.2

100

P 225 P

T 225

225 NOTES 1. REVISION DETAILS DWG. NO. ISSUED: JOB NUMBER: APPROVED: CHECKED: DESIGNED: CLIENT: CORRESPONDENCE. PURPOSES OF THE CLIENT. WOODS ACCEPT NO RESPONSIBILITY FOR ANY THIS CAD DRAWING IS INTENDED TO BE SOLELY USED AS THE BASE DATA FOR DISCLAIMER: ATTACHED IN THE PDF FORMATTED VERSION SHOWN OUR ELECTRONIC SUBSEQUENT CHANGES MADE TO THIS DRAWING FILE, THAT ARE DIFFERENT THOSE 11. 10. 1. 7. 6. 9. 8. 5. 3. 2. 4. Issued for information. & NA103D/47 RESPECTIVELY. LOT AREAS AND BOUNDARY DIMENSIONS ARE SUBJECT TO PERMISSION FROM THE RELEVANT SERVICE PROVIDER. EXCAVATION OF ANY KIND IS TO TAKE PLACE WITHOUT FOR PROPOSED STRUCTURES NEAR BOUNDARIES, ADDITIONAL DRAWINGS SUPPLIED BY SERVICE PROVIDERS. IN SOME CASES, UTILITY SERVICE LOCATIONS HAVE BEEN SCALED FROM PLAN SU001. EVERY EFFORT HAS BEN MADE TO IDENTIFY AND SHOW EXISTING DATUM 1946, ORIGIN OF LEVEL IS "M 16 SO 53794" (GD CODE CONFIRMATION UPON FINAL LAND TRANSFER SURVEY. CONTRACTOR IS TO LOCATE AND PROTECT ALL EXISTING GROUND LEVELS MAY BE REQUIRED TO ENSURE COMPLIANCE. WHERE HEIGHT TO BOUNDARY RELATIONSHIPS ARE REQUIRED CONFIRMED ON SITE. COUNCIL GIS. SERVICE PIPES AND COVERS NOT LOCATED BY CONTOURS ARE SHOWN AT 0.2m INTERVALS. CGNC), RL = 50.91m, SOURCED FROM LINZ DATABASE. ~ 799893.23mN 398701.09mE CODE CGNC), SOURCED FROM LINZ DATABASE. CIRCUIT. THE ORIGIN OF COORDINATES IS "M 16 SO 53794" (GD A 3D DTM, POINTS, & HEIGHT LABELS HAVE BEEN FROZEN IN A BEST FIT APPROACH HAS BEEN EMPLOYED. AERIAL PHOTO SHOWN IN BACKGROUND AND EXISTING THE SURVEY IS COMPRISED IN LOT 1 & 2 DP 170042, NA103D/981 THIS DRAWING. SERVICES PRIOR TO COMMENCING ANY WORKS. NO SURVEY, ARE APPROXIMATE ONLY AND WILL NEED TO BE SERVICES HAVE BEEN SOURCED FROM THE AUCKLAND THIS PLAN. PLEASE REFER TO CURRENT CERTIFICATES OF TITLE & SUBJECT EASEMENTS, COVENANTS AND ENCUMBRANCES ON THE ORIGIN OF LEVELS IS IN TERMS AUCKLAND VERTICAL THE SURVEY IS IN TERMS OF GEODETIC DATUM 2000, MT EDEN TOPOGRAPHICAL SURVEY 360 - 388 DOMINION RD LOT 1 & 2 DP 170042 RDC ABC194- 15-11-2016 ABC-194 WC AUCKLAND COUNCIL SHEET 4 OF 6 ABC194 Engineers. Surveyors. Planners. WOODS Urban Designers. Architects. SU-54 SCALE: SURVEYED: DRAWN: ISSUED FOR INFORMATION 1:500 @ A3 NAME RDC WOODS RDC 15/11/16 DATE REV. 1.

52.6 51.0

300 50.4

52.4

150 LL=50.54 SSMH26 51.60 SW

SCALEBAR (m) STOP

TMH 49.85 52.8 52.6

SL 49.86 50.8 48.65

FOOTPATH 675 N LL=53.32 SSMH24

LL=50.77 49.87 DCP6 P

TMH LL=50.76 S

SOAK HOLE 29 Water Level 49.54 50.8 48.67

S 5 52.0 SW P

50.6 100

200 KERBLINE 49.30 LB 225

LL=51.05 225 49.61 (flooded) 49.59 51.6 150 LL=50.65

LL=50.76

LL=50.66

S 150 100 675 DCP7

DCP5 51.8 50.8 LANE LL=50.77 10 BUS STREET SW 50.8 S SCALE | 1:500 @A3 1:250 @A1|

Section 4 SO 447000 51.0 DOMINION RD 50.37 150 51.2 225 LL=51.13 SSMH23 LL=51.30

642428 757m² 49.33

50.8 49.81 LL=50.87

S 100

SW DCP4

100 49.48 LL=50.87 49.43 49.53225

50.09 49.90 S 225 VMH 225 LL=50.58 LL=50.59 SW 225 S DCP12 Section 2 SO 447000

LL=50.78 225 (live lane) 50.40

LL=51.04

SL 49.60

375 STOP 225

50.27 50.6 49.79 225 1150m²

642427 LANE DCP3 25 51.0 51.6 50.8 49.81 BUS LL=51.54 SSMH22 51.8 225 (parked-over) S

50.26 KERBLINE BUS 51.4 LL=51.08

LL=50.91 225

51.8

SL 50.8 51.6

50.61 51.4 FOOTPATH 225 51.2 R

LL=50.95

100

51.8 51.0

50.63

50.70 51.4

FL=51.83 Area A SO 447000 51.2 LL=51.85 SSMH21

225 51.6

Part Lot 1 DP 2261 50.66 FL=51.85 FL=51.84

SECOND FLOOR 375 51.8 51.8 NA197/274 FL=51.84

529m² 225 FL=55.91 SW FL=51.84 50.66 51.6 FL=51.82

51.8 FL=51.83 52.0

51.8 FL=51.83 100 Part Lot 1 DP 1648 100 FL=51.83 S

150 FL=51.83 NA31C/713 51.60 50.23

150 50.80 51.6 100 51.8 Part Lot 2 DP 1648 225 SS 49.98

49.94 NA31C/713 50.62 LL=52.10 SSMH20 52.2 SS

225 15 50.96

Part Lot 1 DP 2261

Part Lot 3 DP 1648 51.8

52.0

52.2 50.99

150 50.95

LL=51.76

150 53.2

NA7A/1127

NA31C/713 52.4 100 388m²

FL=51.84 150 52.4 51.6

P 52.6 Part Lot 2 DP 2261

52.6 H Part Lot 4 DP 1648

112m² 53.4

NA405/92 225

240m²

51.8

52.8

53.0 52.8

53.6 Part Lot 4 DP 1648

375 53.0 52.0 P NA428/201

670m² 53.2

P 53.2

52.2 EXISTING BUILDING

52.4 P

53.4

FOOTPATH

KERBLINE 100

53.8

53.6

53.0

GRANGE RD GRANGE 53.4 53.6

Lot 5 DP 1648 FOOTPATH FL=54.21 NA115/9 911m²

FL=53.37

53.8

54.6 54.4 54.2 54.8

FL=52.68

53.4

53.6

KERBLINE 225

54.054.254.053.853.2 54.854.254.454.655.0 53.8 52.8

53.6 53.4

53.0 52.6 52.4 P 54.0

54.6

15 DRAIN 52.6 Lot 6 DP 1648 FL=52.68 NA49A/198

911m² 225 (parked-over) 54.2 54.8 52.4

LL=54.52

52.8 54.4

54.6 52.4 LL=54.55 100 54.4 52.6

52.8 54.2

53.6 54.0 53.8 53.4 52.2

53.0

375 225 54.6 53.2 ? LL=52.55 (sealed)

55.2

100 53.2 100

54.6 53.2

54.28

225 55.4

LL=54.79 53.0

54.09

225 53.0

Lot 6 DP 2145 53.2 54.11

Lot 7 DP 1648 53.2 LL=54.83 NA297/56 NA101/207 55.0 883m² 911m² 55.6

55.8 LEGEND GV LB S 51.2 56.0 TMH P SW SS W D ? H P 56.0 P P R GM

55.8 SL PV Lot 7 DP 2145 NA67C/700 883m² UNKNOWN MANHOLE PARKING METER LETTERBOX/RUBBISH BIN FIRE HYDRANT POWER POLES POWER BOX POSTS FENCES/GATES LIGHTS/LAMP POST/STREET LIGHTS EAVES DOWNPIPE FLOOR LEVELS BUILDINGS GIS WATERMAIN GIS SEWER GIS STORMWATER GAS VALVE/METER GARDENS/HEDGES WATER METER VALVES CONTOURS SEWER MANHOLE STORMWATER CESSPIT STORMWATER MANHOLE TREES TELECOMMUNICATIONS SPOT HEIGHTS SIGNS

Lot 8 DP 1648 56.2 NA86/61 911m²

56.0 Lot 8 DP 2145 NA161/227 883m² NOTES 1. REVISION DETAILS DWG. NO. ISSUED: JOB NUMBER: APPROVED: CHECKED: DESIGNED: CLIENT: CORRESPONDENCE. PURPOSES OF THE CLIENT. WOODS ACCEPT NO RESPONSIBILITY FOR ANY THIS CAD DRAWING IS INTENDED TO BE SOLELY USED AS THE BASE DATA FOR DISCLAIMER: ATTACHED IN THE PDF FORMATTED VERSION SHOWN OUR ELECTRONIC SUBSEQUENT CHANGES MADE TO THIS DRAWING FILE, THAT ARE DIFFERENT THOSE 11. 10. 1. 7. 6. 9. 8. 5. 3. 2. 4. Issued for information. & NA103D/47 RESPECTIVELY. LOT AREAS AND BOUNDARY DIMENSIONS ARE SUBJECT TO PERMISSION FROM THE RELEVANT SERVICE PROVIDER. EXCAVATION OF ANY KIND IS TO TAKE PLACE WITHOUT FOR PROPOSED STRUCTURES NEAR BOUNDARIES, ADDITIONAL DRAWINGS SUPPLIED BY SERVICE PROVIDERS. IN SOME CASES, UTILITY SERVICE LOCATIONS HAVE BEEN SCALED FROM PLAN SU001. EVERY EFFORT HAS BEN MADE TO IDENTIFY AND SHOW EXISTING DATUM 1946, ORIGIN OF LEVEL IS "M 16 SO 53794" (GD CODE CONFIRMATION UPON FINAL LAND TRANSFER SURVEY. CONTRACTOR IS TO LOCATE AND PROTECT ALL EXISTING GROUND LEVELS MAY BE REQUIRED TO ENSURE COMPLIANCE. WHERE HEIGHT TO BOUNDARY RELATIONSHIPS ARE REQUIRED CONFIRMED ON SITE. COUNCIL GIS. SERVICE PIPES AND COVERS NOT LOCATED BY CONTOURS ARE SHOWN AT 0.2m INTERVALS. CGNC), RL = 50.91m, SOURCED FROM LINZ DATABASE. ~ 799893.23mN 398701.09mE CODE CGNC), SOURCED FROM LINZ DATABASE. CIRCUIT. THE ORIGIN OF COORDINATES IS "M 16 SO 53794" (GD A 3D DTM, POINTS, & HEIGHT LABELS HAVE BEEN FROZEN IN A BEST FIT APPROACH HAS BEEN EMPLOYED. AERIAL PHOTO SHOWN IN BACKGROUND AND EXISTING THE SURVEY IS COMPRISED IN LOT 1 & 2 DP 170042, NA103D/981 THIS DRAWING. SERVICES PRIOR TO COMMENCING ANY WORKS. NO SURVEY, ARE APPROXIMATE ONLY AND WILL NEED TO BE SERVICES HAVE BEEN SOURCED FROM THE AUCKLAND THIS PLAN. PLEASE REFER TO CURRENT CERTIFICATES OF TITLE & SUBJECT EASEMENTS, COVENANTS AND ENCUMBRANCES ON THE ORIGIN OF LEVELS IS IN TERMS AUCKLAND VERTICAL THE SURVEY IS IN TERMS OF GEODETIC DATUM 2000, MT EDEN TOPOGRAPHICAL SURVEY 360 - 388 DOMINION RD LOT 1 & 2 DP 170042 RDC ABC194- 15-11-2016 ABC-194 WC AUCKLAND COUNCIL SHEET 5 OF 6 ABC194 Engineers. Surveyors. Planners. WOODS Urban Designers. Architects. SU-55 SCALE: SURVEYED: DRAWN: ISSUED FOR INFORMATION 1:500 @ A3 NAME RDC WOODS RDC 15/11/16 DATE REV. 1. Lot 1 DP 170042 FL=51.53 NA103D/981

2074m² 150

FL=51.54 51.4 0 SS SCALEBAR (m)

50.96 R

200 S

50.99

150 50.95 FL=51.45

LL=51.76 DOMINION RD 51.0 N FL=51.84 FL=51.84

S 51.0 5 FL=51.32 SECOND FLOOR S 51.6 FL=51.85 200 FL=51.84 FL=51.29 200 S FL=55.91 FL=51.84

SV 51.4 S

10 100 50.0 S 50.6 SV FL=51.83

SCALE | 1:500 @A3 1:250 @A1| 100

225 FL=52.33 51.2 VMH

H 51.8 51.8 50.8

FL=51.84 STOP

51.8

52.6 52.4 51.01 50.98 TMH FL=51.85 LL=51.59

51.8

FOOTPATH

KERBLINE

100

50.96

49.16 52.0

FL=51.85 51.0 SS

LL=51.76 50.93 150 1300x1300 RL=50.06 Pit Bottom

25 300 SS 48.89

48.95 51.4 51.6 LL=51.74 300 52.251.8 EXISTING BUILDING Part Lot 3 DEEDS Blue 15

52.0

51.2

KERBLINE NA755/291 51.8 S BOTTOM=49.92 658m²

52.2 LL=51.60 KERBLINE SOAK6 FL=52.67 LL=51.46 LL=51.26

52.0 52.2 100

51.24 225

52.452.652.8 52.0 SW

51.18 225

LL=51.64 CP23 225

51.6 150 LL=51.27

52.2 P S 52.6 LL=52.34

225

51.66 100 52.2 225 51.59 52.4

SW 52.6

51.60 100

51.72 150 Lot 2 DP 170042 52.4 52.852.452.6 51.8 NA103D/47 P

T 8090m² 52.0 RL=51.88 Pit Bottom 52.6 15 LL=52.41 ?

52.2 10052.4 H

FL=52.68 52.6 100

NA65C/153 NA65C/154 52.8

52.4

52.6 52.6 P

53.2 DRAIN 52.6 52.2

52.4 52.6

100 225

52.2 ?

52.252.4LL=52.60 (sealed)

52.6 53.0 DRAIN FL=52.64 52.8

52.8 52.6 50PV

50 53.0 53.0 52.4

(parked-over)

LL=52.53 52.2

54.0

53.2 53.6

54.2

53.4 54.4

53.854.6

53.2 52.252.4 54.8 55.0 52.6 55.2 SW 52.8 (parked-over) LL=52.87 52.08

53.0 LL=52.74 53.2 53.0 Lot 1 DP 149322

53.2 NA88D/917 53.4 1586m² 53.6

53.8 15

53.2 Part Lot 8 DP 1665 53.2

NA171/264 53.8

696m² 54.0

P 54.2

Part Lot 8 DP 1665 53.4 54.4 54.6 P

54.8

55.0 55.2 NA171/263

405m² 53.6

FOOTPATH KERBLINE

100 53.4 Lot 2 DP 188237 53.8 NA117D/442

541m² PROSPECT TCE PROSPECT NA69D/835 NA71A/307 Lot 1 DP 120302

53.6

792m² 53.8 Lot 1 DP 188237 P T W

NA117D/441 54.0 560m² 54.0

54.2 Lot 6 DEEDS Blue 15 NA85D/95 NA88B/596 Lot 10 DP 1665

NA755/264 100 797m² P 1103m²

W 54.4 Part Lot 7 DEEDS Blue 15

54.6 NA56D/1341 NA59B/941 NA59B/942 NA755/236 524m²

Lot 11 DP 1665 55.0

54.8 S 1103m² Part Lot 7 DEEDS Blue 15

55.0

S LEGEND P 54.8 ? NA755/237 GV LB S LL=55.10

51.2 TMH P 55.0 SW SS W D ? H P P P Part Lot 8 DEEDS Blue 15

P R GM SL 55.0 PV NA755/237 UNKNOWN MANHOLE PARKING METER LETTERBOX/RUBBISH BIN FIRE HYDRANT POWER POLES POWER BOX POSTS FENCES/GATES LIGHTS/LAMP POST/STREET LIGHTS EAVES DOWNPIPE FLOOR LEVELS BUILDINGS GIS WATERMAIN GIS SEWER GIS STORMWATER GAS VALVE/METER GARDENS/HEDGES CONTOURS WATER METER VALVES SEWER MANHOLE STORMWATER CESSPIT STORMWATER MANHOLE TREES TELECOMMUNICATIONS SPOT HEIGHTS SIGNS NA20C/1233 NA20C/1234 NA20C/1235 NA20C/1236 NA20C/1237 NA20C/1238 NA20C/1239 NA20C/1240 NA20C/1241 NA20C/1242 Part Lot 8 DEEDS Blue 15 Lot 12 DP 1665 NA99/163 1103m² NA755/235 534m²

Lot 2 DP 179677 150 NA110D/336 NOTES 1. REVISION DETAILS DWG. NO. ISSUED: JOB NUMBER: APPROVED: CHECKED: DESIGNED: CLIENT: CORRESPONDENCE. PURPOSES OF THE CLIENT. WOODS ACCEPT NO RESPONSIBILITY FOR ANY THIS CAD DRAWING IS INTENDED TO BE SOLELY USED AS THE BASE DATA FOR DISCLAIMER: ATTACHED IN THE PDF FORMATTED VERSION SHOWN OUR ELECTRONIC SUBSEQUENT CHANGES MADE TO THIS DRAWING FILE, THAT ARE DIFFERENT THOSE 11. 10. 1. 7. 6. 9. 8. 5. 3. 2. 4. Issued for information. & NA103D/47 RESPECTIVELY. LOT AREAS AND BOUNDARY DIMENSIONS ARE SUBJECT TO PERMISSION FROM THE RELEVANT SERVICE PROVIDER. EXCAVATION OF ANY KIND IS TO TAKE PLACE WITHOUT FOR PROPOSED STRUCTURES NEAR BOUNDARIES, ADDITIONAL DRAWINGS SUPPLIED BY SERVICE PROVIDERS. IN SOME CASES, UTILITY SERVICE LOCATIONS HAVE BEEN SCALED FROM PLAN SU001. EVERY EFFORT HAS BEN MADE TO IDENTIFY AND SHOW EXISTING DATUM 1946, ORIGIN OF LEVEL IS "M 16 SO 53794" (GD CODE CONFIRMATION UPON FINAL LAND TRANSFER SURVEY. CONTRACTOR IS TO LOCATE AND PROTECT ALL EXISTING GROUND LEVELS MAY BE REQUIRED TO ENSURE COMPLIANCE. WHERE HEIGHT TO BOUNDARY RELATIONSHIPS ARE REQUIRED CONFIRMED ON SITE. COUNCIL GIS. SERVICE PIPES AND COVERS NOT LOCATED BY CONTOURS ARE SHOWN AT 0.2m INTERVALS. CGNC), RL = 50.91m, SOURCED FROM LINZ DATABASE. ~ 799893.23mN 398701.09mE CODE CGNC), SOURCED FROM LINZ DATABASE. CIRCUIT. THE ORIGIN OF COORDINATES IS "M 16 SO 53794" (GD A 3D DTM, POINTS, & HEIGHT LABELS HAVE BEEN FROZEN IN A BEST FIT APPROACH HAS BEEN EMPLOYED. AERIAL PHOTO SHOWN IN BACKGROUND AND EXISTING THE SURVEY IS COMPRISED IN LOT 1 & 2 DP 170042, NA103D/981 THIS DRAWING. SERVICES PRIOR TO COMMENCING ANY WORKS. NO SURVEY, ARE APPROXIMATE ONLY AND WILL NEED TO BE SERVICES HAVE BEEN SOURCED FROM THE AUCKLAND THIS PLAN. PLEASE REFER TO CURRENT CERTIFICATES OF TITLE & SUBJECT EASEMENTS, COVENANTS AND ENCUMBRANCES ON THE ORIGIN OF LEVELS IS IN TERMS AUCKLAND VERTICAL THE SURVEY IS IN TERMS OF GEODETIC DATUM 2000, MT EDEN TOPOGRAPHICAL SURVEY 360 - 388 DOMINION RD LOT 1 & 2 DP 170042 RDC ABC194- 15-11-2016 ABC-194 WC AUCKLAND COUNCIL SHEET 6 OF ABC194 Engineers. Surveyors. Planners. WOODS Urban Designers. Architects. SU-56 SCALE: SURVEYED: DRAWN: ISSUED FOR INFORMATION 1:500 @ A3 NAME RDC WOODS RDC 15/11/16 DATE REV. 1. INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Appendix C Preliminary Civil Engineering Drawings

INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Appendix D Site Servicing Calculations

- Water Supply - Wastewater - Stormwater

Water Demand Assessment - WATER SUPPLY - PROPOSED-DEVELOPMENT

Project Name: PROJECT ABC Legend Job Number N0263 Title Input Calculated Calcs by Daniel Lee 26/11/2020 Checked Duncan Thomson 26/11/2020

Proposed Retail/Commerical Flows (Yellow and Blue Area) Retail/Commercial Flow Catchment A Comments Area of Retail Units , m 2 4,038 m 2 (taken from proposal information) (front propoerties, plus other commerical) Nos. of person 81 1 person per 50m 2 Table 6.1.c

Average daily demand per staff, litres/day/person 65 Assumed Commerical flow for Dry Retail Table 6.1.c Total Average Daily Demand, litres/day 5,249 Total Peak Day Demand, litres/day 10,499 peaking factor = 2 Table 6.1.c Total Peak Hourly Demand, litres/hr 2,187 peaking factor = 2.5 Table 6.1.c

Qpeak , litres/second 0.61 12 hours operation

Proposed Residential Flows (Green Area) Catchment Residential Flows - As per GIS and Watercare requirements (5.3.5a) Catchment A Comments Nos. of Person 330 Daily consumption, litres/day/person 200 As per Watercare Code of Practice 6.3.5.6 Total Average Daily Demand, litres/day 66,000 Total Peak Day Demand, litres/day 132,000 peaking factor = 2 Total Peak Hourly Demand, litres/hr 13,750 peaking factor = 2.5

Qpeak , litres/second 3.82

Proposed Supermarket Flows (Red Area) Catchment Hotel Flows Catchment A Comments Area of Retail Units , m 2 2,817 Supermarket Area (actual Retails are proposed, does not included corridors, lobby, parking etc) Nos. of staff 56 1 person per 50m 2 Table 6.1.c Average daily demand per staff, litres/day/person 65 Assumed Commerical flow for Dry Retail Table 6.1.c Total Average Daily Demand, litres/day 3,662 Total Peak Day Demand, litres/day 7,324 peaking factor = 2 Table 6.1.c Total Peak Hourly Demand, litres/hr 1,526 peaking factor = 2.5 Table 6.1.c

Qpeak , litres/second 0.43 12 hours operation

Proposed Total Flows

Residential Q average , litres/second 0.76

Residential Q peak , litres/second 3.82

Non-Residential Q average , litres/second 0.21

Non-Residential Q peak , litres/second 1.04

Existing Retail to remain

Proposed Residential

Proposed Retail/Commercial

Proposed Supermarket COPYRIGHT ON THIS FIGURE IS RESERVED DO NOT SCALE FROM THIS FIGURE - IF IN DOUBT, ASK. \\ttgroup.local\infrastructure\CAD\1014307\WorkingMaterial\CAD\FIG\1014307-F2.dwg 2020-Aug-12 9:23:09 am Plotted By: LIXIA WANG

LEGEND

CONTOUR MAJOR (1.0m INTERVAL)

W 100

CONTOUR MNIOR (0.2m INTERVAL)100 225

| | | | |

W | | |

| | | | |

INFERRED ROCK THICKNESS ? SH05 SS CONTOUR (m) W 15 INFERRED ROCK THICKNESS (m) SH02

/ POTENTIALW BOULDERS No soakage 15 TONKIN + TAYLOR 225 BH1 W

BOREHOLE SS JULY 2020 TONKIN + TAYLOR

SH01 SS W

ROCKBORE SOAKHOLE ?

JULY 2020 SW SH2 HISTORICAL ROCKBORE SOAKHOLE W SS SS

EXISTING50 STORMWATER 50 100 SS EXISTING SEWER W W EXISTING WATERMAIN SS W 100

W SS SS 375

W 100

100 Test load = 20.0 l/s SS

? 150

100 SH06 15 SW

W Factored = 15.4225 l/s

100 SH01 SH08 SS SS W SS SH04

GRANGE ROAD W 100

150 150

20 litres / sec W

225

225 300

225

SS SS SS SS SS SS SS SS SS SS SS

225 SS

SW SS 300

150 225

SH03 100

150 150 SS 100 SH07 W

100

10 litres/sec 100 SS

PROSPECT TERRACE 15 litres / sec (peak) 225 SW 150

375 SS

225

W SW

SH3 (NOVEMBER 2014) 100

SH2 (FEBRUARY 2014)

SS W

STOP 225

Test load = 16.75 l/s 225 375 STOP

225

100 225 Factored = 12.9 l/s SW 225

100

W 225

W 200 W W W W W W W 200 W SW

100

225

100

SH4 (NOVEMBER 2013) W

200 W

200 LANE 225 LANE LANE BUS BUS

BUS

BUS BUS SW

225

SS SS SS

SS 225 SW 225

675 150

SS DOMINION ROAD W BUS

NOTES: LANE

BUS LANE

225

150 W

150

150 W W W W W

INFERRED150 BASALT THICKNESSW CONTOUR. VARIATION IN THICKNESS OF ±2 METRES COMMONLY ENCOUNTERED.W 150 150

150 W 150 A3 SCALE 1:500 150 150 W

225 W W SS

SW STREET SS

0 5 10 15 20 25 (m) 100 PRESENTED THICKNESS OF LESS THAN 3 METRES MAY BE BASALT BOULDERS RATHER THAN A FLOW. 675 100

ORIGINAL IN COLOUR 100 SW

NOTES: PROJECT No. 1014307 CLIENT FOODSTUFFS NORTH ISLAND LTD 1. ALL DIMENSIONS IN METRES UNLESS NOTED OTHERWISE. 2. COORDINATE DATUM: NZGD2000, MT EDEN CIRCUIT COORDINATES. DESIGNED JROB Aug.20 PROJECT ABC194 3. LEVEL DATUM: LINZ (MSL) AUCKLAND VERTICAL DATUM 1946. DRAWN LIWA Aug.20 Soakage Summary 4. AERIAL PHOTO SOURCED FROM LINZ DATA SERVICE , LICENSED CHECKED WC 12.08.20 TITLE 360 DOMINION ROAD BY LINZ FOR RE-USE UNDER THE CREATIVE COMMONS ATTRIBUTION 4.0 NEW ZEALAND LICENCE (CC BY 4.0). ACCESSED 20/07/2020. 9 September 2020 5. PROPERTY BOUNDARIES AND SURVEY PROVIDED BY WOODS. REF. DATA "ABC-194-SU-50.dwg", REV 1, DATED 15/11/2016. BASALT THICKNESS A.LANGBEIN 12.08.20 SCALE (A3) FIG No. REV APPROVED DATE 1:500 FIGURE 2 1 COPYRIGHT ON THIS FIGURE IS RESERVED DO NOT SCALE FROM THIS FIGURE - IF IN DOUBT, ASK. L:\1014307\WorkingMaterial\CAD\FIG\1014307-F1.dwg 2020-Oct-12 3:54:50 pm Plotted By: LIXIA WANG

LEGEND

CONTOUR MAJOR (1.0m INTERVAL)

W 100

CONTOUR MNIOR (0.2m INTERVAL)100 225

| | | | |

W | | |

| | | | |

| | | | | | | | | | | | | | | PROPERTY BOUNDARY SS SH15 FENCE LINE SH12 SH14 SH16 BH1

TONKIN + TAYLOR ? BH1 SH05 SS BOREHOLE W JULY 2020 15 SH13 SH02

W SH17

SH01 TONKIN + TAYLOR 15 ROCKBORE SOAKHOLE 225

W SH11

JULY 2020 SS SH10 TONKIN + TAYLOR ROCKBORE SOAKHOLE

OCTOBER 2020 W ?

SH2 SW HISTORICAL ROCKBORE

SOAKHOLE W

SW SH13 23.3 l/sec 14,000 L 10 min

EXISTING STORMWATER SS

SS EXISTING50 SEWER 100

W EXISTING WATERMAIN W

Flow started at 32 l/sec and wast at SS W 11.2 l/sec at the end of the 10 min- SH11 = 7.5 l/sec 4500 L 10 min

100 utes and slowing.

BH was 3.0 m deep with casing till 375

W 100

100 2.5 m SS

? 150

100 SH06 15

W SH09 SH10 225

100 SH01 SH08

SS W

SS SH04

GRANGE ROAD

W 100

150

225

225 300

225

SS SS SS SS SS SS

SS SS SS SS SS

SS 225 SS SS

SW 300

150 225

SH03 100

150 150 SS SH9100 = 25 l/sec 15,000 L 10 min SH07

100

SH10 45+ l/sec 27,000 L 10 min SS 100

PROSPECT TERRACE 225

SW 150

Simultaneously Tested at 70.0 L/sec for 375 SS

10 minutes 225

W SW

SH3 (NOVEMBER 2014) 100

SH2 (FEBRUARY 2014)

SS W

STOP 225 375 225

STOP

225

100 225 SW 225

100

W 225

W 200 W W W W W W W 200 W SW

100

225

100

SH4 (NOVEMBER 2013) W

200 W

200 LANE 225 LANE LANE BUS BUS

BUS

BUS BUS SW

225

SS SS SS

SS 225 SW 225

675 150

SS DOMINION ROAD W BUS LANE

BUS LANE

225

150

W W

150

150 W W W W

150 W W W 150 150

150 W 150 A3 SCALE 1:500 150 150 W

225 W W SS

STREET SS

0 5 10 15 20 25 (m) 100 675 100

ORIGINAL IN COLOUR 100 SW

NOTES: PROJECT No. 1014307 CLIENT FOODSTUFFS NORTH ISLAND LTD 1. ALL DIMENSIONS IN METRES UNLESS NOTED OTHERWISE. 2. COORDINATE DATUM: NZGD2000, MT EDEN CIRCUIT COORDINATES. DESIGNED JROB Aug.20 PROJECT ABC194Summary of October 2020 Soakage Testing 3. LEVEL DATUM: LINZ (MSL) AUCKLAND VERTICAL DATUM 1946. DRAWN LIWA Aug.20 4. AERIAL PHOTO SOURCED FROM LINZ DATA SERVICE , LICENSED CHECKED WC 12.08.20 TITLE 360 DOMINION ROAD BY LINZ FOR RE-USE UNDER THE CREATIVE COMMONS ATTRIBUTION 4.0 NEW ZEALAND LICENCE (CC BY 4.0). ACCESSED 20/07/2020. 5. PROPERTY BOUNDARIES AND SURVEY PROVIDED BY WOODS. REF. DATA "ABC-194-SU-50.dwg", REV 1, DATED 15/11/2016. GEOTECHNICAL INVESTIGATION PLAN A.LANGBEIN UNDER REVISION 2 SCALE (A3) FIG No. REV APPROVED DATE 1:500 FIGURE 1 2

liwa

PROJECT ABC - LOT 1 (Existing units)

D. Thomson 12/02/21

2085 2085

0.0 0

74 - 22.2

2107.2

2 x 4 x Soakhole 1 Soakage Soakage 15.00 / F.O.S. (1.3) 11.53 23.0 46.12

629 1254.5 2515.6

<852.7 m2 0 m2 Storage required Storage

(Soakhole 1) 11.53 x 60 23 x 60 46.12 x 60 2107.2 2107.2 2107.2 = 0.328 = 0.655 = 1.31

0.0185 0.0065

38.98 m3 13.68 m3

Soakhole x 5 <8090 m2 Storage required. 0.0185

0.0065 PROJECT ABC - LOT 2 (Proposed Units)

D. Thomson 12/02/21

9467 9467

0.0 0

30 - 9

9485

4 x 8 x Soakhole 1 Soakage Soakage 15.00 / F.O.S. (1.3) 11.53 46.12 92.24

629 2515.6 5031

<69697 m2 4454 m2 Storage required Storage

(Soakhole 1) 11.53 x 60 46.12 x 60 92.24 x 60 9485 9485 9485 = 0.073 = 0.29 = 0.58

0.021 0.0085

199.2 m3 80.6 m3

Soakhole x 5 <8090 m2 Storage required. 0.021

0.0085 ROBERT BIRD GROUP RBP-DOC/2.9 Page Title: Project ABC DESIGN D.Lee PAGE 1 OF 6 Wastewater Flow JOB No.N0263 DATE 26/11/2020 Note: State clearly the design criteria, including where relevant: Codes referenced (incl issue. Eg AS3600:2009); Applied design loads; Fire rating; Design return period; Exposure rating.

Proposed Wastewater Flow Summary

Non- Residential Design Flow Retail/ Residential Super Residential Flow Sum Commercial market Flow Levels (PWWF) (PWWF) 1 bed 2~3 beds Sum (PWWF) m2 Units Persons m2 l/s l/s l/s LV 0 2,467 6 - 12 - 0.74 0.13 0.87 LV 1 1,571 4 8 32 2,368 0.57 0.33 0.90 LV 2 - 4 32 104 449 0.07 1.08 1.15 LV 3 - 4 32 104 - 1.08 1.08 LV 4 - 4 20 68 - 0.71 0.71 LV 5 - 2 2 10 - 0.10 0.10 Sum 4,038 24 94 330 2,817 1.38 3.44 4.82

From 2020 09 13 ABC194 WM Area Database and Analysis.xlsDatabasex Sheet

Existing SS pipe: DN225 EW pipe with 1% gradient, assumed

Design Criteria

1. Minimum Pipe Size - more than 1 dwelling 150 mm ACCOP 5.3.5.3 - Building main drain 100 mm NZBC 3.6.2

2. Flow Capacity ACCOP 5.3.5.3

- PDWF, D act /D full less than50 %

- PWWF, D act /D full less than75 % - Self-cleaning velocity (PDWF) min.0.75 m/s

3. Minimum grades for self-cleaning ACCOP 5.3.5.5 - DN100 property connections 1.70 % - DN150 property connections 1.20 % - DN150 where less than 200 dwellings0.75 % - DN150 where less than 20 dwellings1.00 % - DN150 property connections 1.20 % - DN225 0.45 % - DN300 0.30 %

4. Maximum Velocity 3.0 m/s ACCOP 5.3.5.6

5. Minimum Cover Depth 900 mm (Public) ACCOP 5.3.7.5 500 mm (Private) NZBC Pipework Capacity Assessment - WASTEWATER - PRE-DEVELOPMENT INCLUDING UPSTREAM SCENARIO

Project Name: PROJECT ABC Legend Job Number N0263 Title Input Calculated Calcs by Daniel Lee 26/11/2020 Checked Duncan Thomson 26/11/2020

Existing Retail/Commerical Flows Retail/Commercial Flow

Catchment A Comments

Area of The Building Footprint , m 2 4,882 m 2 (taken from proposal information) 80% x Gross floor area (6102.2477m2)

Design water flow allowance, litres/person/50m 2 65 Assumed Commerical flow for Dry Retail Table 5.1.3

Total ADWF, litres/day 6,346

Total PDWF, litres/day 12,693 peaking factor = 2 Table 5.1.3 Capacity reduce by -501.35%

Total PWWF, litres/day 31,732 peaking factor = 5 for Dry Retail Table 5.1.3

QDWF , litres/second 0.30 12 hours operation

QPWWF , litres/second 0.74 12 hours operation

Upstream Flow to Prospect Terrace (A) Catchment Residential Flows - As per GIS and Watercare requirements (5.3.5a)

Catchment A Comments Retail/Commercial Flow

Nos. of Houses 607 Catchment A Comments

Nos. of Person 1,821 Assume all 2~4 bedrooms (Occupancy: 3) Area of Retail Units , m 2 889 m 2 (taken from proposal information)

ADWF per person, litres/day/person 180 As per Watercare Code of Practice 5.3.5.1 Design water flow allowance, litres/person/50m 2 65 Assumed Commerical flow for Dry Retail

Total ADWF, litres/day 327,780 Total ADWF, litres/day 1,156

Total PDWF, litres/day 983,340 peaking factor = 3 Total PDWF, litres/day 2,311 peaking factor = 2

Total PWWF, litres/day 2,196,126 peaking factor = 6.7 Total PWWF, litres/day 7,743 peaking factor = 6.7 for Wet Retail

QPDWF , litres/second 11.39 QDWF , litres/second 0.06 12 hours operation

QPWWF , litres/second 25.42 QPWWF , litres/second 0.18 12 hours operation

Upstream Flow to Grange Road (B) Catchment Residential Flows - As per GIS and Watercare requirements (5.3.5a) Catchment A Comments Retail/Commercial Flow Nos. of Houses 321 Catchment A Comments

Nos. of Person 963 Assume all 2~4 bedrooms (Occupancy: 3) Area of Retail Units , m 2 1,193 m 2 (taken from proposal information)

ADWF per person, litres/day/person 180 As per Watercare Code of Practice 5.3.5.1 Table 5.1.1 Design water flow allowance, litres/person/50m 2 65 Assumed Commerical flow for Dry Retail

Total ADWF, litres/day 173,340 Total ADWF, litres/day 1,551

Total PDWF, litres/day 520,020 peaking factor = 3 Table 5.1.1 Total PDWF, litres/day 3,102 peaking factor = 2

Total PWWF, litres/day 1,161,378 peaking factor = 6.7 Table 5.1.1 Total PWWF, litres/day 10,391 peaking factor = 6.7 for Wet Retail

QPDWF , litres/second 6.02 QDWF , litres/second 0.08 12 hours operation

QPWWF , litres/second 13.45 QPWWF , litres/second 0.25 12 hours operation

TOTAL UPSTREAM PEAK FLOW (A+B)

QPDWF , litres/second 17.55

QPWWF , litres/second 39.30

Alternative distribution pipes not accounted for Pipework Capacity Assessment - WASTEWATER - PRE-DEVELOPEMENT SCENARIO

PIPE CAPACITY - Colebrook White formula as per Watercare Code of Practice 5.3.5.2 Slope (Minimum PEAK Flow, l/s Catchment Type Diameter (m) k (Watercare COP) Velocity(m/s) CAPACITY Flow, l/s Capacity Check (5% margin of error) Gradient) (Outlet) Pipe A (Upstream Flow to Prospect Terrace)

Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 1.98% 1.616 64.24 11.45 OK

At Peak Design Flow (PWWF) EW 0.225 1.5 1.98% 1.616 64.24 25.60 OK

Pipe B (Upstream Flow to Grange Road)

Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 0.58% 0.871 34.65 6.10 OK

At Peak Design Flow (PWWF) EW 0.225 1.5 0.58% 0.871 34.65 13.70 OK

Pipe C (Upstream Flow + Existing Site)

Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 1.06% 1.180 46.93 17.85 OK

At Peak Design Flow (PWWF) EW 0.225 1.5 1.06% 1.180 46.93 40.04 OK

Upstream catchment overflow in operation (100% of the time)

Pipe C (Upstream Flow + Existing Site)

Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 1.06% 1.180 46.93 11.75 OK

At Peak Design Flow (PWWF) EW 0.225 1.5 1.06% 1.180 46.93 26.34 OK

PIPE A GRANGE ROAD GRANGE PROSPECT TERRACE

PIPE C PIPE B Pipework Capacity Assessment - WASTEWATER - POST-DEVELOPMENT

Project Name: PROJECT ABC Legend Job Number N0263 Title Input Calculated Calcs by Daniel Lee 26/11/2020 Checked Duncan Thomson 26/11/2020

Proposed Retail/Commerical Flows -Dry Retail (Yellow and Blue Area) Retail/Commercial Flow Catchment A Comments Area of Retail Units , m2 3,812 m 2 (taken from proposal information) (front propoerties, plus other commerical) Design water flow allowance, litres/person/50m2 65 Assumed Commerical flow for Dry Retail Table 5.1.3 Total ADWF, litres/day 4,956 Total PDWF, litres/day 9,911 peaking factor = 2 Table 5.1.3 Total PWWF, litres/day 24,778 peaking factor = 5 for Dry Retail Table 5.1.3

QDWF , litres/second 0.23 12 hours operation

QPWWF, litres/second 0.58 12 hours operation 0.52 112%

Proposed Retail/Commerical Flows - Wet Retail (Blue Area) Retail/Commercial Flow Catchment A Comments Area of Retail Units , m2 226 m 2 (taken from proposal information) Laundromat area x 2 Design water flow allowance, litres/day/m2 15 Assumed Commerical flow for Wet Retail Table 5.1.3 Total ADWF, litres/day 3,390 Total PDWF, litres/day 6,780 peaking factor = 2 Table 5.1.3 Total PWWF, litres/day 16,950 peaking factor = 5 for Dry Retail Table 5.1.3

QDWF , litres/second 0.16 12 hours operation

QPWWF, litres/second 0.40 12 hours operation 0.52 77%

Proposed Residential Flows (Green Area) Catchment Residential Flows - As per GIS and Watercare requirements (5.3.5a) Catchment A Comments Nos. of Person 330 ADWF per person, litres/day/person 180 As per Watercare Code of Practice 5.3.5.1 Table 5.1.1 Total ADWF, litres/day 59,400 Total PDWF, litres/day 178,200 peaking factor = 3 Table 5.1.1 Total PWWF, litres/day 297,000 peaking factor = 5 Table 5.1.1 (for Mixed used Peaking factor cn be reduced to 5, rather than 6.7)

QDWF , litres/second 2.07

QPWWF, litres/second 3.44 3.83 90%

Proposed Supermarket Flows (Red Area) Catchment Hotel Flows Catchment A Comments Area of Retail Units , m2 2,817 Supermarket Area (actual Retails are proposed, does not included corridors, lobby, parking etc) Nos. of staff 56 1 person per 50m 2 Table 5.1.3 ADWF per staff, litres/day/person 60 Assumed Commerical flow for Dry Retail Table 5.1.3 Total ADWF, litres/day 3,380 Total PDWF, litres/day 6,761 peaking factor = 2 Peaking factor for self-cleansing design flow Total PWWF, litres/day 16,902 peaking factor = 5 Peaking factor for peak design flow

QDWF , litres/second 0.16 12 hours operation

QPWWF, litres/second 0.40 12 hours operation 0.44 91%

Proposed Total Flows

TOTAL QPDWF , litres/second 2.62

TOTAL QPWWF, litres/second 4.82

Existing Retail to remain

Proposed Residential

Proposed Retail/Commercial

Proposed Supermarket Pipework Capacity Assessment - WASTEWATER - POST-DEVELOPMENT

PIPE CAPACITY - Colebrook White formula as per Watercare Code of Practice 5.3.5.2 k (Watercare Slope (Minimum CAPACITY Flow, PEAK Flow, l/s Capacity Check (5% Catchment Type Diameter (m) Velocity(m/s) COP) Gradient) l/s (Outlet) margin of error) Pipe A (Upstream Flow to Prospect Terrace) Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 1.98% 1.616 64.24 12.02 OK At Peak Design Flow (PWWF) EW 0.225 1.5 1.98% 1.616 64.24 26.69 OK Pipe B (Upstream Flow to Grange Road) Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 0.58% 0.871 34.65 6.33 OK At Peak Design Flow (PWWF) EW 0.225 1.5 0.58% 0.871 34.65 14.27 OK Pipe C (Upstream Flow + Proposed Flow) Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 1.06% 1.180 46.93 20.17 OK At Peak Design Flow (PWWF) EW 0.225 1.5 1.06% 1.180 46.93 44.12 OK Upstream catchment overflow in operation (100% of the time) Pipe C (Upstream Flow + Proposed Flow) Self-Cleaning Velocity Check (PDWF) EW 0.225 1.5 1.06% 1.180 46.93 14.64 OK At Peak Design Flow (PWWF) EW 0.225 1.5 1.06% 1.180 46.93 31.51 OK

PIPE A Note: 1. Minimum required Velocity given at 0.6m/sec for Self Cleansing 2. Minimum required Velocity at full flow not less tha 0.75 m/sec at PDWF TERRACE

WET RETAIL 20% RESIDENTIAL

+60% DRY RETAIL GRANGEROAD PROSPECT 60% RESIDENTIAL SUPERMARKET

20% RESIDENTIAL

PIPE C PIPE B

EXISTING RETAIL +40% DRY RETAIL Pipework Capacity Assessment - WASTEWATER - DOWNSTREAM SCENARIO

Project Name: PROJECT ABC Legend Job Number N0263 Title Input Calculated Calcs by Daniel Lee 26/11/2020 Checked Duncan Thomson 26/11/2020

Downstream Flow to Dominion Road Catchment Residential Flows - As per GIS and Watercare requirements (5.3.5a)

Catchment A Comments Retail/Commercial Flow

Nos. of Houses 1,488 Catchment A Comments

Nos. of Person 4,464 Assume all 2~4 bedrooms (Occupancy: 3) Area of Retail Units , m2 49,431 m 2 (taken from proposal information)

ADWF per person, litres/day/person 180 As per Watercare Code of Practice 5.3.5.1 Table 5.1.1 Design water flow allowance, litres/person/50m2 65 Assumed Commerical flow for Dry Retail

Total ADWF, litres/day 803,520 Total ADWF, litres/day 64,261

Total PDWF, litres/day 2,410,560 peaking factor = 3 Table 5.1.1 Total PDWF, litres/day 128,521 peaking factor = 2

Total PWWF, litres/day 5,383,584 peaking factor = 6.7 Table 5.1.1 Total PWWF, litres/day 430,546 peaking factor = 6.7 for Wet Retail

QPDWF , litres/second 27.90 QDWF , litres/second 2.98 12 hours operation

QPWWF, litres/second 62.31 QPWWF, litres/second 9.97 12 hours operation

TOTAL DOWNSTREAM PEAK FLOW

QPDWF , litres/second 30.88

QPWWF, litres/second 72.28

Commercial Area: =6,127m2 =12,098m 2 =31,709m 2 =11,855m 2

PIPE D DOWNSTREAM CATCHMENT AREA: DN375 1488 RESIDENTIAL PROPERTIES

PROPOSED DEVELOPMENT AREA

UPSTREAM CATCHMENT AREA: REFER TO PRE-DEVELOPMENT INCLUDING UPSTREAM CALCULATION

Pipework Capacity Assessment - WASTEWATER DOWNSTREAM NEXT LARGEST PIPE - PRE-DEVELOPEMENT SCENARIO

Self-Cleaning Velocity Check (PDWF) EW 0.375 1.5 1.00% 1.602 176.95 48.43 OK

At Peak Design Flow (PWWF) EW 0.375 1.5 1.00% 1.602 176.95 111.58 OK

Pipework Capacity Assessment - WASTEWATER DOWNSTREAM NEXT LARGEST PIPE - POST-DEVELOPEMENT SCENARIO

Self-Cleaning Velocity Check (PDWF) EW 0.375 1.5 1.00% 1.602 176.95 50.75 OK

At Peak Design Flow (PWWF) EW 0.375 1.5 1.00% 1.602 176.95 115.66 OK Development information form – Wastewater network planning summary assessment Information to be completed by Developer/ Engineering Consultant

Development consideration Description Comments Query status Resource Consent Resource Consent application application Query submission date 15 /01 /202 1 Address 360 Dominion road, Mt. Eden, Auckland 1024 Attach layout plan Refer to calculation in the Plan must clearly show proposed Attachment. development site and include: • Aerial photograph with elevation contours (Note 1) • Road names • Boundary of development • Preferred point of connection to existing water supply and wastewater asset.

Current land use Commer cial Residential (single family dwellings) / Residential (multi-unit dwellings) / Proposed land use Residential (Multi - Residential (multi-storey apartment blocks) storey apartment / Commercial / Industrial / Other (Please blocks) / Commercial specify). (Retail units) Unitary plan zoning Mixed Use Refer Auckland Unitary Plan

Total development site area (m 2/ 12,216 m2 / 1. 22 Ha Of which 1,956m 2 is an existing hectares) development (LOT1-Dominion Rd frontage) (i.e. Land area for residential developments) Total development floor area (m 2) 36,481 m2 Of which 1,956m 2 is an existing (i.e. Include all levels of multi-storey development (LOT1-Dominion Rd frontage) apartments and commercial developments) Number of proposed residential 6-storey building with Include type and number of bedrooms for dwellings 118 Residential residential dwellings: (Typically consent or include apartments. ultimate if development is to be Type: Quantity: staged and consented at a future 1 bed 24 date) 2 bed 82 3 bed 12 4bed 5+bed Note: (1) Watercare’s GIS Viewer for Asset Data Query and Land Development/ Subdivision can be used to display aerial photography and land contour information. (This section should not be duplicated if both water and wastewater is applied. Refer to Chapter 6 of the CoP.) Refer to the Auckland Code of Practice for Land Development and Subdivision chapter 5: Wastewater, when completing this form: Wastewater development assessment Design consideration Description Comments Existing site Residential Design Self-Cleansing Design Flow Show calculations based on design flows - Flows (L/s) = 0.00 L/s Watercare CoP. pre- Peak Design Flow Refer to calculation in Appendix C of development = 0.00 L/s scenario the Application Infrastructure Report by Robert Bird Group. Non -Residential Self-Cleansing Design Flow (If site is currently Design Flows (L/s) = 0.30 L/s undeveloped, write Ultimate development: 0.00 L/s in the Peak Design Flow Ultimate development is where further design flows for this = 0.74 L/s development may / can / will occur section) upstream / or within the development site currently under consideration. Self-Cleansing Design Flow Proposed Residential Design = 2.07 L/s development Flows (L/s) If relevant Ultimate Peak Design Flow is site design flows to be calculated and will include number Peak Design Flow - post- of potential units/ lot. = 3.44 L/s development scenario For further guidance on whether this And if relevant application needs to consider Ultimate development, refer CoP Sections:

Ultimate Peak Design Flow • 5.3.2 Structure Plan = 3.44 L/s • 5.3.3 Future development • 5.3.4 System Design Non -Residential Self-Cleansing Design Flow Design Flows (L/s) = 0.55 L/s

Peak Design Flow = 1.38 L/s

Non -Residential 12hour operation typical, 9am – E.g. 24 hr operation / 10 hr (9am – 5pm) Discharge profile / 9pm expected / Other (Please specify). trend (i.e. Operations) Change in site Net difference Net Change in Self-Cleansing Net difference = Residential + non- flows between post- Design Flow residential design flows = 2.32 L/s development and

pre-development Net Change in Peak Design Flow site design flows = 4.08 L/s (L/s) New assets required for development N/A Refer to contract drawings and calculation in the Attachment.

Wastewater development assessment Design consideration Description Comments

Type of Sewer Capacity Check Existing network infrastructure capacity See Watercare’s GIS Viewer for Asset undertaken: assessment = Leve1 Data Query and Land Development/Subdivision to assist with A sewer capacity check is to be carried out if the obtaining data required for the capacity ‘Net Change in Peak Design Flow’ calculated Did the Existing WW Capacity assessment. above shows a net increase of greater than 1.0 Assessment Design Flow exceed

L/sec. the pipe-full capacity for any pipes within the Existing In addition to the assessment findings Notes: Network Assessment Extents? summary requested here, other required existing network capacity assessment 1. At Watercare’s discretion, a Sewer Capacity key steps/ deliverables include: Check may be required even if the net On pipes where asset data (i.e. increase in site flow is < 1.0 L/sec. gradient and diameter) is 1. Network Assessment Extents to be known: identified as described in the CoP. 2. The Level 1 Sewer Capacity Check as = Yes A map is to be provided showing described in the CoP is to be undertaken in (Existing pipe data) the network assessment extent. the first instance, unless specifically advised

by Watercare. The Level 1 Capacity Check is On pipes where asset data was 2. Catchment Boundaries for the intended to help identify applications that assumed: assessment is to be determined. may require more accurate/detailed design = Yes Catchment Boundary data (where calculations and/or identify whether data (Existing retail flow and available) can be viewed in the held on the existing network is sufficient to Upstream/Downstream pipe Watercare GIS Viewer. Where not enable an accurate assessment of capacity. flow) available, the developer and their engineers will be required to produce catchment boundaries. A map is to be submitted depicting the catchment extents.

3. Existing WW Capacity Assessment Design Flow is to be calculated as described in the CoP. The flows are to be tabulated for each pipe-reach within the Network Assessment Extent. A pipe-reach will typically be regarded as the section of network between points where significant tributaries enter the network.

4. Pipe Capacity Vs. Design Flow Check is to be carried out; a table detailing the calculated full pipe capacity compared to the ‘Existing WW Capacity Assessment Design Flow’ is to be provided. Pipes with missing asset data are to have the missing data assumed as described in the CoP.

5. Pipe Full Capacity Exceedance - Pipes where the ‘Existing WW Capacity Assessment Design Flow’ exceeds the pipe full capacity are to be identified both in the tabular data, and on a map of the Network Assessment Extent. Pipes with assumed data are to be identified Wastewater development assessment Design consideration Description Comments

separately to those with known data.

Further wastewater comments: Refer to Infrastructure Report by Robert Birds Group.

Development Application Form – Water Supply/Wastewater Planning Assessment Date of Application 15 /01 /202 1 Address of Development 360 Dominion road, Mt. Eden, Auckland 1024 Layout Plan of Proposed Development clearly showing: • Aerial photograph Please refer to the attached plan drawing. • Road names • Boundary of development • Preferred point of connection to existing water supply and wastewater asset Description Comment

Current Land Use Commercial Residential (Single family dwellings) / Residential (Multi-unit dwellings) / Residential (Multi- Residential (Multi-storey apartment blocks) storey apartment Proposed Land Use / Commercial / Industrial / Other (Please blocks) / Commercial Specify) (Retail units) Of which 0.2 Ha is an existing development Total Development Area (Ha.) 1.22 Ha (LOT 1 – Dominion Rd frontage) 6-storey building with Number of Residential 118 Residential E.g. 12- storey apartment building with 4 Households (Consent & apartments, 4038m2 units per storey is 48 residential Ultimate) Retail units and households. 2,817m 2 Supermarket

Refer to Water and Wastewater Code of Practice for Land Development and Subdivision Section 6 Water Supply Water Supply Development Assessment

Average and Peak Residential Average: 0.76 l/s Refer to the Attachment for calculations Demand (L/s) Peak: 3.82 l/s details based on Watercare CoP

Average and Peak Non- Average: 0.21 l/s Refer to the Attachment for calculations Residential Demand (L/s) Peak: 1.04 l/s details based on Watercare CoP

Non Residential Demand 12hour operation E.g. 24 hr operation / 10 hr (9am – 5pm) / Typical Daily Consumption typical, 9am –9pm Filling on-site storage at certain frequency) Profile / Trend expected

Fire- fighting Classification Refer to New Zealand Standard SNZ PAS FW2 required by the proposed site 4509:2008 Attach hydrant flow test layout plan and ☒ Yes ☐ No results showing test date & time; location Hydrant Flow Test Results of hydrants tested and pressure logged; static pressure; flow; residual pressure Sprinkler design should consider Watercare Level of Service: minimum pressure at ☒ Yes ☐ No Sprinkler System in building? 200kPa and minimum flow at 25 l/min. The building owner shall conduct periodic review of sprinkler design.

DQ004-13092016

Further Water Supply comments

Refer to Water and Wastewater Code of Practice for Land Development and Subdivision Section 5 Wastewater Wastewater Development Assessment

Consent PDWF =2.07L/s Consent Show calculations based on Watercare CoP. PWWF =3.44L/s Peak DWF and WWF If relevant for ultimate development Ultimate PDWF = Residential Design Flows (L/s) scenario include No. of Potential Units/ lots Ultimate PWWF = Refer to the for calculations. Attachment B for calculations details Consent PDWF =0.55L/s Consent PWWF Show calculations based on Watercare CoP. Peak DWF and WWF Non- =1.38L/s Residential Design Flows (L/s) Refer to the Attachment B for calculations details 12hour operation Non-Residential Discharge E.g. 24 hr operation / 10 hr (9am – 5pm) / typical, 9am –9pm Profile / Trend (i.e. Operations) Other expected If applicable please provide supporting New Assets Required for calculations and indicative design N/A Development parameters (ie. Pump Station and rising main or storage) Connects to 225mm pipe. Capacity assessment at proposed Sewer Capacity Check Refer to the connection point and impact on network Attachment for calculations details Further Wastewater comments

For internal Watercare use only Date Application Received Application Ref No. Assigned Connections Engineer

Prior Developer Correspondence with Watercare

Neighbouring developments to

consider in capacity assessment

DQ004-13092016

INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Appendix E Watercare Correspondence

15 January 2021

JOHN DALZELL Silk Road Management Limited PO Box 911166, Victoria Street West Auckland 1010, New Zealand

Dear John,

Re: Fast-track process assessment of water and wastewater Address: 360 Dominion Road, 88 Prospect Terrace and 113 Grange Road, Mt Eden, Auckland Watercare application number CON 50651

This assessment is independent of the Auckland Council consenting process. This letter does not constitute a pre-approval from Watercare, and the assessment is valid for two years from the date of this letter.

Watercare initially evaluated the proposal. A specialist response was issued on 23/09/20 and sent to Auckland Council to be addressed to the MfE as part of the fast-track consideration board, providing relevant input and highlighting the water and wastewater network constraints, see appendix 1 document.

At this stage, Watercare has been contacted directly by the developer, Silk Road Management Ltd, to provide comments on the proposal as a specialist/asset owner under the fast-track application process and before the EPA consent.

Section 1 – Purpose

Watercare has reviewed the proposal in relation to Watercare's ability to provide water and wastewater services for this mixed-use development. The proposal is for a 6-storey building with 118 Residential apartments, 4038 m² Retail units, 2,817m² Supermarket and associated car parking, and the proposed extension to our networks set out in the application, in particular ROBERT BIRD GROUP water and wastewater demand calculations dated 26/11/20 and overall plan drawing nº N0263-RBG-ZZ-XX-DR-CV- WCC01.

Subject to the conditions below, we confirm that Watercare is able to provide water and wastewater services to the proposed 6-storey building with 118 Residential apartments, 4038 m² Retail units, 2,817m² Supermarket and associated car parking, and that the proposed works under the resource consent application will meet our requirements for the vesting of public water supply and wastewater infrastructure.

Section 2 – General conditions

1. Watercare's confirmation in this letter is based on the application for the fast-track process as at today's date, in particular ROBERT BIRD GROUP water and wastewater demand calculations dated 26/11/20 and overall plan dwg nº N0263-RBG-ZZ-XX-DR-CV-WCC01. Any amendment to the proposals set out in those documents will require further review and approval from Watercare, and is not covered by this letter.

Overall plan dwg nº N0263-RBG-ZZ-XX-DR-CV-WCC01 with WSL comments. See appendix 2 document.

2. The applicant must produce under the engineering plan approval stage a completed design of the proposed water supply and wastewater infrastructure, including infrastructure to vest in Auckland Council and thereafter in Watercare (public water supply and wastewater works), in accordance with the current Watercare Water and Wastewater Code of Practice for Land Development and Subdivision (Code of Practice) as well as 'Watercare's standards for material supply, construction and asset data capture.

3. All public water supply and wastewater works required to service this subdivision/development shall be designed and constructed by the applicant at no cost to Watercare.

4. The public water supply and wastewater works must be demonstrated to comply with 'Watercare's requirements in accordance with 'Watercare's Compliance Statement Policy, Part 1 for Land Development and Subdivision Works.

5. Engineering Plan Approval must be obtained from Auckland Council for all public water supply and wastewater works before construction begins.

6. All connections to 'Watercare's water/wastewater networks shall be made in accordance with 'Watercare's connection processes, and must comply with the Code of Practice.

Section 3 – Local conditions

1. There is sufficient capacity in Watercare's water and wastewater networks at the time of this assessment to accommodate the proposed 6-storey building with 118 Residential apartments, 4038 m² Retail units, 2,817m² Supermarket and associated car parking. This assessment is valid for 2 years from the date of this letter, and network upgrades may be required after the 2-year period.

2. The preferred option for the wastewater connection is through network extension and connection from 825mm VC on Burnley Road or the 600mm VC on King Edward Street, there is spare capacity in both of these combined sewer lines.

GIS screenshot with the SS lines mentioned above highlighted in yellow. See appendix 3 document.

3. The design and proposal must be based on actual site investigation, so a CCTV inspection is required to confirm the SS line status and condition of the 825mm VC line or the 600mm VC before progressing with the design, also need to confirm the watermains size for the water connections.

4. Overall plan with WSL comments on both water and wastewater can be found on appendix 2 document.

5. Reassessment for water and wastewater capacity will be required if the construction of this development has not commenced within 2 years of the date of this letter.

6. Proposed water and wastewater connections at the time of this assessment are as follows:

a. 200mm water main along Dominion Road 100mm water main (proposed network extension) along Grange Road 100mm water main along Prospect Terrace.

b. 300mm wastewater line (proposed network extension) along Burnley Terrace and Prospect Terrace

7. Watercare will review the proposed water and wastewater design after lodgement of the application to the Council for engineering plan approval and accompanying CS1 and CS2 if applicable.

8. All works on existing public wastewater drains and watermains shall be carried out only by a Watercare approved contractor at the 'applicant's expense.

9. Adequate provision shall be made during earthworks associated with construction to protect any existing public wastewater drains and watermains that traverse the site. Any damage to the drains or watermains that may occur during construction shall be the 'applicant's responsibility.

10. This letter does not constitute a guarantee from Watercare to provide a fire fighting capability in accordance with Fire and Emergency New Zealand Code of Practice.

11. Water pressure could change in the future. To comply with FW2 fire risk classification, the installation of a sprinkler system and/or booster pump may be required for commercial, industrial high-rise and mixed-use buildings.

12. Watercare approval is required before any individual building /lot is connected to the public water and/or wastewater network. An application for new connection shall be submitted to Watercare in conjunction with the application to Council for building consent.

13. Watercare infrastructure growth charges will apply to this development. Details of the charge are available on the website, watercare.co.nz.

14. Works Over approval will be required prior to the commencement of the any works within 2m of 'Watercare's assets, subject to 'Watercare's review and approval. The wastewater assets that transverse the site may need to be relocated to achieve Watercare's works over requirements. The relocation of these pipes will be at the 'developer's cost.

Section 4 – Advice notes

1. Watercare level of service can guarantee only for domestic water supply to a property with at least 25 litres per minute at 200 kPa at the outlet of the water meter.

Next step

To proceed with construction the applicant will be required to complete the design and lodge an engineering plan application with Auckland council

Yours faithfully

Tarso Girio Development Engineer | Developer Services

Asset Owner / Specialist Response

From: Mark Iszard, Growth and Development Manager, Healthy Waters

Date: 23/09/2020

Overall Summary:

Flooding The site is affected from flooding by a significant (>20Ha) upstream catchment that will need to be appropriately accommodated through the site to manage any adverse effects to the surrounding properties due to the proposed changes in ground levels and buildings footprints.

We would expect that a detailed flood analysis would have or will be undertaken to help inform the design of the proposal. The applicant and his design team should consider the downstream effects due to any loss of informal flood storage volume due to the redevelopment.

Stormwater disposal In terms of a suitable stormwater network to service the site, a private SW network discharging to a series of private soak-holes on-site is proposed to be implemented. This would be considered a suitable and preferred method of managing the SW runoff from the site and given the volcanic nature of the surrounding geology should be an achievable design.

Quality Treatment. As it is proposed to discharge the stormwater runoff to ground. a suitable pre-treatment system is recommended to filter out likely contaminants prior to them entering the natural ground water. This could be a series of property filter systems or the use of bio- treatment devices such as rain gardens incorporated into the proposed green space.

Asset Owner / Specialist Response

From: Tarso DosSantosGirio, Development Engineer, Watercare Date: 23 September 2020

Overall Summary:

No water and wastewater flow or water supply demand data was provided as part of this application. Based on the very limited information provided to MfE, Watercare has undertaken a very high-level assessment of the proposal for this mixed-use development. The proposal is for a maximum six-storey mixed-use development comprising of 117 residential units, a supermarket, other retail tenancies and associated car parking at 360 Dominion Road, 88 Prospect Terrace and 113 Grange Road, Mt Eden, Auckland.

Water supply: There is capacity in the local water supply network.

Wastewater: There are potentially significant capacity constraints in the wastewater network. The capacity constraints in the wastewater network will need to be mitigated by the developer through public network extensions or upgrades, depending on the agreed solution with Watercare as part of the resource consent process.

Water Supply:

At this stage, the existing 200mm CI watermain on Dominion Road has sufficient available capacity to accommodate this development.

Wastewater:

The applicant needs to provide Watercare detailed information on expected water supply and wastewater demand. Based on this information, Watercare needs to assess the development’s proposed demand/flows calculations and a catchment analysis investigation before confirming the impact on the wastewater infrastructure.

Based on the high-level flow estimation, Watercare's model predicts that there is no capacity available in 225mm diameter wastewater pipe that runs across the site of the proposed development and shows some substantial surcharge, and potential downstream constraints that will require further investigation by the developer.

The model shows that there is available capacity in 600mm diameter combined sewer that is located on the other side of Dominion Road subject to confirmation of this development’s final wastewater flow/demand.

These options will need to be investigated in detail to determine the best servicing option for this development. All local upgrades required to service this development must be fully funded by the developer.

Works Over

The wastewater assets that transverse the site may need to be relocated to achieve Watercare's works over requirements. The relocation of these pipes will be at the developer’s cost.

825 VC (GIS ID 956423 / COMPKEY 2484322)

proposed development

alternative 600 VC (GIS ID 954475/ COMPKEY 2491070) downstream SMH26 L=50.54

LL=50.92 48.65 (sealed)

P SW 100 W 48.67 100

TMH 49.30 Important Note: TMH P 675 P P P P P 100 TMH

STREET R SW W

225

150 49.85 150 150 150 150 150 49.61 150 TMH S 150 H S 150 S H 150 H SL R S S S 225 S S S S S P 49.59 ALTERNATIVE NETWORK LANE

The design and proposal must be based on BUS LANE

LL=50.66 DCP7 BUS GV 49.86 LL=50.65 GV 49.87DCP6 WHERE ALTERNATIVE WW NETWORK IS LL=50.77 LL=50.76 actual site investigation, so a CCTV inspection is REQUIRED DUE TO NETWORK CAPACITY. required to confirm the SS line status and WORKS CONSIST 140 METRES OF NEW PUBLIC 300DN DRAIN. (20m ROAD CROSSING, condition of the 825mm VC line or the 600mm VC 120m BELOW FOOTWAY + 3xMH) SOAK HOLE 29

Water Level 49.54

150

675 before progressing with the design, also need to

LL=51.05 (flooded) LL=50.76 DCP5 confirm the watermains size for the water LL=50.77 FIRE SUPPRESSION SUPPLY AND

225 SW 225 ### PRESUMED ### LL=50.58 LL=50.59 SEPARATE WATER METER LL=50.78(live lane) connections. WSL's preffered option

225 SERVICE SUPPLY TO LOT 2 - COMMERCIAL SW DCP12 BUS BUS BUS BUS BUS LANE LANE LANE

50.37 225 LANE CONNECTION LOT 1 49.60 AND RESIDENTIAL (PROPOSED) - S S SSMH23 EXISTING LOTS there is spareSV capacity in combined LL=51.13 200 STD WS24 200 200 S 49.79 S VMH

49.33 LL=50.87 DCP4 49.81 sewer lines 600mm VC on King S

S S P R S S R S 100

49.81 S LL=50.87 225 P 100 H Edward Street and the 825mm VC SW 200

LL=51.30 200

225 SL 49.48 SV SL S

49.53 SV

100

49.43 49.90 S on Burnley Road 50.09

SL S 225 FL=51.53 FL=51.54 FL=51.45

225 FL=51.54 FL=51.29 100 FL=51.32

50.40 LL=51.04 225 H S (parked-over) STOP ALTERNATIVE NETWORK

50.27 DCP3

375 225 LL=50.91 FL=51.82 FL=51.84 FL=51.83 FL=51.84 FL=51.84 225 FL=51.84 RETAIL UNIT I UNIT H UNIT G UNIT F UNIT E UNIT D UNIT C UNIT B UNIT A STOP TMH 50.26 SECOND FLOOR VMH LL=51.08 SECOND FLOOR LL=50.95

SSMH22 LL=51.54 FL=55.91

FL=55.91

50.61 UNIT N UNIT M UNIT L UNIT K UNIT J 100 NEW PRIVATE FL=51.85 FL=51.83 FL=51.83 This connection exacerbate local NEW PRIVATE FL=51.83 FL=51.83

SW NETWORK TO REPLACE 50.63

50.70 NETWORK TO REPLACE COLLECTION POINT TO constraints and further downstream ## PRESUMED ## COLLECTION POINT TO RETAIL FL=51.84 FL=51.84 FL=51.84 EXISTING PROPERTIES FL=51.83 SERVICE CONNECTION constraints, therefore is not an

EXISTING FIRE EXISTING PROPERTIES 225 SSMH21 feasible option. SUPPRESSIONLL=51.85 FL=51.85 FL=51.84 SS FL=51.85

SUPPLY TO 50.66

375 50.96 50.99 MSB 50.95 50.95 LL=51.76 FL=51.84

EXISTING LOTS 1 150

SW FL=51.85 50.98 225 50.98 50.66 S 51.01

LL=51.59

100 SS

100

50.96 50.96 100

BOTTOM=49.92 S LL=51.60 49.16 SOAK6 LL=51.26 LL=51.46

RETAIL 100 50.93 150 50.93 RETAIL 50.23 51.60 50.80 FL=52.33 150 100 150 225 SS SS 48.89 300 SW 225

225 LL=51.76 SSMH20 SS 225 49.98 49.94 LL=52.10

225 300 225 50.62 LL=51.74

48.95 51.24 225

Pit Bottom LL=51.27 RL=50.06 1300x1300

CP23 51.18 LL=51.64 S

150

150 100

P RELOCATED P PUBLIC 225 DRAIN

$$ PRESUMED SERVICE P T CONNECTION TO LOT 2 H SL - TO BE OMITTED/REPLACE DURING DEVELOPMENT

LL=52.34

FL=52.67

51.66 100

P Pit Bottom 225 RL=51.88 51.59 SW 51.60 LL=52.41

15 100 PRIVATE 51.72 DRAIN150 ?

TROLLEY LIFT SERVING BOOKEND 100 100 RESIDENTIAL AND TO WM SERVICE CONNECTION FLOOR ABOVE. H 2 x NEW SERVICE 375 TO SUPERMARKET CONNECTIONS TO P P ABOVE P RESIDENTIAL BOOK- END COMMERCIAL RESIDENTIAL APARTMENTS.

P SERVICE CONNECTION (SINGLE/MULTI100 METERED PUBLIC NETWORK WM TO COMMERCIAL TBC) EXTENSION WITH 3 NEW PROPERTIES COMMERCIAL SERVICE CONNECTIONS TO SUPERMARKET - CLICK & BOOK-END COMMERCIAL COLLECT CARPARK

UNITS 100 WM PV 50 50Add valve here to allow network/ FL=54.21 FL=53.37 FL=52.68 TRANSFORMER FL=52.64 operational resilience.

SW WM (parked-over) FL=52.68 SERVICE CONNECTION LL=52.87 52.08 TO RESIDENTIAL ? LL=52.74

LL=52.60

PROPERTIES ON (sealed) LEVELS ABOVE (parked-over)LL=52.53

15 225 COMMS MSB GENERATOR SVR

P P

P T 15

LL=52.55 (sealed)

(parked-over) 225 WM 100 LL=54.52 100

LL=54.55 PUBLIC 225 DRAIN TO BE REPLACED ON SUPERMARKET SAME ALIGNMENT 375 SERVICE 100 CONNECTION 100

PUBLIC WASTE WATER DRAINAGE (PROPOSED) WATERCARE CONNECTIONS PRIVATE WASTE WATER SKETCH DRAINAGE (PROPOSED)

AUCKLAND OFFICE NEW WATER SUPPLY © Robert Bird Group (New Zealand) Ltd Ph: +64 (0)42 122 777 FOR INFORMATION SERVICE CONNECTIONS Level 2 1 Broadway, Newmarket Web: www.robertbird.com SKETCH DATE: 25/11/20 Auckland 1023 NZBN 9429 0421 10316 By D. Thomson New Zealand WCC01 INFRASTRUCTURE REPORT PROJECT ABC 194,360 Dominion Road, Mt Eden Project No. N0263 Issue: F 29 April 2021

Auckland Office

Robert Bird Group (New Zealand) Limited Company Number 5863819 NZBN 9429042110316

Level 2, 1 Broadway, Newmarket Auckland 1023 New Zealand

P: +64 (0)9 218 3929