Issuu

Auckland City Rail Link In association with:

DETAILED DESIGN Resource Consent Contract 6 â€“ Nikau Street Stormwater Main Realignment Erosion and Sediment Control Management Plan Document Ref: CRL-SYW-RME-000-RPT-0068 Revision: 5.0 10 August 2017

COMMERCIAL IN CONFIDENCE

Report Status This Erosion and Sediment Control Management Plan (ESCP) describes the erosion and sediment control requirements for the construction of the Nikau Street Stormwater Main Realignment (the Project). This ESCP outlines that procedures and controls that will be put in place by the Construction Contractor to manage the control of silt and sediment within the construction area. The implementation of this ESCP on site will ensure that erosion and sediment effects from construction works are managed in accordance with best practice.

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Contents 1

Introduction

1.1

Overview

1.2

Purpose

1.3

Scope

1.4

Report Structure

Project Description

2.1

Project Description

2.2

Key Construction Phases and Considerations

Erosion and Sediment Control

3.1

Design Philosophy

3.2

Erosion and Sediment Control Principles

3.3

Erosion and Sediment Control Measures

3.4

Settlement Tank Sizing

3.5

Monitoring

Mount Eden Road Shaft

4 4.1

Site Description

4.2

Site Levels and Catchment

4.3

Overland Flow Paths

4.4

Site Management

Water Street Shaft

5.1

Site Description

5.2

Site Levels and Catchment

5.3

Overland Flow Paths

5.4

Site Management

Nikau Street Shaft

6.1

Site Description

6.2

Site Levels and Catchment

6.3

Overland Flow Paths

6.4

Site Management

Upstream Treatment

7.1

General

7.2

GPT Construction Methodology

7.3

Erosion and Sediment Control Measures

Conclusion

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Appendices Appendix A Glossary of Abbreviations Appendix B Glossary of Terminology Appendix C Drawings

Figures Figure 1 Location and extent of the proposed Nikau Street Stormwater Main Realignment Project Works (CSAs are shown blue and orange and pipe jack shown in red) 1 Figure 2 Mount Eden Road Shaft Construction Support Area 13 Figure 3 Mount Eden Road Shaft overland flow paths and upstream catchment (retrieved from Auckland Council GIS 19/09/16) 14 Figure 4 Water Street Shaft Construction Support Area 19 Figure 5 Water Street Shaft overland flow paths and upstream catchment (retrieved from Auckland Council GIS 19/09/16) 20 Figure 6 Water street local stormwater network connection to existing 1950mm dia. stormwater main 20 Figure 7 Nikau Street Shaft Construction Support Area 24 Figure 8 Nikau Street Shaft overland flow paths and upstream catchment (retrieved from Auckland Council GIS 19/09/16) 25 Figure 9 Nikau Street local stormwater network connection into existing 1950mm dia. stormwater main 25 Figure 10 Location of localised depression adjacent to CSA 26 Figure 11 View south from Ruru Street of 36 Ruru Street of localised depression. 26

Tables Table 1 Approximate areas and earthworks volumes for CSAs and TBM operations 4 Table 2 Summary of proposed project shaft groundwater inflow rates and additional rainfall volumes 9

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Introduction

1.1

Overview

Auckland Transport (AT) is the requiring authority responsible for the designation of land required to build and operate the City Rail Link project (CRL) and is now seeking regional resource consents for the works associated with the Nikau Street Stormwater Main Realignment and land use consent for works outside the designation. The section of the CRL project that this Erosion and Sediment Control Management Plan (ESCP) relates to is the realignment of an existing 1950mm dia. stormwater main between Nikau Street and Water Street, Mount Eden (the Project). Refer Figure 1 below. As part of the project there are some minor works upstream of the proposed diversion at Boston and Normanby Roads (not shown in Figure 1) which are also covered by this ESCP (refer Section 7).

MOUNT EDEN ROAD SHAFT

NIKAU STREET SHAFT

WATER STREET SHAFT

Figure 1 Location and extent of the proposed Nikau Street Stormwater Main Realignment Project Works (CSAs are shown blue and orange and pipe jack shown in red)

This ESCP has been developed by Aurecon New Zealand Limited (Aurecon) to describe the proposed erosion and sediment control methods and practices to minimise the effects of construction activities of the Project and the potential consequential effects on the receiving environments. The ESCP provides a methodology and management approach that confirms that the Project can be to ensure effects are less than minor. Requirements associated with making any amendments to this ESCP (if required) will be detailed in the Construction Environmental Management Plan (CEMP) which will be submitted as part of the Project resource consent. This ESCP is an appendix to the CEMP which supports the resource consent applications to be lodged by AT with Auckland Council (AC) for the construction of the Project. We note that the content of this report has been written with reference to the ongoing detailed design.

1.2

Purpose

This ESCP details the measures proposed to minimise and manage the extent of soil erosion and sediment yield from the Project Construction Support Areas (CSA) during construction. This ESCP shall be read in conjunction with the detailed design drawings and the Construction Environmental Management Plan (Appendix B and D of the Assessment of Environmental Effects), which is currently being finalised. The detailed design drawings and the Construction Environmental Management Plan

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(CEMP) outlines the design and construction methodology for the Project. The detailed design drawings and the CEMPalso covers the design of operational and maintenance elements of the proposed stormwater main realignment. However, the scope of this report is to address the construction phase of the proposed realignment, including the development and management of sediment and erosion measures.

1.3

Scope

This ESCP provides a summary of the proposed erosion and sediment control measures relevant to the Nikau Street Stormwater Main Realignment AEE. This ESCP relates to all temporary works required for the following: construction of a Tunnel Boring Machine (TBM) launch shaft adjacent to Mount Eden Road Bridge (refer Figure 1); construction of two retrieval shafts located at the bottom of Water Street and Nikau Street (refer Figure 1); installation of upstream stormwater treatment devices at Boston and Normanby Roads. The measures presented in this ESCP fulfil the technical reporting requirements for mitigation and management of erosion and sedimentation related effects against the Auckland Unitary Plan – Operative in Part (AUP OIP). The implementation and monitoring of controls discussed within this ESCP are in accordance with AC Technical Publication 90 (TP90) “Erosion and sediment control guidelines for land disturbing activities in the Auckland Region.” Technical reporting for groundwater, contaminated land, water quality, noise pollution and air quality matters are addressed by separate reports which are appended to the Nikau Street Stormwater Main Realignment Resource Consent Package (refer to the overarching Construction and Environmental Management Plan for further details).

1.4

Report Structure

The structure of the ESCP is designed to provide a logical and practical framework for the management of erosion and sediment controls as it relates to the Project. The ESCP has the following key sections: Section 2 provides an overview of the proposed Nikau Street Stormwater Main Realignment, the required construction works, a description of the CSAs, and an indicative programme for the works Section 3 provides a description of the general erosion and sediment control measures proposed Sections 4, 5 and 6 provides a more detailed description of the CSAs and associated control measures located at each of the launch and reception shafts. Section 5 also discusses the proposed erosion and sediment control principles to be implemented during installation of the upstream stormwater treatment devices at Boston and Normanby Roads. All drawings referenced throughout the report are located in Appendix C.

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Project Description

2.1

Project Description

2.1.1 General The location and extent of works are shown in Figure 1 and drawings CRL-MTE-UTI-000-DRG-1101 and CRL-MTE-UTI-000-DRG-1941 included in Appendix C. The purpose of the Project is to enable the construction of the future CRL tunnels by realigning the Nikau Street Stormwater Main which currently represents a critical CRL project constraint. The Project works involve the construction of a replacement stormwater main from the eastern end of Water Street, where it then passes beneath the CRL East Facing Connection (EFC) east of Mount Eden Road, it then continues west to connect into the existing main at the corner of Nikau Street and Ruru Street. The Project includes the construction of a central shaft at Mt Eden Road and retrieval shafts at Water Street and Nikau Street. The realigned pipeline will be 1,950mm (internal diameter) and is proposed to be constructed along a horizontally curved (R450m) alignment which is required to reach the proposed shaft locations. The realigned pipeline and shaft locations have been positioned to avoid the proposed rail alignment, basalt extents and existing properties. Two tunnel drives are proposed from the Mount Eden Road shaft. Due to the depth of the upstream and downstream connection points as well as the requirement to pass beneath the proposed CRL alignment (approximately 15-20m), pipe jacking is the proposed construction methodology. Pipejacking is a trenchless construction technique where a Tunnel Boring Machine (TBM) with a pressurised slurry system excavates material. Pipes are then horizontally driven using a hydraulic ram from a series of vertical shafts. Therefore, it is proposed to install the following shafts, along with associated CSA’s, at the following locations: A launch shaft adjacent to Mount Eden Road (approximately 12.5m long, 9m wide and 14.6m deep), known as the “Mount Eden Road Shaft” is located between Mount Eden Road and the North Auckland Line (NAL). By constructing the launch shaft in this location, near the middle of the alignment, it allows the construction work to take place in two stages (Mount Eden Road to Nikau Street and Mount Eden Road to Water Street The construction activities shall be supported by a construction support area of approximately 1200m2 (plus an additional 350m2 for a temporary vehicle access ramp) surrounding the shaft (refer drawing CRL-MTE-UTI-000-DRG-1751 attached in Appendix C). A reception shaft at Water Street (approximately 8.5m diameter and 16.7m deep), known as the “Water Street Shaft” is located within an AT owned vacant site which is currently used as a carpark. The shaft is to be positioned between the end of Water Street and the existing NAL lines. It is proposed to be supported by a construction support area of approximately 1500m2 surrounding the shaft (refer drawing CRL-MTE-UTI-000-DRG-1651 attached in Appendix C). A reception shaft at Nikau Street (varies from approximately 6.1m to 10.9m in diameter and 15.4m deep) known as the “Nikau Street Shaft” is located within the footpath at the corner of Nikau Street and Ruru Street. It is proposed to be serviced by a construction support area of approximately 900m2 at 16-18 Ruru Street (refer drawing CRL-MTE-UTI-000-DRG-1851 attached in Appendix C). An additional construction support area of 2728m2 will be located at 28 Mt Eden Road. The shaft locations have been strategically selected to avoid clusters of utilities. However, it is expected that some utilities will not be able to be avoided and therefore will need to be protected or relocated before piling and shaft excavation. AT is currently engaging with relevant utility stakeholders

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as part of this work and it is anticipated that existing services will either be relocated or protected prior to the access shaft formation upon agreement with the relevant utility provider. Other ancillary works required to enable the construction of the Project include: Relocation and protection of various minor utilities which clash with, or are in close proximity to, the shafts. Temporary protection of the Huia No. 2 watermain adjacent to the Nikau Street shaft. A section of mined tunnel of approximately 7m will extend under Nikau Street to connect the realigned section of pipe from the Nikau Street shaft into the existing stormwater main at Ruru Street. A mined connection to the existing pipe at Water Street. The demolition of 26 Mount Eden Road to enable the construction of the Mount Eden shaft. The demolition of 16-18 Ruru Street to enable the property to be used as a worksite and reduce disruption to the adjacent roads and properties. The Nikau Street shaft cannot be fully located within this property as a permanent manhole and riser is required by AC for maintenance access at this location. The demolition of 28 Mount Eden Road to enable the use of the site as a construction support area. The floor slab and external impervious surfaces will remain in place. No excavation is proposed on this site. Three new connections are required to connect the realigned Nikau Street Stormwater Main to the existing stormwater mains within Ruru Street at the corner of Nikau Street and Ruru Street. In addition, three permanent access shafts are proposed within the reception and launch shafts during reinstatement at Water Street, Mount Eden Road and Nikau Street to accommodate access associated with the ongoing operation and maintenance of the realigned Nikau Street Stormwater Main. Three new Gross Pollutant Traps (GPT’s) on Boston Road (two) and Normanby Road (one). These works will require excavating pits of approximately 6 m wide, 6 m long and 7.9 m deep to install new 2.5 m wide GPTs and manholes. The Project works are anticipated to take up to 13 months depending on the methodology chosen by the Construction Contractor. Subject to obtaining resource consent, works are expected to commence in April 2017. Whether the existing abandoned alignment is backfilled or used for stormwater storage is still to be agreed with Council. 2.1.2 Earthworks The approximate earthworks volumes for the three shafts and two tunnels are summarised in Table 1. All material will be stockpiled on site for a short period of time before removal off-site. All volumes are estimated in-situ with no allowance for bulking. For further details around earthworks volumes refer to the CEMP attached as Appendix D of the application. Table 1 Approximate areas and earthworks volumes for CSAs and TBM operations

Shafts Mt Eden Shaft

Depth (m)

Area (m²)

Excavation (m³)

Fill (m³)

14.6

117

1710

1570

6.5

1950

1800

400

Water Street Shaft

16.7

950

720

Nikau Street Shaft

15.4

680

580

CSA

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Total for shafts Ground Improvement Water Street

Depth (m)

GPTs

5140 Excavation (m³)

70 Length (m)

Depth (m)

Total Excavation GPTs

Area (m²)

1950mm dia. Concrete Pipeline From Mt Eden Road to Water Street From Mt Eden Road to Nikau Street Water Street Mined Area - Excavation Nikau Street Mined Area - Excavation Total Excavation Pipework

2217

1090 Excavation (m³)

155 270 425 Area (m²)

Fill (m³) 1090 Fill (m³)

660 1140 70 85 1955 Excavation (m³)

TOTAL

3270

615 Excavation (m³)

40 55 95 Fill (m³) 400 Fill (m³)

Sub-Total

8800

4855

Contingency for consent purposes (10%) Total Excavation of Shafts and Pipeline

880 9680

485 5340

Three permanent chambers and access shafts are proposed within the temporary reception and launch shafts during reinstatement at Water Street, Mount Eden Road and Nikau Street to accommodate access associated with the ongoing operation and maintenance of the realigned Nikau Street Stormwater Main. The Nikau Street Stormwater Main realignment works are anticipated to take up to 13 months depending on the methodology chosen by the contractor. Works are expected to commence in April 2017. The realigned Nikau Street Stormwater Main will be operational as soon as it is constructed and commissioned. The existing Nikau Street stormwater main will be decommissioned but not removed with the exception of: •

A 10m length which conflicts with the CRL tunnels (this will be removed when the rail tunnels are constructed, refer CRL-MTE-UTI-000-DRG-1101).

•

A 40m length at the bottom of Ruru Street which services a local stormwater network in the area will be retained.

Whether the existing abandoned alignment is backfilled or used for stormwater storage is still to be agreed with Council.

2.2

Key Construction Phases and Considerations

A proposed construction methodology for the proposed pipe jack diversion is discussed below. The connection to the existing pipe at Water Street cannot be undertaken until the entire diversion has been completed and the new main is operational. Therefore it has been assumed that the first drive

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will be towards Nikau Street in order to leave the Water Street shaft to last. If the Water Street shaft was undertaken first, it would require the contractor to leave this area of works while completing the Nikau Street shaft, and then return to Water Street to make the connection. 1. Demolition of properties at Mount Eden Road and Nikau Street CSAs 2. Locate/protect/relocate minor conflicting services at Mt Eden Road 3. Establish erosion and sediment controls at Mount Eden Road CSA 4. Excavate and construct new Mount Eden Road launch shaft 5. Put in place temporary traffic control measures at Nikau Street/Ruru Street 6. Locate/protect/relocate other minor conflicting services at Nikau Street 7. Establish erosion and sediment controls at Nikau CSA 8. Excavate and construct new Nikau Street reception shaft 9. Launch pipe jack from Mount Eden Road driving towards Nikau Street Shaft 10. Locate and protect existing Water Street shaft (which serves the existing stormwater pipe â€“ this shaft will not be used during construction) 11. Locate/protect/relocate other minor conflicting services at Water Street 12. Excavate and construct new Water Street reception shaft 13. Establish erosion and sediment controls at Water Street CSA 14. Retrieve the pipe jacking machine at Nikau Street reception shaft 15. Complete mined connection works to existing 1950mm dia. stormwater main at Nikau Street shaft 16. Launch pipe jack from Mount Eden Road driving towards Water Street Shaft 17. Retrieve the pipe jacking machine at Water Street reception shaft 18. Complete mined connection works to existing 1950mm dia. stormwater main at Water Street shaft 19. Divert flow to new stormwater main 20. Seal connections to existing stormwater main

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3 3.1

Erosion and Sediment Control Design Philosophy

The construction environment of the proposed works is a highly developed urban environment, predominantly formed of hard impervious paved areas and buildings. To construct the Project, the proposed works will require the demolition of existing buildings at the Mount Eden Road and Nikau Street Shafts to prepare the CSAs. This will be followed by a number of deep excavations at each of the CSAs. Given the nature of the surrounding environment and the proposed direct disposal of the majority of spoil material offsite, sediment generating activities shall be largely contained within the excavations themselves. Maintaining controls within the excavation will result in minimal effect on the surface and the surrounding built environment.

3.2

Erosion and Sediment Control Principles

Erosion and sediment control measures will be established to minimise the extent of soil erosion and sediment yield from the CSAs and GPTs during construction and will be implemented and monitored in accordance with AC Technical Publication 90 (TP90) “Erosion and sediment control guidelines for land disturbing activities in the Auckland Region.” All silt control measures shall be fully established for each CSA before physical works proceed in that area. The removal of the silt control devices and the reinstatement of the surrounding ground upon completion of the works shall form part of the civil component of the Project works and will be managed by the contractor. 3.2.1

Existing Stormwater Network

The existing stormwater network at each of the shaft locations is a fully reticulated pipe network common to a developed urban environment. Proposed controls to protect this system during works include: Diverting road run-off and protecting stormwater system - Using filter cloth across inlets or alternative inlet protection measures in accordance with TP90 guidelines; Treating groundwater - Groundwater encountered from excavations will be pumped to a clarifier or settlement tank prior to discharge to the existing stormwater network; Protecting stormwater system - Stabilised entrance and exits with basic vehicle wash-down facilities is to be provided; and Isolation of CSAs – All CSAs will be isolated from the surrounding environment to ensure clean water is diverted away from construction areas and that all construction related run off from CSAs is collected and treated prior to discharge. A testing regime shall be established at the discharge point of all CSA treatment facilities to ensure minimum water quality standards are met. Water quality testing requirements are outlined within the Water Quality Assessment (refer CRL-SYW-RME-000-RPT-0071) appended to the Resource Consent application. 3.2.2

Site Spoil, Fill Material and Demolition Debris

Storage of excavated spoil, engineering fill, drainage materials or demolition debris will be limited at the worksites for Water Street and Nikau Street shafts. It is proposed that excavated material will be

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removed directly from site as it is excavated. However, temporary spoil storage is proposed at each of the CSAs. The worksite at Mount Eden Road is the main tunnelling support worksite and will include temporary pre-cast segment storage, a spoil handling area and equipment storage for TBM operations. Super silt fences will be provided to prevent transport of sediment from spoil storage areas and covered during inclement weather to minimise dust. 3.2.3

Contamination

Refer to the Contaminated Land Assessment (CLA) (attached as Appendix I to the Assessment of Effects) and Contamination Delivery Work Plan (CDWP) (attached as Appendix H of the Construction Environment Management Plan) appended to the Assessment of Environmental Effects with regards to the potential for, and management of, contamination at each of the work sites. In the event any hazardous construction materials or soil are encountered these will be stored in an isolated area designated for this purpose and managed in accordance with the CDWP. 3.2.4

Reinstatement and Rehabilitation

Demolition of existing buildings is required at both Mount Eden Road and Nikau Street shafts. It is likely that at these two CSA the building pad will be retained and used. The Water Street shaft CSA is an existing carpark consisting of a metalled surface. It is likely that this surface will also be retained during the temporary works. On completion, the contractor will reinstate the Water Street and Nikau Street CSAs to original levels and make suitable for future use as parking lots. Pavement reinstatement of works area associated with the proposed GPT installations (Boston and Normanby Roads) will be in accordance with A.T. Standards. Works related to the CRL tunnels will occur through the Mount Eden Road CSA. As such, the contractor will only be required to backfill to the lower level of the batters (top of the actual shaft) and leave the remainder of the site stabilised in its temporary works condition.

3.3

Erosion and Sediment Control Measures

Sediment loading is anticipated to be low as construction works will be undertaken using the following controls to minimise erosion potential and reduce sediment loads to the receiving stormwater network prior to discharge from the CSAs and GPT works area: Ensure the hoarding lines are installed with solid barriers at the base with waterproof seal to existing pavements to divert stormwater away from the CSAs to existing catchpits; Avoid work in heavy rain, however, in the event of an unforeseen heavy rainfall event erosion and sediment control measures will be checked and upgraded or modified where necessary; All catch pits within and in the vicinity of the works site to be protected by inlet protection; All surface and ground water flows to be collected by localised sumps within the excavation area and pumped to a settlement tank within the CSAs prior to discharge; Excavated material shall be loaded straight onto trucks, where possible (and covered prior to removal). If spoil/ fill or demolition debris is to be stored on site, material shall be placed within a bunded area using super silt fences or a similar alternative such as covering the stockpile with geotextile. Stockpiles will not be located in an area where runoff cannot be controlled; A designated area will be provided for any potentially contaminated material encountered during construction activities. The designated area will incorporate an impermeable surface to provide isolation from the underlying soil (i.e. existing concrete slab, PE / clay liner, or other suitable alternative), and be bunded and covered using impermeable materials. The liner is to be disposed of at an approved site once spoil storage is no longer required at completion. Contaminated specialists to confirm if any assessment of surface soils will be required at completion if a liner is used.

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A water cart will be available on call to wet down stockpiles and/ or pavement areas to prevent dust movement; Surface site runoff within the CSAs shall generally be collected against hoarding lines and directed to existing catchpits. Where flows cannot be collected prior to discharge from the site filter socks (or similar), measures shall be put in place to ensure flows are collected and treated prior to discharge from site; Where low points are formed by construction activities additional inletting maybe required. Inlets shall be installed with suitable inlet protection and a positive gravity connection provided to the discharge clean water to the existing stormwater system, or a temporary de-watering pump with connection to the existing stormwater system; Bare soil surfaces including CSAs shall be stabilised with hardfill or mulch and grass seed as soon as practicable once excavation has reached the required level; Where vehicular access to the open cut section of the works is provided, wash down areas and facilities at the top of the ramps shall discharge to a settlement area to ensure vehicles leaving open cut CSAs are â€œcleanâ€? ; The majority of access points shall be impervious stabilised areas (asphalt) however where bare earth is exposed, stabilised entry/exit points shall be provided; Road sweeping will be carried out along the adjacent streets where trucks leave the site to ensure that no residual material is left behind which may be hazardous to traffic and pedestrians. No discharge of surface and groundwater to wastewater is proposed. Mitigation measures are illustrated on the drawings contained within Appendix C.

3.4

Settlement Tank Sizing

3.4.1 General Results of an assessment undertaken by PDP of groundwater inflows associated with constructing the Mount Eden Road, Water Street and Niaku Street shafts are provided in Table 2. It is proposed to exclude surface flows from entering the shafts. However, a settlement tank is proposed in order to account for rainfall into each of the shafts from the open excavation and for any groundwater ingress. In accordance with the Auckland Council TP90 (1999), the required additional volume estimated for each shaft is equal to 2% of the open excavation area as shown in Table 2. Settlement tanks have been sized to cater for the full groundwater inflow expected at each shaft over a 24 hour period, plus an additional volume to cater for expected surface flows calculated in accordance with Auckland Council TP10 (1992). A secant pile shaft is proposed at Water Street and will act to prevent groundwater ingress into the shaft. Therefore, management of groundwater is not required at this CSA. During establishment of the CSA at Mount Eden Road, it is expected that treatment of surface flows will be required until stabilisation of proposed batters is complete. In accordance with TP10 this equates to approximately, 6m3 of stormwater management volume. As these works will precede excavation of the shaft surface flow management will not occur at the same time as groundwater flows. This is considered the maximum settlement tank volume required for the Mount Eden CSA. Table 2 Summary of proposed project shaft groundwater inflow rates and additional rainfall volumes

Shaft

Groundwater Inflow Rate (m3/d)

Groundwater Treatment Volume (m3)

Open Excavation Area (m2)

Additional Volume for Stormwater Management (m3)

Minimum Settlement Tank Volume (m3)

Mount Eden Road

0.8

111

2.2

6.01

Water Street

0.02

0.0

0.76

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Shaft

Nikau Street

Groundwater Inflow Rate (m3/d)

Groundwater Treatment Volume (m3)

Open Excavation Area (m2)

Additional Volume for Stormwater Management (m3)

Minimum Settlement Tank Volume (m3)

1.03

1.0

1.4

2.4

To account for management of surface flows from proposed batters during site establishment Secant piles should prevent groundwater ingress 3 This value does not consider inflows from the basalt (refer Section 3.4.2) 2

The management system is proposed to consist of two in-line settlement tanks. The first tank will be the discharge tank for the pumped discharge and the other will provide secondary settlement prior to discharge to the stormwater system. The second tank will also provide a suitable location for flocculant batch dosing if required. Settlement tanks will be monitored throughout the construction period and sediment will be regularly removed as required to ensure optimum management is maintained. It is noted that if stormwater/groundwater flows exceed the maximum pump rate the excavation will flood. However, given the depth of the excavation, under no circumstances will stormwater / groundwater overflow from this area into the surrounding stormwater catchment. 3.4.2 Groundwater Inflows from Basalt The proposed Nikau Street shaft will involve excavation through basalt. Investigation undertaken by PDP (2016) has identified that a conservative inflow of groundwater to the shaft may be between 80m3/d to 200m3/d. As there is potential contamination of the groundwater from construction works during excavation it is proposed that a treatment plant will be provided to treat the maximum inflows from the basalt in addition to the open excavation area. Rather than being treated separately, rainfall and groundwater ingress from the remaining excavation area will also be pumped to the treatment plant for treatment, removing the requirement for additional settlement tanks proposed in Section 3.4.1. Following treatment, flows will be discharged to the existing Nikau and Ruru Street local stormwater system. The treatment system will most likely consist of two container sized units. Water will enter the first tank via an inlet situated near the top of the tank, such as not to disturb the already settled material. There will be a weir towards the outlet end that will be sealed to ensure only clear water can flow over the top. After flowing over the weir the water will be gravity fed into the second unit before discharging into the local stormwater network. There is an option to dose the water with chemical (Poly Aluminium Chloride (PAC), polymer, and salt in the tank/ silt buster) in the second unit, which will be investigated should the water quality be noncompliant for discharge. The water being discharged will be monitored in accordance with the Water Quality Assessment (refer CRL-SYW-RME-000-RPT-0071). The quality of the water will be confirmed with pH measurements, using pH strips, and a visual assessment of turbidity using a grey scale derived from an accepted sample. Once excavation works through the basalt are complete the groundwater from the basalt will no longer be disturbed by construction works. It is proposed that flows from the basalt will be conveyed by a grated channel drain along the casson ring beam at the base of the basalt to a sump where they will be pumped to discharge. Water will be tested to ensure quality is suitable for direct discharge to the stormwater system (refer Water Quality Assessment). If quality is not suitable, treatment as described above will need to be maintained.

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3.5

Monitoring

As part of implementing the ESCP, the contractor will provide ongoing site monitoring to ensure that all proposed erosion and sediment control measures are installed correctly and continue to operate effectively and in the manner that was intended for the full duration of the works. All controls shall be inspected as a minimum fortnightly and following any heavy rain events to ensure devices continue to operate effectively. A maintenance and inspections regime shall be established in consultation with the AC representative and may require more regular inspections subject to the risk profile associated with each device. A log of inspections and maintenance to the control systems shall be recorded and kept onsite at all times. Additional monitoring may also be determined as required as a result of the water quality testing and monitoring carried out on site discharges. Testing and monitoring requirements in relation to water quality are provided within the Water Quality Assessment appended to the Nikau Street Stormwater Main Realignment Resource Consent Package.

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Mount Eden Road Shaft

4.1

Site Description

The temporary shaft at Mt Eden Road is the largest of the three shafts, so as to allow the launch of the tunnel boring machine (TBM) in two directions. The CSA is located at 26 Mount Eden Road, between Mt Eden Road and the North Auckland Line (NAL), and is approximately 1500m2 (refer Figure 2 and drawing CRL-MTE-UTI-000-DRG-1751).

PROPOSED PIPE JACK

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Figure 2 Mount Eden Road Shaft Construction Support Area

The CSA is occupied by existing buildings which will require demolition as part of the temporary works (which had already been scheduled as part of the CRL East Facing Connection works). An alternative site access for construction of the Mt Eden shaft and 28 Mt Eden Road will be established.

4.2

Site Levels and Catchment

The CSA is located on sloping ground which falls from approximately RL 75.5m at the northwest corner of the site towards the rail corridor and the southeast corner of the site at approximately RL 69.5m. The CSA has an upstream catchment of approximately 0.25ha (refer Figure 3). Approximately half of the surface runoff from this catchment is contained within the road corridor and conveyed to inlets at Mount Eden Road Bridge. The remaining upstream catchment is predominantly developed and discharges into the local stormwater network. Therefore, flows from this external catchment are not shown to enter the site and will continue to be excluded from the site during construction. Surface flows from the site and existing driveway at 26 Mount Eden Road drains to an existing catchpit within the existing carpark at 28 Mount Eden Road.

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Figure 3 Mount Eden Road Shaft overland flow paths and upstream catchment (retrieved from Auckland Council GIS 19/09/16)

4.3

Overland Flow Paths

Auckland Council GIS shows the location of the CSA does not conflict with any Overland Flow Path (OFP) from the upstream catchment (refer Figure 3).

4.4

Site Management

4.4.1

Establishment

Preparation of the site will involve the following activities: Temporary traffic management (refer CRL-SYW-RME-000-RPT-0077); Installation of temporary fences and hoardings along site boundary and designation of entry and exit locations; Protection of stormwater catchpits located at Mount Eden Road Bridge and within the 28 Mount Eden Road carpark; Install temporary sumps at local low point. Sumps to be pumped to existing inlets at Mount Eden Road Bridge as required; Demolition of apartments at 26 Mount Eden Road and commercial building at 28 Mount Eden Road (existing basement foundations and retaining walls to be retained); Location and protection of existing services; Establishment of barriers, bunds and diversion channels along the boundary of the site; Establishment of site amenities, offices and storage areas. 4.4.2

Access

Alternative access to 28 Mount Eden Road will be provided.

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4.4.3

Storage and Site Activities

Material removed from the site will predominantly consist of the following: Excavated material during formation of temporary battered slopes to the top of the shaft (~1800m3) Excavation of launch shaft (~1700m3) Excavation of pipeline tunnel (~1800m3) TBM operation results in the generation of a slurry, containing material excavated from the tunnel. A separation plant on site removes the excavated soil from a bentonite suspension (a mixture of water and thixotropic clay generated during TBM operation). The removed excavated material will be disposed offsite, while the cleaned suspension is transferred back to the TBM machine. It is expected the excavated material from the batters, shaft and TBM operation will be loaded directly into waiting trucks and disposed offsite. Provision for a small volume of spoil / fill has been allowed for within a stabilised area utilising super silt fences to prevent sediment transport. Any material stored on site will be covered during inclement weather to reduce sediment runoff and dust migration. Provision has also been made to allow for storage of pipe segments onsite which will be used as part of the tunnel boring operation. The following site activities are envisaged: Utilities protection/ relocation; Earthworks including controlled disturbed areas and cut/ fill volumes; Disposal of excavated spoil off-site; Construction / demolition waste is likely to be stored in skips and removed on a regular basis as required; Concrete trucks are likely to wash out into designated skips or similar for contaminant which will be removed and treated off-site; Hazardous construction materials (if any) are proposed to be stored in an isolated area designated for this purpose; Loading and unloading of construction materials from trucks; Storage for construction materials, such as steel reinforcing cages, pre-cast concrete elements, geotextiles, formwork (timber and steel), petrol (including diesel); Waste storage and collection; Separation of excavated material from slurry generated during TBM operation; Importation of clean fill material for backfilling; Construction of groundwater and stormwater collection, treatment measures and connections to the existing network. 4.4.4

Shaft Construction Methodology

The shaft construction at the Mount Eden Road site will generally follow the below sequencing: 1. Installation of the temporary and the permanent shaft piles along the top of the site adjacent to Mount Eden Road; 2. As the site is excavated down to the level of the shaft, the crib wall adjacent to the rail corridor will be removed and two rows of temporary strand anchors installed with a directional drill rig. 3. Installation of fencing between the railway and the site once the top of the shaft has been reached and the crib wall removed;

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4. Installation of the remaining piles for the shaft; 5. Excavation of the shaft and installation of supports as the appropriate levels are reached. Once the base level of the shaft is reached the base slab will be installed; 6. Install jacking frames in shaft and prepare for tunnel boring phase; 7. Launch TBM and carry out both drives to Water Street and Nikau Street shafts; 8. Construct the permanent works including a concrete box to link the new stormwater main and the installation of a riser and dropper. 4.4.5

Erosion and Sediment Control Measures

Please refer to drawing CRL-MTE-UTI-000-DRG-1751 which shows the following sediment and erosion controls which are proposed: Hoarding along the site boundary to be established on a small bund to prevent clean flows entering the site. Clean water to be conveyed to the existing catchpit within the 28 Mount Eden Road carpark (ECP3). Bunds shall be constructed to divert the 1% Annual Exceedance Probability (AEP); The entire CSA shall be formed as a stabilised surface. The contractor shall clear the entire CSA of all vegetation and other debris or material. The existing building basement carpark will be retained as a stabilised surface. Batters established on the site will be stabilised with mulch and grass seed; Construction access to the site will be via the relocated 28 Mount Eden Road carpark access. Due to the relatively steep grade this access will be stabilised with asphaltic concrete surfacing; An inlet (PCP1) is proposed at a local low point within the CSA at the base of the batters adjacent to the shaft. This inlet will capture surface runoff from the site. Captured water will be pumped as required and discharged into existing catchpits at Mount Eden Road Bridge (ECP1 and ECP2); Inlet protection will be installed at the existing catchpits adjacent to the site (ECP1, ECP2 and ECP3) and proposed inlet (PCP1). In the event inlet protection is insufficient surface runoff will be treated in a sediment basin or settlement tank; Groundwater and rainfall into the excavations will be collected by a localised sump within the shaft excavation where it will be pumped to a settlement tank for treatment. A settlement tank size of 3m3 is estimated based of the area of open excavation and predicted groundwater ingress (refer Section 3.4). Treated flows will be discharged into existing catchpits at Mount Eden Road Bridge (ECP1 and ECP2); Provision has been made for the temporary storage of spoil onsite. A super silt fence will be installed surrounding the storage area to prevent transport of sediment. Spoil will be covered as required to minimise sediment runoff and dust; The Contaminated Land Assessment has not shown any potential contamination at this CSA. However, in the event contaminated material is encountered this will be managed in accordance with the Contamination DWP. A headstock and locally raised ground around the shaft will act to exclude surface stormwater flows and divert them away from the shaft excavation; Batch dosing of stormwater flows may be required subject to water quality testing conducted on the final discharge. Testing shall be conducted in accordance with the Water Quality Assessment. Testing shall be conducted on site-won materials to allow benchmark testing of the effectiveness of the proposed flocculant and required dosage rate to improve the quality of the water prior to discharge to the stormwater network. 4.4.6

Reinstatement and Rehabilitation

Once the TBM operations are complete the contractor will be required to: Backfill shaft and install a permeant prop to support the permanent piles along Mount Eden Road; Permanent concrete struts shall be installed to replace the temporary anchors;

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Reinstatement of any suspended or protected services during construction; Remove temporary elements such as headstocks; Remove erosion and sediment controls. Works related to the CRL tunnels will occur through the Mount Eden Road CSA. As such, it is expected that the contractor will only be required to backfill to the lower level of the batters (top of the actual shaft) and leave the remainder of the site stabilised in its temporary works condition.

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Water Street Shaft

5.1

Site Description

The Water Street Shaft CSA is to be located at 14-22 Water Street, within a currently vacant site used as a carpark between the end of the Water Street and existing NAL lines (refer Figure 4 and drawing CRL-MTE-UTI-000-DRG-1651). The CSA is approximately 1500m2 and located within an existing car park.

5.2

Site Levels and Catchment

The existing surface is a predominantly level metalled surface. Approximately 25% of the site falls towards a local low point at the bottom of Water Street, approximately 1.5m lower than the CSA. The remainder of the site either falls towards the rail corridor or a minor depression within the site immediately to the east of the proposed shaft.

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EXISTING STORMWATER MAIN TO REMAIN IN PLACE

CSA

PROPOSED PIPE JACK

EXISTING STORMWATER MAIN TO BE ABANDONED

Figure 4 Water Street Shaft Construction Support Area

The CSA has an upstream catchment of approximately 1.1 ha (refer Figure 5). Runoff from the CSA site and upstream catchment are captured either by inlets along Mount Eden Road, Water Street or at the local low point at the bottom of Water Street adjacent to the site access. Flows are conveyed by 225mm dia. pipes before being discharged into the existing 1950mm dia. stormwater main (refer Figure 6).

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Figure 5 Water Street Shaft overland flow paths and upstream catchment (retrieved from Auckland Council GIS 19/09/16)

Figure 6 Water street local stormwater network connection to existing 1950mm dia. stormwater main

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5.3

Overland Flow Paths

Auckland Council GIS shows an OFP from the upstream catchment crossing the site. During an extreme event flows will pond at the bottom of Water Street as per the existing situation. Any flows which overtop this local low point will follow the flow path shown in Auckland Council GIS through the Water Street CSA before discharging into the rail corridor. Locally raised ground and a headstock will prevent flows from entering the shaft. Therefore no adverse impacts to adjacent properties are anticipated as a result of the location of the CSA.

5.4

Site Management

5.4.1

Establishment

Preparation of the site will involve the following activities: Installation of temporary fences along site boundary and designation of entry and exit locations; Establishment of barriers, bunds and diversion channels along the boundary of the site; Protection of stormwater catchpits at bottom of Water Street using filter cloth; Removal of existing shed and grassed berm located in the northern corner of the site adjacent to the car park access from Water Street; Minor re-profiling of surface away from local low point within the site; Location and protection of existing services; Install proposed inlet and connection to local stormwater network; Establishment of site amenities, offices and storage areas. 5.4.2

Access

Access to the site will primarily be from the bottom of Water Street. Alternative site access (for large vehicles) will be possible through the existing car park which connects to Normanby Road. 5.4.3

Storage and Site Activities

The majority of the material removed from the site will be limited to the excavated material from the shaft (excavated material from the proposed stormwater main tunnel will be removed via the Mount Eden Shaft). The volume of the material from the excavation is approximately 670m3. It is expected the excavated material will be loaded directly into waiting trucks and disposed offsite. Provision for a small volume of spoil / fill has been allowed for if required within a stabilised area utilising super silt fences to prevent sediment transport. Any material stored on site will be covered during inclement weather to reduce sediment runoff and dust migration. Provision has also been made to allow for additional storage of pipe segments at Water Street, in preparation for transport to Mount Eden Road CSA. The following site activities are envisaged: Utilities protection/ relocation; Installation of erosion and sediment controls; Earthworks including controlled disturbed areas and cut/ fill volumes; Disposal of excavated spoil off-site; Construction / demolition waste is likely to be stored in skips and removed on a regular basis as required. Concrete trucks are likely to wash out into designated skips or similar for contaminant which will be removed and treated off-site;

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Hazardous construction materials (if any) are proposed to be stored in an isolated area designated for this purpose; Loading and unloading of construction materials from trucks; Storage for construction materials, such as steel reinforcing cages, pre-cast concrete elements, geotextiles, formwork (timber and steel), petrol (including diesel); Waste storage and collection; Importation of clean fill material for backfilling; Construction of groundwater and stormwater collection, treatment measures and connections to the existing network. 5.4.4

Shaft Construction Methodology

Shaft construction at the Water Street CSA will generally follow the below sequencing: 1. Locate and protect existing stormwater main; 2. Install ground improvement/soft piles around stormwater main and mined section; 3. Installation of the secant pile wall; 4. Excavate shaft to the existing stormwater main invert level, installing walers as required; 5. Install canopy tubes and necessary strengthening to the mined tunnel portal within the shaft; 6. Break through secant pile wall and mine tunnel to expose existing stormwater main, installing ground support as mining progresses; 7. Break through secant pile wall and mine tunnel to expose existing stormwater main, installing ground support as mining progresses; 8. Recommence excavation of the shaft and installation of supports as the appropriate levels are reached. Once the base level of the shaft is reached the base slab will be installed. 9. Construct permanent concrete chamber, access stair and chute within the shaft and permanent lining for the connecting tunnel. 5.4.5

Erosion and Sediment Control Measures

Please refer to drawing CRL-MTE-UTI-000-DRG-1651 which shows the following sediment and erosion controls which are proposed: Hoardings along the northeast and northwest boundaries to be established on a bund to prevent clean flows entering the site. Clean water to be conveyed to either the existing overland flow path within the rail corridor, or the existing catchpits at the bottom of Water Street (ECP1 and ECP2). Bunds shall be constructed to divert the 1% Annual Exceedance Probability (AEP); The entire CSA shall be formed as a stabilised surface. The contractor shall clear the entire CSA of all vegetation and other debris or material and properly grade the area. Minimal disturbance to the existing metalled site surface is expected (with the exception of the shaft excavation). If any soil surfaces are exposed, these will be stabilised with a 200mm layer of GAP65; Water Street and Normanby Road site access points are located within stabilised areas; An inlet (PCP1) is proposed adjacent to the rail corridor to capture treated groundwater and surface runoff from within the site. Flows to be conveyed by a proposed gravity 225mm dia. uPVC SN16 pipe and discharged into the local stormwater network at an existing 1500mm dia. manhole (SW1/8A, refer Figure 6) within the CSA; Inlet protection will be installed at existing catchpits adjacent to the site entrance at the bottom of Water Street (ECP1 and ECP2) and proposed inlet (PCP1). In the event inlet protection is insufficient surface runoff will be treated in a settlement tank;

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A dirty water diversion channel will be installed within the site along the boundary and graded to convey flows towards either the proposed inlet (PCP1) within the site adjacent to the rail corridor or at existing catchpits adjacent to the site entrance at the bottom of Water Street (ECP1 and ECP2); Groundwater and rainfall into the excavations will be collected by a localised sump within the shaft excavation where it will be pumped to a settlement tank for treatment. A settlement tank size of 4.2m3 is estimated based of the area of open excavation and predicted groundwater ingress (refer Section 3.4). Treated flows will be discharged into the proposed inlet on site (PCP1) before discharging into the local stormwater network; Provision has been made for the temporary storage of spoil onsite. A super silt fence will be installed surrounding the storage area to prevent transport of sediment. Spoil will be covered as required to minimise sediment runoff and dust; Possible contamination of fill material at this CSA has been identified in the Contaminated Land Assessment. In accordance with the DWP excavated fill material will be placed directly on to trucks for immediate off-site disposal where practicable. Temporary onsite storage of contaminated material will be provided in a designated area. The designated area will incorporate an impermeable surface to provide isolation from the underlying soil (ie. PE / clay liner, or other suitable alternative), and be bunded and covered with impermeable material to minimise potential for migration of contaminants; A headstock and locally raised ground around the shaft will act to exclude surface stormwater flows and divert them away from the shaft excavation; Batch dosing of stormwater flows may be required subject to water quality testing conducted on the final discharge. Testing shall be conducted in accordance with the Water Quality Assessment (refer CRL-SYW-RME-000-RPT-0071). Testing shall be conducted on site-won materials to allow benchmark testing of the effectiveness of the proposed flocculant and required dosage rate to improve the quality of the water prior to discharge to the stormwater network. 5.4.6

Reinstatement and Rehabilitation

On completion of the shaft the the contractor will be required to undertake the following: Backfill shaft; Reinstatement of any suspended or protected services during construction; Remove temporary elements such as headstocks and struts above chamber; Remove erosion and sediment controls; Reinstate the Water Street CSA to allow for future use as a parking lot.

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

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Nikau Street Shaft

6.1

Site Description

The Nikau Street Shaft CSA is approximately 900m2 and to be located on the corner of Ruru and Nikau Streets (refer Figure 7). It is proposed to locate the temporary shaft within the Nikau Street footpath and 16-18 Ruru Street property. Demolition of the building at 16-18 Ruru Street (already planned as part of the west facing connection works) will allow this property to be used as a worksite and reduce disruption to the adjacent roads and properties.

PROPOSED PIPE JACK

Figure 7 Nikau Street Shaft Construction Support Area

6.2

Site Levels and Catchment

The site generally falls from the northwest corner of the site at approximately RL 68.4m towards the eastern corner at approximately RL 68.0m. The upstream catchment from the site is approximately 7.5 ha (refer Figure 8).. Surface flows within this catchment are captured by inlets and conveyed by the local stormwater network (refer Figure 8). Flows which reach the intersection of Ruru Street and Nikau Street are conveyed to a 225mm PE vertical dropper where they discharge into the existing 1950mm dia. stormwater main (refer Figure 9).

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Figure 8 Nikau Street Shaft overland flow paths and upstream catchment (retrieved from Auckland Council GIS 19/09/16)

Figure 9 Nikau Street local stormwater network connection into existing 1950mm dia. stormwater main

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6.3

Overland Flow Paths

Auckland Council GIS shows the location of the CSA conflicting with an OFP from the east (refer upstream catchment 1, Figure 8). However, based on site investigation and the location of existing buildings it appears the OFPs are contained within the road corridor along Shaddock Street and do not cross the site. Therefore it is not expected that the CSA will negatively impact this overland flow path. Surface flows from the properties bounded by Nikau Street, Flower Street and Shaddock street are shown to flow across the proposed CSA (refer catchment 2, Figure 8). However, a significant local depression is located within the carpark at 36 Nikau Street. It is expected that during significant storm events flows pond against an approximately 1.5m high existing retaining wall along the north-eastern boundary of the proposed CSA site and discharge into an inlet located within the carpark. Therefore no adverse impacts to adjacent properties are anticipated as a result of the proposed CSA (refer Figure 10 and Figure 11).

Figure 10

Location of localised depression adjacent to CSA

Figure 11

View south from Ruru Street of 36 Ruru Street of localised depression.

OFPs from the north (refer upstream catchment 3, Figure 8) are shown predominantly within the Nikau Street road corridor and will be directed around the site using waterproof hoardings on 300mm high bunds. During typical rain events flows will be redirected to an existing catchpit (ECP1, refer CRLMTE-UTI-000-DRG-1851) where they will connect to the existing 1950mm stormwater main as per the existing situation. During more significant events flows will be excluded from the site to prevent flooding of the site. The general intent of existing overland flow paths will be maintained, with any localised diversion being contained within the road reserve, less than 10m in length and connecting to the same overland flow path immediately downstream of the subject site. Therefore no adverse impacts to adjacent properties are anticipated as a result of this localised diversion.

6.4

Site Management

6.4.1

Establishment

Preparation of the site will involve the following activities: Temporary traffic management (refer CRL-SYW-RME-000-RPT-0077); Installation of temporary fences along site boundary and designation of entry and exit locations; Protection of stormwater catchpits adjacent at the intersection of Ruru Street and Nikau Street and within the carpark of 36 Nikau Street; Demolition of the existing building on the site, existing foundations to be retained;

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Location and protection of existing services; Establishment of barriers, bunds and diversion channels along the boundary of the site Install a proposed sump at the local low point in the eastern corner of the site and pump collected surface runoff to treatment plant (if required, refer Section 3.4) or proposed inlet in the northwest corner of the site as required (as part of these works it will be required to extend the kerb adjacent to the site at the corner of Nikau and Ruru Streets and locally grade ground towards the proposed catchpit PCP2); Establishment of site amenities, offices, water treatment plant and storage areas. 6.4.2

Access

Construction vehicles will enter the site along the western boundary of the site adjacent to the proposed shaft and exit from the southern end of this boundary. 6.4.3

Storage and Site Activities

The majority of the material removed from the site will be limited to the excavated material from the shaft (excavated material from the proposed stormwater main tunnel will be removed via the Mount Eden Shaft). The volume of the material from the excavation is approximately 800m3. It is expected the excavated material will be loaded directly into waiting trucks and disposed offsite. Provision for a small volume of spoil / fill has been allowed for if required within a stabilised area utilising super silt fences to prevent sediment transport. Any material stored on site will be covered during inclement weather to reduce sediment runoff and dust migration. The following site activities are envisaged: Utilities protection/ relocation; Earthworks including controlled disturbed areas and cut/ fill volumes; Rockbreaking of basalt below ground; Disposal of excavated spoil off-site; Construction / demolition waste is likely to be stored in skips and removed on a regular basis as required; Concrete trucks are likely to wash out into designated skips or similar for contaminant which will be removed and treated off-site; Hazardous construction materials (if any) are proposed to be stored in an isolated area designated for this purpose; Loading and unloading of construction materials from trucks; Storage for construction materials, such as steel reinforcing cages, pre-cast concrete elements, geotextiles, formwork (timber and steel), petrol (including diesel); Waste storage and collection; Importation of clean fill material for backfilling; Construction of groundwater and stormwater collection, treatment measures and connections to the existing network. 6.4.4

Shaft Construction Methodology

The shaft construction at the Nikau Street site will generally follow the below sequencing: 1. Locate and protect Huia no.2 water supply main; 2. Excavate down to basalt level and install fill retention gravity walls; 3. Break up and excavate basalt layer; 4. Pump groundwater ingress from excavation to water treatment plant;

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5. Install ground support rock bolts as required to stabilise basalt; 6. Install reinforced concrete ring beam to support jacks. Excavate down and push caisson down as excavation progresses to rock level; 7. Install channel drain along ring beam to convey groundwater flows from basalt to sump, where they are to be pumped to the on-site water treatment plant; 8. Excavate remaining section of shaft below rock level installing ground support rock bolts and shotcrete as required; 9. Install base slab; 10. Carry out any strengthening to shaft wall for TBM reception; 11. Receive the TBM driven from the Mount Eden Shaft and remove from shaft; 12. Install canopy tubes for mined tunnel connection; 13. Mine tunnel from base of shaft to existing pipe/shaft installing ground support ground support as mining progresses; 14. Construct permanent concrete chamber at base of shaft to connect the mined pipe to the driven pipe including a riser and dropper. 6.4.5 Erosion and Sediment Control Measures Please refer to drawing CRL-MTE-UTI-000-DRG-1851 which shows the following sediment and erosion controls which are proposed: Hoardings along the site boundary to be established on a bund to prevent clean flows entering the site. A break in the hoarding will be provided at the bottom of Nikau Street to allow diverted clean water to discharge into the existing catchpit located adjacent to the proposed shaft (ECP1). Bunds shall be constructed to divert the 1% Annual Exceedance Probability (AEP); The entire CSA shall be formed as a stabilised surface. The contractor shall clear the entire CSA of all vegetation and other debris or material and properly grade the area. The existing building platform will be retained as a stabilised surface. If any soil surfaces are exposed, these will be stabilised with a 200mm layer of GAP65 Site access points along Ruru Street are located within stabilised areas; A sump (PCP1) with inlet protection is proposed in a local low point in the eastern corner of the site to capture surface runoff from within the site. Flows to be pumped and discharged into the local stormwater network at the proposed catchpit located adjacent to the Nikau and Ruru Street intersection (PCP2); Inlet protection to be installed at existing catchpits adjacent at the intersection of Ruru Street and Nikau Street and within the carpark of 36 Nikau Street. In the event inlet protection is insufficient surface runoff will be treated in a sediment basin or settlement tan; A dirty water diversion channel will be installed within the site along the boundary and graded to convey flows towards either the proposed sump (PCP1) at the low point within the site; Groundwater and rainfall into the excavations will be collected by a localised sump within the shaft excavation where it will be pumped to the treatment plant (refer Section 3.4). Treated flows will be discharged into the proposed catchpit located adjacent to the Nikau and Ruru Street intersection (PCP2); Provision has been made for the temporary storage of spoil onsite. A super silt fence will be installed surrounding the storage area to prevent transport of sediment. Spoil will be covered as required to minimise sediment runoff and dust; Possible contamination of fill material at this CSA has been identified in the Contaminated Land Assessment. In accordance with the DWP excavated fill material will be placed directly on to trucks

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for immediate off-site disposal where practicable. Temporary onsite storage of contaminated material will be provided in a designated area. The designated area will incorporate an impermeable surface to provide isolation from the underlying soil (ie. existing concrete slab, PE / clay liner, or other suitable alternative), and be appropriately bunded and covered impermeable material to minimise potential for migration of contaminants; Gravity walls and locally raised ground around the shaft will act to exclude surface stormwater flows and divert them away from the shaft excavation; Batch dosing of stormwater flows may be required subject to water quality testing conducted on the final discharge. Testing shall be conducted in accordance with the Water Quality Assessment (refer CRL-SYW-RME-000-RPT-0071). Testing shall be conducted on site-won materials to allow bench testing of the effectiveness of the proposed flocculant and required dosage rate to improve the quality of the water prior to discharge to the stormwater network. 6.4.6 Reinstatement and Rehabilitation On completion of the chamber the the contractor will be required to undertake the following: Backfill shaft; Reinstatement of any suspended or protected services during construction; Remove temporary elements such as struts and gravity walls; Removal erosion and sediment controls; Reinstate the Nikau Street CSA to allow for future use as a parking lot.

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7 7.1

Upstream Treatment General

It has been proposed that gross pollutant traps (GPTs) will be installed to capture sediment before it can reach the proposed diversion. The works will involve replacement of 3 existing manholes, one 1050mm and a 2300mm dia. on Boston Road and an additional 2300mm dia. at the bottom of Normanby Road. It is anticipated that the works associated with the replacement of these three manholes will be relatively minor, requiring approximately 7-8 weeks duration and a works area of up to 400m2 (refer to the Detailed Design Report and drawing CRL-MTE-UTI-000-DRG-1941).

7.2

GPT Construction Methodology

The GPT installation at Boston Road and Normanby Road sites will generally follow the below sequencing: Establish temporary traffic management; Set up and preparation of the site. To include establishment of erosion and sediment controls (refer Section 7.3), temporary noise barriers around the sites; Sawcut existing concrete pavement, expose and protect services; Install Soldier Piles; Excavation including timber lagging; Removal of existing manholes, install new manholes, seal connections; Backfill and reinstate pavement. It is anticipated that the total construction timeframe would be 7-8 weeks, with the duration of open excavations being limited to approximately to approximately 3-4 weeks.

7.3

Erosion and Sediment Control Measures

Erosion and sediment control principles will be in accordance with those described in Section 3.2 with the following measures being utilised: Diverting road run-off and protecting stormwater system using filter cloth across inlets or alternative inlet protection; Treating groundwater by pumping to a settlement tank (or similar) prior to discharge to the existing stormwater network; Ensuring work areas are stabilised, minimising open excavations and capture of rainwater from open excavations; Isolation of the work areas from the surrounding environment to ensure clean water is diverted away from works areas and that all construction related run off from works area is collected and treated prior to discharge; Excavated spoil, engineering fill and drainage materials will be removed immediately (not stored on site) and disposed of at an approved facility; In the event any hazardous construction materials or soil are encountered these will be stored in an isolated area designated for this purpose and managed in accordance with the Contamination Delivery Work Plan On completion of GPT installation the the contractor will be required to reinstate the surfaces in accordance with Auckland Transport Code of Practice.

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30 File ESCP Rev 5.docx Project 239933 | 10 August 2017 | Revision 5.0

Conclusion

As part of the Nikau Street Stormwater Main Realignment the demolition of two buildings, excavation of three shafts and a range of ancillary construction works are necessary. These works will require specific erosion and sediment control measures to be implemented by conditions of the consent in order to mitigate the environmental effects of the construction works. This ESCP provides a framework for identifying and implementing erosion and sediment yields during temporary works. A design philosophy and number of design principles have been provided along with specific control methodologies for each of the Construction Support Areas and GPT associated work areas. The proposed sediment and erosion controls have been developed in such a way that they align with the proposed construction methodology. All controls shall be fully established for each CSA or GPT works area before any physical works are undertaken and monitored in accordance with the Auckland Council TP90 (1999). Requirements associated with making any amendments to this ESCP shall be defined in the CEMP which will be submitted as part of the Project resource consent. Based on the proposed sediment and erosion controls detailed within this report, the effects of the Nikau Street Stormwater Main Realignment temporary works are able to be managed in accordance with the statutory regulations and best management practices to the extent that effects will be less than minor.

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

31 File ESCP Rev 5.docx Project 239933 | 10 August 2017 | Revision 5.0

Appendices

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

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Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

Appendix A Glossary of Abbreviations

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

The following abbreviations have been used throughout this City Rail Link Erosion and Sediment Control Management Plan and are listed below for reference. Abbreviation

Description

AEE

Assessment of Environmental Effects

Auckland Transport

CRL

City Rail Link

DCR

Design and Construction Report

NAL

North Auckland Line

RMA

Resource Management Act 1991

TP90

Auckland Council Technical Publication No. 90 â€“ Erosion and Sediment Control

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

Appendix B Glossary of Terminology

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

The following terminology has been used throughout this City Rail Link Erosion and Sediment Control Management Plan and are listed below for reference. Term

Description

Alignment

Groundwater

The horizontal position and vertical grade of a railway track, described by horizontal straights and curved track of constant and varying vertical grades, transitions and vertical curves. An imaginary line used to measure distance from a specified starting point. A chemical which causes suspended particles in a liquid to aggregate which then increases settlement. Water located in pore spaces within the soil mass.

Hoarding

Temporary fencing enclosing a construction site

North Auckland Line

Spoil

An existing railway line which runs from Newmarket through to Swanson and beyond. A slender structural element that is driven or bored into the soil to provide vertical or lateral support. A structural steel section embedded in a freshly poured concrete pile. Excavated material.

Sump

Chamber for storage of drainage water prior to pumping away.

Technical Standards

Formal and precise specifications that establish engineering criteria and practices.

Chainage Flocculant

Pile Plunge Column

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

Appendix C Drawings

Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

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Aurecon | Mott MacDonald | Jasmax | Grimshaw I ARUP

105

60.0 SW

103

65.0

FUTURE CRL ALIGNMENT 11 FUTURE RETAINING WALL PROPOSED9 PIPE JACK EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING STORMWATER MAIN TO BE ABANDONED/DECOMMISIONED CONSTRUCTION SUPPORT AREA

EXISTING NAL

AREA OF WORKS OUTSIDE DESIGNATION (DISTRICT CONSENTS) EXISTING NAL LINE EXISTING KERB AND CHANNEL PROPOSED STORMWATER EXISTING STORMWATER DESIGNATION APPROXIMATE EXTENT OF BASALT (REFER TO GIR REPORT)

2-106

1-59

KEY PLAN

REFER DRAWINGS 1000-1011 FOR GENERAL PROJECT AND CONSTRUCTION NOTES. REFER DRAWING 1007 FOR SURVEY CONTROL INFORMATION. GEOTECHNICAL INFORMATION SHOWN ON THIS PLAN IS A REPRESENTATION FOR INFORMATION PURPOSES ONLY AND IS SUBJECT TO UNCERTAINTY. THIS REPRESENTATION IS BASED ON AN EVALUATION AND INTERPRETATION OF GEOTECHNICAL DATA OBTAINED FROM SUBSURFACE INVESTIGATIONS. THE GEOTECHNICAL BASELINE REPORT (CRL-MTE-GEO-000-RPT-0001) SHALL BE REFERRED TO FOR ANY AND ALL GEOTECHNICAL INFORMATION AND SUPERSEDES ANY INFORMATION SHOWN ON THIS PLAN.

2. 3.

LEGEND

NOTES

NAL DOWN MAIN (MC10) NAL UP MAIN (MC40)

101

EXISTING MOUNT EDEN BRIDGE

SW SW

SW SW SW

SW SW

429.0

SW SW SW

SW SW

SWS SW SW

SW SW

DESIGNED

DATE

PRELIMINARY NOT FOR CONSTRUCTION

CITY RAIL LINK

PROJECT

CONTRACT 6 GENERAL ARRANGEMENT PLAN

APPROVED

B.LI

DRAWN

SW SW SW

SW SW SW SW

400

SW SW

Auckland

300

SW 200

416.8 419.5 420.0

SW 8/08/2017 2:18:31 p.m.

400.0

200.0

220.0

SW SW

380.0

280. 0

320.0

340.0

360.0

260.0

289.

180.0

SW 100

SIZE

1:500

SCALE

TITLE

R.DONNELLY CHECKED

G.DANIEL

M.FLANNERY 60

CRL DOWN MAIN (MC20)

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL G.DANIEL G.DANIEL G.DANIEL

REVISION DETAILS 20% DRAFT FOR AT REVIEW DRAFT FOR AT TO REVIEW FOR CONSENT DRAFT FOR AT REVIEW FOR CONSENT/TENDER FOR CONSENT/TENDER FOR CONSENT/TENDER

SCALE 1:500

20m

DATE 19.08.16 23.09.16 07.10.16 22.11.16 02.03.17 22.06.17 08.08.17

REV 1.0 2.0 3.0 4.0 5.0 6.0 7.0

CLIENT

4 57

65 SW

10 SW

28/10 5-7

SW SW

14-20 8

67-69

22-26

8 SW

2 4

71 10

31/10

1/10-31/10

WATER STREET RECEPTION SHAFT

16-18

36-38

20mm

SW SW

300.

5-7

ORIGINAL SIZE

65.0

83 11

158.2 160.0

SW SW SW

13 .0 0.0

SW SW

0.0 4SW

20 .0

27-29

16-18

MT EDEN ROAD TO WATER STREET DRIVE

R 450m

28-36

.0 60

PROPOSED NEW MOUNT EDEN BRIDGE (TO BE COMPLETED AS PART OF CRL WORKS)

SSWW

.0 80 45

0.0 NAL UP MAIN (MC60)

R pw:\\DESIGNSHARE.AU.AURECON.INFO:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1101.dwg

CRL UP MAIN (MC30) SW

MT EDEN ROAD TO NIKAU STREET DRIVE

0.0

25-27

240.0

NAL DOWN MAIN (MC50)

R 450m

NIKAU STREET RECEPTION SHAFT

. 140

PROPOSED MT EDEN STATION

SW SW

MT EDEN ROAD LAUNCH SHAFT

500

DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1101

7.0

700

800

SITE BOUNDARY SITE HOARDING ON HARDFILL OR ASPHALT

SEDIMENT AND EROSION CONTROL NOTES 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENVIRONMENTAL MANAGEMENT FOR THE DURATION OF THE PROJECT. THIS SHALL INCLUDE FOR MANAGEMENT OF EARTHWORKS METHODS, SITE RUNOFF AND DISCHARGES, EROSION AND SEDIMENT, WIND-BLOWN DUST, NOISE, AND PROTECTION OF ARCHAEOLOGICAL TREASURES AND FLORA AND FAUNA AS APPROPRIATE. 2. NO WORK SHALL COMMENCE UNTIL THE CONTRACTOR, VIA A SUITABLY EXPERIENCED PERSON, HAS SUBMITTED TO THE ENGINEER, AN ENVIRONMENTAL MANAGEMENT PLAN OR SERIES OF PLANS COVERING OVERALL ENVIRONMENTAL MANAGEMENT AND GAINED APPROVAL FOR THE PROPOSED WORKS. WHERE APPLICABLE THE PLANS SHALL ALSO BE SUBJECT TO THE APPROVAL OF AUCKLAND COUNCIL. 3. SITE ACCESSES ONTO PUBLIC ROADS SHALL BE ESTABLISHED TO THE REQUIREMENTS OF AUCKLAND TRANSPORT AND ACCESS TO AND FROM THE SITE SHALL BE SOLELY VIA THE APPROVED ACCESS POINT.

EXISTING SURFACE 1O

300

CLEAN WATER DIVERSION

DIRTY WATER DIVERSION

SECTION 1:25

4. WASHDOWN FACILITIES AND A ROAD CLEANING REGIME SHALL BE IN PLACE PRIOR TO COMMENCEMENT OF WORKS AND MAINTAINED FOR THE DURATION OF THE WORKS. ALL VEHICLES LEAVING THE SITE SHALL BE WASHED. EXTERNAL ROADS SHALL BE KEPT CLEAN OF DUST AND DEBRIS. 5. SEDIMENT AND EROSION MANAGEMENT DEVICES SHALL BE IN PLACE PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACTIVITIES AND SHALL BE MAINTAINED THROUGHOUT AND BEYOND THE CONSTRUCTION WORKS UNTIL ADEQUATE SOIL GRASSING AND/OR STABILISATION HAS BEEN ESTABLISHED. 6. SEDIMENT AND EROSION CONTROL FACILITIES SHALL INCORPORATE FENCING AND OTHER MEASURES NECESSARY TO MAINTAIN WORKER AND PUBLIC SAFETY AT ALL TIMES. 7. IF SEDIMENT AND EROSION CONTROL FACILITIES ARE FOUND TO BE DEFICIENT OR OTHERWISE NOT CONSISTENTLY ACHIEVING DESIRED OUTCOMES THE CONTRACTOR SHALL TAKE IMMEDIATE ACTION TO CORRECT THE PROBLEMS WHICH MAY INCLUDE MODIFICATIONS TO OR REPLACEMENT OF ORIGINAL FACILITIES. ALL MODIFICATIONS OR CHANGES TO THE SYSTEMS SHALL BE BASED ON DESIGN BY A SUITABLY QUALIFIED PERSON ENGAGED BY THE CONTRACTOR AND EXCEPT FOR URGENT WORKS, SHALL BE PROVIDED TO THE ENGINEER FOR CONSIDERATION PRIOR TO THEIR IMPLEMENTATION. 8. AT ALL TIMES RUNOFF FROM UNDISTURBED AREAS SHALL BE DIVERTED AROUND AREAS BEING DISTURBED AND AREAS BEING DISTURBED AT ANY TIME SHALL BE MINIMISED. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REGULARLY INSPECTING EROSION AND SEDIMENT CONTROL FACILITIES AND RECORDING THE INSPECTIONS AND CONDITION. AS A MINIMUM ALL DEVICES SHALL BE INSPECTED WEEKLY AND AFTER SIGNIFICANT RAIN EVENTS. SEDIMENT PONDS, FENCES AND THE LIKE SHALL BE CLEANED WHEN CAPACITY IS REDUCED BY 25% OR IF INSTRUCTED BY THE ENGINEER OR AUCKLAND COUNCIL. 10. SEDIMENT AND EROSION CONTROL DEVICES SHALL BE REMOVED FROM SITE AND THE AREAS OCCUPIED BY THEM, TIDIED TO A STABILISED PRE-EXISTING OR DESIGN CONTOUR WHEN IT IS ACCEPTED BY THE ENGINEER THAT THE AREAS OF DISTURBANCE HAVE ACHIEVED ACCEPTABLE STABILISATION.

pw:\\designshare.au.aurecon.info:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1511.dwg

300

1651, 1751 & 1851

300mm

AGGREGATE

COURSE GEOTEXTILE

RUNOFF WATER

SEDIMENT BUILD UP

CESSPIT GRATE

CROSS SECTION

SUPER SILT FENCE DETAIL (REFER TO TP90 PART B SECTION 2.3) NOT TO SCALE

CATCHPIT PROTECTION DETAIL (REFER TO TP90 PART B SECTION 2.5)

1/03/2017 11:18:08 AM

Auckland

NOT TO SCALE

CLIENT 250

500

1000mm

SCALE 1:25

REV 1.0 2.0 3.0 4.0

DATE 23.09.16 07.10.16 22.11.16 02.03.17

REVISION DETAILS DRAFT FOR AT TO REVIEW FOR CONSENT DRAFT FOR AT REVIEW FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL

SCALE

SIZE

AS SHOWN

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION .

DESIGNED

G.DANIEL

S.CURRY

G.DANIEL

M.FLANNERY 20mm ORIGINAL SIZE

100

200

300

400

CONTRACT 6 EROSION AND SEDIMENT CONTROL DETAILS PLAN

APPROVED

B.LI

CHECKED

AUCKLAND CITY RAIL LINK

PROJECT

500

DATE

TITLE

02.03.17 DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1511

4.0

700

800

TEMPORARY WORK AREAS

WORKING ZONE

AREA (m2)

WORKING ZONE

AREA (m2)

PROPOSED CONSTRUCTION SUPPORT AREA

1477.497

CONTRACTOR PARKING SPOIL STORAGE PIT OFFICE/AMENITIES SETTLEMENT TANKS STORAGE CONTAINER EXCAVATORS (EACH) PIPE STORAGE

110 100 20 15 20 15 120

7.01m

49.05m

pw:\\DESIGNSHARE.AU.AURECON.INFO:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1601.dwg

21.12m

m .18

.8 45

LEGEND

Auckland

2.9

PROPOSED CRL ALIGNMENT PROPOSED PIPE JACK EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING STORMWATER MAIN TO BE ABANDONED WORKS OUTSIDE THE CRL DESIGNATION

m .55 10

8/08/2017 2:18:43 p.m.

CLIENT

REV 1.0 2.0 3.0 4.0

SCALE 1:100

DATE 19.08.16 22.11.16 03.03.17 08.08.17

REVISION DETAILS 20% DRAFT FOR AT REVIEW DRAFT FOR AT REVIEW FOR CONSENT/TENDER FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL

SCALE

SIZE

1:100

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION

CITY RAIL LINK

PROJECT

CONTRACT 6 WATER STREET SHAFT TEMPORARY WORKS LAYDOWN AREA

APPROVED

B.LI

DESIGNED

DATE

TITLE

J.LOKES CHECKED

G.DANIEL

M.FLANNERY 0

20mm ORIGINAL SIZE

100

200

300

400

500

PROPOSED CONSTRUCTION SUPPORT AREA SITE BARRIER WITH HOARDING ON BUND EXISTING STORMWATER NOR BOUNDARY KIWIRAIL BOUNDARY EXISTING NAL LINE EXISTING KERB AND CHANNEL APPROXIMATE EXTENT OF BASALT (REFER TO GIR REPORT)

DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1601

4.0

700

800

11m TRUCK EGRESS

pw:\\DESIGNSHARE.AU.AURECON.INFO:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1611.dwg

11m TRUCK ENTRY

LEGEND PROPOSED PIPE JACK EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING STORMWATER MAIN TO BE ABANDONED WORKS OUTSIDE THE CRL DESIGNATION

Auckland

NOR BOUNDARY KIWIRAIL DESIGNATION SITE BARRIER WITH HOARDING CLEARANCE OFF LIVE TRACK (4m OFF CL/4.15m OFF MAST) EXISTING NAL LINE EXISTING OHLE PROPOSED TEMPORARY CONSTRUCTION ZONE PROPOSED ACCESS TO WATER ST FROM WILSONS CARPARK

8/08/2017 2:23:42 p.m.

SEMI-TRAILER ENTRY AND EGRESS VIA CARPARK TO NORMANBY ROAD. AS REQUIRED FOR DELIVERY OF LARGE PLANT/TBM

18m SEMI-TRAILER ENTRY AND EGRESS CLIENT 2.5

REV 1.0 2.0 3.0 4.0

10m

SCALE 1:250

DATE 06.10.16 22.11.16 03.03.17 08.08.17

REVISION DETAILS DRAFT FOR AT REVIEW DRAFT FOR AT REVIEW FOR CONSENT/TENDER FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL

SCALE

SIZE

1:250

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION

CITY RAIL LINK

PROJECT

CONTRACT 6 WATER STREET SHAFT TEMPORARY WORKS SITE LAYOUT AND TTM

APPROVED

B.LI

DESIGNED

DATE

TITLE

J.LOKES CHECKED

G.DANIEL

M.FLANNERY 0

20mm ORIGINAL SIZE

100

200

300

400

500

DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1611

4.0

700

800

pw:\\DESIGNSHARE.AU.AURECON.INFO:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1651.dwg

LEGEND PROPOSED PIPE JACK EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING STORMWATER MAIN TO BE ABANDONED WORKS OUTSIDE THE CRL DESIGNATION

8/08/2017 2:19:18 p.m.

Auckland

NOTES 1. CLIENT 2

REV 1.0 2.0 3.0 4.0 5.0

SCALE 1:200

DATE 23.09.16 07.10.16 22.11.16 03.03.17 08.08.17

REVISION DETAILS DRAFT FOR AT TO REVIEW FOR CONSENT DRAFT FOR AT REVIEW FOR CONSENT/TENDER FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL G.DANIEL

SCALE

SIZE

1:200

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION .

DESIGNED

ORIGINAL SIZE

100

200

300

400

CONTRACT 6 WATER STREET SHAFT EROSION AND SEDIMENT CONTROL PLAN

TITLE

S.CURRY G.DANIEL

M.FLANNERY 20mm

DATE

500

CITY RAIL LINK

PROJECT

APPROVED

B.LI

CHECKED

REFER PLAN CRL-MTE-UTI-000-DRG-1511 FOR NOTES AND DETAILS.

NOR BOUNDARY KIWIRAIL BOUNDARY SITE BARRIER WITH HOARDING ON BUND EXISTING OVERLAND FLOW PATH DIRTY WATER DIVERSION CLEAN WATER DIVERSION PROPOSED TEMPORARY 225mm DIA. STORMWATER PIPE EXISTING STORMWATER EXISTING KERB AND CHANNEL DISCHARGE POINT FOR FLOWS FROM SITE SUPER SILT FENCE SITE ACCESS PIPE FOR TEMPORARY PUMPING EXISTING FENCE TO REMAIN EXISTING CATCHPIT PROPOSED CATCHPIT PROPOSED CONSTRUCTION SUPPORT AREA EXISTING CONTOURS (0.1m INTERVAL)

DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1651

5.0

700

800

10440

SW SW SW SW

SW SW

0 1038

SW SW

SW SW SW

SW SW

10440

10390

1038

SW SW SW

SW SW

70 103

103

RANE

EC MOBIL

SW SW

SW 540

550

600

560

570

580 590

SW SW 610

SW SW

530

SW SW 10

320

340

SW 650

350

290

0 32 10

2 8.3 IL.6

24000

SW SW

270

DC Y ROA ORAR TEMP KS AREAS OR TO W

660

MC60

360

CTION ONNE

280

OFFICE / AMENITIES

330

640

STORAGE CONTAINER

310

SKIP

1.5MVa TRANSFORMER AND SWITCH

0 33

MC50

630

0 32

18500

FUTURE CRL MT EDEN ROAD BRIDGE

620

40 103

50 103

0 33 10

CONTROL UNIT

370

0 31

1 7.9 IL.6

10430

1722

103

A 1721

10420

0 1037

10410

EXISTING CRIB WALL TO BE MAINTAINED

MT EDEN ROAD EXISTING BRIDGE

103

EXISTING CRIB WALL TO BE DE-CONSTRUCTED DURING EXCAVATION

103

SW US

10430

10420

10410

10390

SW SW

380

670

SLURRY ON SEPARATI PLANT

pw:\\DESIGNSHARE.AU.AURECON.INFO:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1701.dwg

SW 10 29 0

SW 0

EXISTING BUILDING TO BE DEMOLISHED PRIOR TO SHAFT CONSTRUCTION COMMENCING

LEGEND

EN RO AD

MT ED

10 29

OFFICE / AMENITIES

8T TOR VA

390

7.8 .6 IL

CAR PARKING

OFFICE / AMENITIES

0 41

DSIL .70. 41

SW.71.05

USIL

10 28 0

PROPOSED CRL ALIGNMENT PROPOSED PIPE JACK WORKS OUTSIDE THE CRL DESIGNATION PROPOSED CONSTRUCTION SUPPORT AREA SITE BARRIER WITH HOARDING ON BUND EXISTING STORMWATER KIWIRAIL BOUNDARY EXISTING NAL LINE EXISTING KERB AND CHANNEL APPROXIMATE EXTENT OF BASALT (REFER TO GIR REPORT)

SKIP

TEMPORARY WORK AREAS

3.0

OFFICE / AMENITIES

SIL .71 U .2S8 IL.7

DSIL.67.89

USIL.70.32

WORKING ZONE SITE AREA MOBILE CRANE SPOIL STORAGE PIT OFFICE/AMENITIES (EACH) SLURRY SEPARATION PLANT SETTLEMENT TANKS STORAGE CONTAINER EXCAVATOR PIPE STORAGE SKIP 1.5MVa TRANSFORMER AND SWITCH CONTROL UNIT

SW D

STORAGE CONTAINER

SW4

0 42

STORAGE CONTAINER D SIL

7.8

35 .73.9 .73.1 USIL DSIL

Auckland

75 DSIL.

8/08/2017 2:19:27 p.m.

SKIP

FOR DETAILS IN THIES ARES REFER TO DRAWING CRL-MTE-UTI-000-DRG-1651

AREA (m2) 4000 100 135 20 20 15 20 20 160 10 20 15

11 5-7

CLIENT

REV 1.0 2.0 3.0 4.0

SCALE 1:200

DATE 19.08.16 22.11.16 03.03.17 08.08.17

REVISION DETAILS 20% DRAFT FOR AT REVIEW DRAFT FOR AT REVIEW FOR CONSENT/TENDER FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL

SCALE

SIZE

1:100

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION

CITY RAIL LINK

PROJECT

APPROVED

B.LI

DESIGNED

DATE

CONTRACT 6 MT EDEN ROAD SHAFT TEMPORARY WORKS LAYDOWN AREA

TITLE

J.LOKES CHECKED

G.DANIEL

M.FLANNERY 0

20mm ORIGINAL SIZE

100

200

300

400

500

DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1701

4.0

700

800

MT EDEN ROAD EXISTING BRIDGE

EXISTING OHLE MAST TO BE RELOCATED

MOBILE CRANE

N TO ECTIO CONN

STORAGE CONTAINER

SITES WORK

OFFICE/AMENITIES

TES

ORK SI

ROAD RARY

CONN

N TO W ECTIO

SITE BARRIER WITH HOARDING

ALLOWANCE FOR TEMPORARY VEHICLE ACCESS TO BE CONSTRUCTED WITHIN EXISTING BASEMENT OFFICE/ AMENITIES

IL S

SPO

ALLOWANCE FOR TEMPORARY VEHICLE ACCESS TO BE CONSTRUCTED WITHIN EXISTING BASEMENT

11m TRUCK ENTRY

TEMPORARY FOOTHPATH/SHOULDER CLOSURE DURING DEMOLITION AND AS REQUIRED FOR DELIVERY OF LARGE PLANT/TBM

SITE BARRIER WITH HOARDING

AG TOR

OFFICE/ AMENITIES

SPO

IT EP AG TO R IL S

TEMPORARY FOOTHPATH/SHOULDER CLOSURE DURING DEMOLITION AND AS REQUIRED FOR DELIVERY OF LARGE PLANT/TBM

SLURRY TION SEPARA PLANT

TEMPO

SLURRY TION SEPARA PLANT

ROAD RARY TEMPO

OFFICE/AMENITIES

SKIP 26

1.5MVa TRANSFORMER AND SWITCH

STORAGE CONTAINER

SETTLEMENT TANKS

SKIP 26

CONTROL UNIT

1.5MVa TRANSFORMER AND SWITCH

CONTROL UNIT

11m TRUCK EGRESS

MT EDEN ROAD EXISTING BRIDGE

pw:\\DESIGNSHARE.AU.AURECON.INFO:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1711.dwg

EXISTING OHLE MAST TO BE RELOCATED

CONTROL UNIT

STORAGE CONTAINER

N ECTIO CONN

IL SPO

STO

WORKS OUTSIDE THE CRL DESIGNATION NOR BOUNDARY KIWIRAIL DESIGNATION SITE BARRIER WITH HOARDING CLEARANCE OFF LIVE TRACK (4m OFF CL/4.15m OFF MAST) EXISTING NAL LINE EXISTING OHLE PROPOSED TEMPORARY CONSTRUCTION ZONE PROPOSED TEMPORARY TRAFFIC LANE OR VEHICLE ACCESS PROPOSED TEMPORARY LANE CLOSURE AS REQUIRED

S RK SITE TO WO

SLURRY TION SEPARA PLANT

Auckland

ROAD RARY

OFFICE/AMENITIES

PROPOSED PIPE JACK EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING STORMWATER MAIN TO BE ABANDONED

1.5MVa TRANSFORMER AND SWITCH

SKIP

SETTLEMENT TANKS

LEGEND

8/08/2017 2:39:51 p.m.

IT EP RAG

TEMPORARY FOOTHPATH/SHOULDER CLOSURE DURING DEMOLITION AND AS REQUIRED FOR DELIVERY OF LARGE PLANT/TBM

SITE BARRIER WITH HOARDING

ALLOWANCE FOR TEMPORARY VEHICLE ACCESS TO BE CONSTRUCTED WITHIN EXISTING BASEMENT

OFFICE/ AMENITIES

TEMPO

MOBILE CRANE

17m SEMI-TRAILER ENTRY AND EGRESS CLIENT 2.5

REV 1.0 2.0 3.0 4.0

10m

SCALE 1:250

DATE 06.10.16 22.11.16 02.03.17 08.08.17

REVISION DETAILS DRAFT FOR AT REVIEW DRAFT FOR AT REVIEW FOR CONSENT/TENDER FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL

SCALE

SIZE

1:250

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION

CITY RAIL LINK

PROJECT

APPROVED

B.LI

DESIGNED

DATE

CONTRACT 6 MT EDEN ROAD SHAFT TEMPORARY WORKS SITE LAYOUT AND TTM

TITLE

J.LOKES CHECKED

G.DANIEL

M.FLANNERY 0

20mm ORIGINAL SIZE

100

200

300

400

500

DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1711

4.0

700

800

74.0

70.5 W S

70.5

SW X

X SW

69.0

SW SW X

71.0

71.5 72.0

73.5

72.5

74.0

70.0

72.0

70.5

73.0

69.0

69.5

SW SW

69.0

SW X SW

71.0

SW X SW

370

.5 75

73.5

X W S

XW S

69.5

XW S

390

74.0

OFFICE/ AMENITIES

73.0

X SW SW

X SW

SW SW

73.5 74.0

0 41

73.0

74.5

76.0

OFFICE/ AMENITIES

76.5

D 0 42

DEM

MT E

73.5

69 .5

ROA

76.5

72.0

75.5

76.0

72.5

X W S

270

360

SLURRY TION SEPARA PLANT

75.5

72.5

75.0

X SW

380

74.0

71.5

71.0

670

73.0

71.0

X SW

660

71.5

69.0

SW X SW

75.0 74.0

69.0

70.0 69.0

71.0

70.5

74.5

SW SW

75.5

0 43

75.0

SKIP 70.0

74.0

69 .0

74.5

69.0

REFER PLAN CRL-MTE-UTI-000-DRG-1511 FOR NOTES AND DETAILS.

200

70.0 70.0

77.0

Auckland 8/08/2017 2:19:53 p.m.

70 .0

.5 76 77.0

69.5

X 100

71.5

530

SW 70.0

SW 80

NOR BOUNDARY1.5 7 KIWIRAIL BOUNDARY SITE BARRIER WITH HOARDING ON BUND EXISTING OVERLAND FLOW PATH DIRTY WATER DIVERSION CLEAN WATER DIVERSION .0 71 PIPE FOR TEMPORARY PUMPING EXISTING STORMWATER EXISTING KERB AND CHANNEL DISCHARGE POINT FOR FLOWS FROM SITE SUPER SILT FENCE SITE ACCESS EXISTING CATCHPIT PROPOSED CATCHPIT PROPOSED CONSTRUCTION SUPPORT AREA PROPOSED TEMPORARY TRAFFIC LANE OR VEHICLE ACCESS EXISTING CONTOURS (0.1m INTERVAL) PROPOSED CONTOURS (0.1m INTERVAL) 70.5

ORIGINAL SIZE

73.5

70.0

71.5

REVISION DETAILS DRAFT FOT AT TO REVIEW FOR CONSENT UPDATED FOR CONTRACT 6 DRAFT FOR AT REVIEW FOR CONSENT/TENDER FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL G.DANIEL G.DANIEL

SCALE

SIZE

1:200

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION

300

400

CITY RAIL LINK

PROJECT

APPROVED

B.LI

DESIGNED

DATE

CONTRACT 6 MT EDEN ROAD SHAFT EROSION AND SEDIMENT CONTROL PLAN

TITLE

S.CURRY G.DANIEL

M.FLANNERY 40

540

69.0

280

330

320

SETTLEMENT TANKS

74.0

DATE 23.09.16 07.10.16 18.11.16 22.11.16 02.03.17 08.08.17

CHECKED

20mm

.5 69

SW X

.0 73

74.5

580

590

70.5

71.0

75.0

71.0

1.5MVa TRANSFORMER AND SWITCH

290

69.5

70.5

70.0

70.5

75.5

74.5

600

550

68.5

340

75.0

69.0

610

560

350

310

620

570

70.5

70.0

68.5

75.0

75.5

74.0

70 .0

71.0

X SW

75.0

630

74.5

640

73.0

SW 69

69.5

70.5

72.0

SW 70.5

72.5

REV 1.0 2.0 3.0 4.0 5.0 6.0

SCALE 1:200

73.5

SW SW

SW X

72.0 74.0

72.5

70.0

71.5

70.0

NOTES 1.

CLIENT 4

72.5

650

68.5

72.0

SW 73

ECP6

69.5

71.0

X .0

72.0

69.0

OFFICE/ AMENITIES

69.0

71.0

SKIP

70.5

69.0

70.5

72.0

70.5

SW 70

68.5

68 70.0 .5

SW 68.5

71.0

68.0

STORAGE CONTAINER

PROPOSED PIPE JACK EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING STORMWATER MAIN TO BE ABANDONED WORKS OUTSIDE THE CRL DESIGNATION

68.5

STORAGE CONTAINER

74 .5

SW SW SW

SW 68.5

5 71. 73. 72.569. 50 5

68.5

73.0

SW 73.0

75 .0

74.0 71.0

SW SW

70.0 71.5

74.5

68.0

74.0

70.0

69.0

69.5

68.0

SW 68.0

74.5

27 0

72.0

73.5

73.0

74.0

73.5

68.0 70.5

74.0

75.5

LEGEND

68.5

68.0

74.5

BATTERS TO BE STABILISED WITH MULCH AND GRASS SEED

10 28 0

69.0

72.5

73.5

OFFICE/AMENITIES

73.0

72 .5

71.5

71.0

10 29 0

A AV

70.5

68.5

74.5 72.5

75.5

73.5 .5

68.5

PROPOSED INLET WITH FILTER CLOTH TO CAPTURE STORMWATER RUNOFF FROM SITE. FLOWS PUMPED TO AND DISCHARGED AT ECP1

71.5

STORAGE CONTAINER

73.0

70.0

C EX 8T

10440

71.0

73 .0

72.5 72

PIT

72.0

E AG

10430

74.5

ECP1

72.0

TOR IL S SPO

E PIP AGE OR ST

10420

TREATED SURFACE AND GROUNDWATER FLOWS TO BE DISCHARGED INTO EXISTING LOCAL STORMWATER NETWORK AT ECP1

74.5

71.5

pw:\\DESIGNSHARE.AU.AURECON.INFO:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1751.dwg

68.0

MT EDEN ROAD EXISTING BRIDGE

74.5

70.5 71.0 71.5

74.0

73.5

73.0

CSA = 1200m2

73.0

72.0

ECP5

69.0

68.5

10410

NEC

10430

10420

10410

72.5

103

71.0

D CON Y ROA

10 29 0

CONTROL UNIT

ORAR TEMP

ES RK SIT O WO TION T

69.5

68.5

74.5

SKIP

ACCESS POINT

10 28 0

10 27 0

70.5

40 103

70.5

0 32 10

.0 69

ECP4

69.0

68.568.0

PCP1

0 33 10

0 31 10

69 .0 69.0

0 SW

ECP3

73.070.5 68.0 72.0

ECP2

70.5

103

0 32

MOBILE CRANE

68.5

70.0

.5 70

70.5

SW .0

103

69.5

10390

69.0

7.00.0 6968.5

0 1038

.5 70

71.5

68.5

71.5

70.0

71.0

SHAFT HEADSTOCK ACTS TO EXCLUDE SURFACE FLOWS FROM EXCAVATION LOCALLY RAISE AND 68.5 SURROUNDING GROUND TO DIVERT 68.5 68.5FLOWS AWAY FROM SHAFT

68.5

0 1037

72.0

0 1038

69.5

60 103

71.0

0 69.5 68.

69.0

70.5

103

71.5

70.0 68.5

0 1037

71.5

69.5

72.5 71.0

73.5

71.5

68.5

10390

69.0

EXISTING OVERLAND FLOW PATH DISCHARGES TO EXISTING SCRUFFY DOMES IN RAIL CORRIDOR

70.0

1.0 717.5

71.0

10440

70.5

72.0

71.0

72.0

71.5

INLET PROTECTION TO BE PROVIDED AT EXISTING CATCHPIT

74.0

71.5

72.5

71.5

2.0

500

DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1751

6.0

700

800

69.0

21 68.0

68 .5

68.5

68 .5

RC SW

67.5

SW 69.0

SW SW

68.5

33 EXCAVATED MATERIAL TO BE LOADED DIRECTLY ON TO TRUCKS AND DISPOSED OFFSITE. SPOIL PIT PROVIDED FOR TEMPORARY STORAGE ONLY IF REQUIRED.

67.5 68.0

SW SW

SW SW C 0Ø R

SW SW

ØR

375

N CO

SW SW

68.5

70.0 .5 69

SW SW SW

72.5

72.0 71.5

375

ØC

70 .0

C ON

72.0 74.0

SW SW

72.5

69.5

73.0

SW 71.5

5Ø

73.5

72.0

N CO

75.0

70.5

SW SW

74.0

Ø 300

75.5 76.0

74 .5

SW .0

G.DANIEL

S.CURRY

G.DANIEL 500

DATE

72.5

71.0

DESIGNED

SW 70.

70.5

71.5

71.0

AUCKLAND CITY RAIL LINK

PROJECT

CONTRACT 6 NIKAU STREET SHAFT EROSION AND SEDIMENT CONTROL PLAN

APPROVED

B.LI

70.0

72.5

70.5

.0 72

69.0

70.0

71 .5

70.5

70.0

69.5

68.5

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION

74.5 74.0 73.5 73.0 72.5

SW 450

68.5 69.5

69.0

375

68.5

SW SW

70.0

68.0

68 .0

69.0

SW CO 5Ø 22 SW

SW SW SW

SW 68.0

70 .5

67.5

E ØP

SW 69.5

WN NO NK

SW 6

ØU

300

SW SW

W 9.0

300

ØU

N SW NOW NK

71.5

100

SW SWRC Ø

SW 68.5

68.0

SW 68.0 SW 60 300Ø RC 0Ø RC X W S 450Ø SW RCS SW RC W Ø X 600

RC SW

SW W

SW 225

SW NC CO 0Ø 195

SW SW

SW X 0Ø RC

67.5

70.5

SW SW pw:\\designshare.au.aurecon.info:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1851.dwg

CON

SW Auckland

0Ø

69.0

73.5

1:200

73.5

1/03/2017 11:30:05 AM

69.0

72. 5

SIZE

73.0

SCALE

72.5

400

71 .5

72.0

APPROVED G.DANIEL G.DANIEL G.DANIEL G.DANIEL G.DANIEL

REFER PLAN CRL-MTE-UTI-000-DRG-1511 FOR NOTES AND DETAILS.

PROPOSED PIPE JACK EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING STORMWATER MAIN TO BE ABANDONED NOR BOUNDARY KIWIRAIL BOUNDARY SITE BARRIER WITH HOARDING ON BUND EXISTING OVERLAND FLOW PATH DIRTY WATER DIVERSION CLEAN WATER DIVERSION PIPE FOR TEMPORARY PUMPING EXISTING STORMWATER EXISTING KERB AND CHANNEL DISCHARGE POINT FOR FLOWS FROM SITE SUPER SILT FENCE SITE ACCESS EXISTING CATCHPIT PROPOSED CATCHPIT PROPOSED SUPERPIT PROPOSED CONSTRUCTION SUPPORT AREA EXISTING CONTOURS (0.1m INTERVAL) 71.0

REVISION DETAILS DRAFT FOR AT TO REVIEW FOR CONSENT UPDATED FOR CONTRACT 6 DRAFT FOR AT REVIEW FOR CONSENT/TENDER

300

70 .0

70.0

.5 7231/10

70.5

72.5

NOTES DATE 23.09.16 07.10.16 18.11.16 22.11.16 02.03.17

70.5

EX. 1950mm DIA. STORMWATER PIPE TO BE DIVERTED

REV 1.0 2.0 3.0 4.0 5.0

69.

69.5

200

68. 5

WATER TREATMENT PLANT TO TREAT GROUNDWATER FROM EXCAVATION. 1/10-31/10 TREATED FLOWS TO BE DISCHARGED INTO PROPOSED CATCHPIT PCP2

NC CO 100

LEGEND

EX. 1950mm DIA. STORMWATER PIPE

GROUND WATER FLOWS COLLECTED BY LOCALISED SUMP WITHIN SHAFT AND PUMPED TO WATER TREATMENT PLANT

ORIGINAL SIZE

68.0

NIK

M.FLANNERY 40

HOARDING TO DIVERT EXTERNAL FLOWS FROM BOTTOM OF NIKAU STREET

CHECKED

20mm

ECP3

SCALE 1:200

ECP4

SW ØU NK NO

FLOWS FROM SITE DISCHARGE VIA LOCAL STORMWATER NETWORK TO EXISTING 1950mm DIA. STORMWATER PIPE

150

R ST

5Ø

GE RA ER STO TAIN N CO

NT PLA

SW 225

S T EN

C 22

SW 375 ØR

69.5

ØC ON C

ITIE

EN ATM

225Ø

/AM

VATO R

CONTINUE KERB AND LOCALLY GRADE GROUND TO NEW SUPERPIT

E FIC

ECP1

EXCA

SW OW N

15 SUPERPIT TO REPLACE EXISTING. NEW FILTER CLOTH OR SIMILAR TO BE USED TO PROVIDE INLET PROTECTION

PCP2

NK N

36-38

EXISTING BUILDING PLATFORM TO BE RETAINED FOLLOWING DEMOLITION OR SUITABLE HARDFILL TO PROVIDE STABILISATION OF WORK AREA

CLIENT

EXISTING PAVEMENT TO BE RETAINED OR SUITABLE HARDFILL PLACED TO PROVIDE STABILISED SITE ACCESS

OF TE WA

5Ø

18 RURU STREET TO BE DEMOLISHED

22-26

68.0

69.

68.5

CAISSON STORAGE

ECP2

OIL

ING RK PA OR CT ES RA PAC S

SITE BARRIER WITH HOARDING ON BUND

A 1511

16-18

ECP5

PCP1

OR AT AV

C EX

2 CSA = 890m

SW 67.0

68 .5

SW SW

SW C ØR 825

68.0

67.0

27-29

PROPOSED SUMP TO COLLECT DIRTY WATER FROM SITE AT LOCAL LOW POINT. TO BE PUMPED AND DISCHARGED AT PROPOSED CATCHPIT PCP2 OR PUMPED TO WATER TREATMENT PLANT PRIOR TO DISCHARGE IF REQUIRED

GRAVITY WALLS ACT TO EXCLUDE SURFACE FLOWS FROM EXCAVATION. LOCALLY RAISE SURROUNDING GROUND TO DIVERT FLOWS AWAY FROM SHAFT. 68.0

68.0

SW SW

SW .5 68

68.0

N WN SSWW KNNOOW K UNUN Ø 5 Ø 22 25 2

450Ø RC

SUPER SILT FENCE TO PREVENT TRANSPORT OF SEDIMENT FROM SPOIL STORAGE

67.5

ECP6

TB MT M DRI LAU EDEN VE FR NC O H S ROAD M HA FT

ECP7

EXISTING PAVEMENT TO BE RETAINED OR SUITABLE HARDFILL PLACED TO PROVIDE STABILISED SITE ACCESS

67.5

67 .5

68.0

69.0

0 67.

.0 68

SW 67.0

68.0

A SH

.5 68

OC DD

225Ø

28-36

69 .0

.0 68

68.0

825Ø

68.5

TITLE

02.03.17 DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1851

5.0

700

800

G FO 4in St

G W FO

IP20

E GC C G E FO

G W FO E G C C

G W E

G C C

W E

W E EW E CG

C C

150Ø CLCI

GFO

C C

9in CI

G G

K FX TF

TF K

KTF G

SW SW

W G E G

800

790

CC E FO C GEFOE E E C FO E C WE GE FO EE E C F W O E WE GE CC F E O E E W F E WE C GE O E EFOE C W S E W GE FO CCC E E E F W E O S E CCC W GE FO C E E EFOC WE S E W G E E FO CC CCC WE E E S W E S W FO G F C E EOC WE E E FOG T E W W E S

S SW

E EFO FGO W W E E FOCC EE FO G E W E E FCO EW EE C FOG FO GEE E E FO W E E FO E E EEW FO EGE E E FOE GE E E FO E EGE E EFO E EGE C FO EGE EG W EE C W EC FO G E E W E C E E C E E W E C E E E EE W C W E W E C C EE C W C EE C EE C C E E EE S S S S SW SSW S SW

FO E

W CC

FO FO

E EE

C C

K TF

TF G

SW W

SW W W

W W

SW E EG EFO E C W EE C E

SW EG EEFO E C W EE C E

SW SW

W EW

W W

W EW

W W

K TF

G EW W

G E

W W

W E

SW SW

G E

EGEE EGEEC FO EGEECFO E E E W EE W EE C W EE C E E E

W W

G W

W W

SW S

W W

SW S

G G

CC C

KTF

CC C

W EE E

EE EE S

W W

TF K

TFK

G SW

W W

TF K

G SW

W W

W G

TF K

G SW

TF K

EE E

K G

E FO

TF SW

G SW

K G

SW T

G G

CC C

K G

550Ø CLS

K TF G

S S

K TF

SW E FO EGEEC C W EE

SW E

GE FO E GEE FOE EGEE GE FO GEFO EC C E C EE EE EW EEEC EEC EE C W W EW EE C EW E

FO E EEGEE E W C

EFO EGEE EE C W C

KTF

G C C

G W FO E G C C

E E E E

G E EE

E E E

W E EEW FG O

E G FO W150Ø CLCI E 810 G E W FO 9in CI 1.2EE W W E BL G FO W E CG W E G G E E IP20 FO W 4in W C E E G G St E W FOW EE G C G E E G W C E C FW O E E G C E C CC

W W 550Ø CLS

W E G G FO E FO FO GFO C W W C W W C W W E EE G W CGFOC W W W E EE G C C G C E EE CGC C E EE W W EE FO C E C G C E G E EE C C G G WE EE C C G

TFK G

G E EE

550Ø CLS

W W

ANBY RD

NORM 820

2.15 C IL.6 ØR 00 12

375Ø

1950Ø

1. IL.6

G E EE

1200Ø RC

IL.63.74

W IL.6 SW 3.74

SW SW

RC 1200Ø

MV190

SW5

IL.62.2

2.7 BL

W W

G6in CI (0.7)

G 40

1200Ø RC

G G

G S

SW G 4.2 BL

6in CI

G RC 1200Ø

W W

GE S RC Ø G MP4L.67100mm 5Ø .9 G S37W PE G SI

GE S

150Ø

W E S G

T T

W W

G S

EE SW G USIL.67.9

W E

EE 375Ø GEW G SW

W E

MV00318

E .77 USIL.68 USIL.5 9.7

Ø CO NC E S375W

DSIL.65.53

600Ø RC

USIL.67.17

SWUSIL.64.86 1200Ø RC

E E E

G C C

EE E S

8.13 IL.6 DS

E SW SDSIL.67.93

S S

C C G W EE E SW G

C W EE G E SW

C C

E EE EG EE

.01 L.67 DSI

G C C

SW C C 92

.67. ILG US WC N G SWCO S 375Ø

EC C G

C EC W G

G C W G

EE E SW

G C CG W

E SW E SW E E CC 100Ø C E 100Ø UNK NOW UNK EW N NOW G E FCCO N E E E F W O E CFCO GE E E E E W WE GEFO E E E W WE W

E E

830

K FX

SNWC

FEO C EC EC E CE E W G W

C C

TF G

FO C E CC E E E CCE EE W G W

FO E CC EC E E CE EE W G W

C C

E G

S S

C E CC CE EE G W

EEFOE E E E E EE EC EE FO EC C E E FOFO E W G W E E EEC ECC W G W W G E

850

K FX

C C

RC 1950Ø

840

SW S 10 0Ø UN KN OW

S SW

SW S

E FOEEG EEE C W C

SW S

E FOGEEE W C E

GEE E FO CE W C

EE E GFO W C

E E GEFO E W C C

SW SW E

E EE FOE E EE 100Ø E E GEEFO E E GEE FO EW W G W C G W C C C C C C C E E E

FO EW E EE G C C

SW E

S SW

FO E EFO E E E FO E E E E E E E E E EW E FO EW E EE EFO W E FOEW E FO E W E E W W C G C C G C G C G C G C G C G C C C C C C C C E E E E E E E

E C

SW SW

G WT

T W C

C C

T C W C

T W C

C C

W T C C

C C

E ECC E

W W

E E E T W

G G E

C C

E E

225Ø W CON C G

W W

C CE

CCE

C E EC E

G EEG EE G G E

225Ø 225CØONC CON C

W EEE E

CC E

W W G G EEE E FO

W W G EEG EE

CC E

FO E G EE E G FO

C C

C C G

K FX

W G EEE EF G O

C C C

C C C C C C

C C C

F GO

K FX

GW EE EE

K S

WE E EE

E EE E W

C E EECE

W E EE E C C

.35

EWE EE

E E

225Ø

USIL.64

860

225Ø CONC

1950Ø

G E

C G

870

TF FX FX K

G T

.36

DSIL.58

880

890

900

FX FX TF

910

K K TF K TF FX FX K TF FX FX TF FX FX

SW SW

920

KTF

SW225Ø GE

930

K F FX T

E070

SW W

T G

E 0E EE ESV99571 G

225Ø

E065 3.2 BL0

T T

EE EE EE

2in ST

EE EE EEG

2.1 BL

940

EE EGE EE

950

960

G EE EE EE

E EE

pw:\\designshare.au.aurecon.info:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1941.dwg

CC E EE

Auckland

TF FX E EE

CCC

E EE

E E EE

500

E E E E

400

EEE

300

200

W GE E E

100

CCC

E E EE

E E

E E W G E

ORIGINAL SIZE

W GE E

20mm

G.DANIEL

M.FLANNERY

CHECKED

G.DANIEL

R.DONNELLY

DATE

DESIGNED

AUCKLAND CITY RAIL LINK

PROJECT

CONTRACT 6 UPSTREAM STORMWATER TREATMENT LAYOUT PLAN AND VEHICLE TRACKING

APPROVED

B.LI

G G

NOT FOR CONSTRUCTION

1/03/2017 11:32:39 AM

E EE EE

DRAWN

SCALE 1:250

1:250

10m

PRELIMINARY

G G

SIZE

10180

51Ø. 44

L2.7 SIW2

SCALE

10170

10160

SD UN W SIL KN . OW 68. N S1W2

2.5

APPROVED G.DANIEL G.DANIEL

10160

10150

5Ø

E EE EEE

.68Ø .81

SWIL

0Ø

TWO-WAY ACCESS IS MAINTAINED AT ALL TIMES FOR VEHICLES ACCESSING ALL THE PROPERTIES ALONG BOSTON ROAD. CONTRACTOR TO PROVIDE VIA TEMPORARY TRAFFIC MANAGEMENT ARRANGEMENT.

REV DATE REVISION DETAILS 1.0 22.11.16 DRAFT FOR AT REVIEW 2.0 02.03.17 FOR CONSENT/TENDER

10180

CLIENT

10170

10150

5Ø

22 KN OW

E EEE E EEEE

10140

C 81L0S

SEMI TRAILER

HYNDS FDHC 2550 VORTEX SEPARATOR INSTALLED IN LOCATION OF EXISTING 1050mm DIA. MANHOLE · TREATMENT FLOW = 243 L/s (REFER NOTE 3) · PEAK FLOW = AS REQUIRED

10140

3.0m LANE

HYNDS FDHC 2550 VORTEX SEPARATOR INSTALLED IN 49-51 LOCATION OF EXISTING 2300mm DIA. MANHOLE · TREATMENT FLOW2 = 243 L/s (REFER NOTE 3) · PEAK FLOW = AS REQUIRED

W W

3.0m LANE

GPT 2

32 E EE E E E

10130

STEEL 630

53 45

10130

10120

10110

10100

CONSTRUCTION SUPPORT AREA

10120

10110

10100

BOSTON RD

41-43

10090

10080

10070

10060

10050

10040

10030

10020

10010

10000

9990

9980

GPT 1

10090

10080

10070

10060

10050

10040

10030

10020

10010

10000

9990

9980

SEMI TRAILER

600Ø RC

EE EE

TEMPORARY TRAFFIC MANAGEMENT IS IN PLACE DURING WORKS TO CONTROL ALL TRAFFIC MOVEMENTS.

ONE-WAY ACCESS IS PROVIDED FOR 18m SEMI TRAILERS AT LAUDER ROAD. TEMPORARY TRAFFIC MANAGEMENT IS IN PLACE DURING WORKS TO CONTROL ALL TRAFFIC MOVEMENTS.

CONC

GPT 3

300Ø

E075

LAUDER RD

8.4

IL.6

CL FO

375Ø

HYNDS FDHC 2550 VORTEX SEPARATOR INSTALLED IN LOCATION OF EXISTING 2300mm DIA. MANHOLE · TREATMENT FLOW = 243 L/s (REFER NOTE 3) · PEAK FLOW = AS REQUIRED

REFER DRAWINGS 1000-1011 FOR GENERAL PROJECT AND CONSTRUCTION NOTES. FUTURE DRAINAGE TO BE COMPLETED AS PART OF CONTRACT 5 WORKS. SHOWN FOR COORDINATION AND FUTURE PROOFING ONLY. TREATMENT FLOWS PROVIDE 80% REMOVAL OF PARTICLES LESS THAN 230 MICRONS TRACKING PATHS FOR VEHICLES SHOWN ARE TO 2007 LTSA: RTS-18 STANDARD. CONTRACTOR TO CONFIRM LOCATION AND LEVELS OF ALL EXISTING PIPES, MANHOLES AND SERVICES PRIOR TO COMMENCING CONSTRUCTION. REFER TO ENGINEER FOR ANY ADJUSTMENTS TO DESIGN.

CONC

PROPOSED CRL ALIGNMENT EXISTING STORMWATER MAIN TO REMAIN IN PLACE EXISTING WATERMAIN MAIN TO REMAIN IN PLACE EXISTING STORMWATER EXISTING SEWER EXISTING POTABLE WATER EXISTING VECTOR GAS EXISTING VECTOR ELECTRICITY EXISTING CHORUS / TELECOM EXISTING TELSTRACLEAR EXISTING AUCKLAND TRANSPORT FIBRE OPTIC EXISTING FX NETWORKS EXISTING KORDIA EXISTING CITYLINK EXISTING VECTOR FIBRE CONTRACT 5 PROPOSED STORMWATER CATCHPIT (REFER NOTE 2) CONTRACT 5 PROPOSED STORMWATER GRATED MANHOLE (REFER NOTE 2) CONTRACT 5 PROPOSED STORMWATER MANHOLE (REFER NOTE 2) CONTRACT 5 PROPOSED STORMWATER (REFER NOTE 2) PROPOSED VORTEX SEPARATOR PROPOSED DESIGNATION

150

225Ø

NOTES

LEGEND

TITLE

02.03.17 DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1941

2.0

700

800

TF TF

S S

PT3

S S

TO G

S S

1350Ø TO GPT1

FUTURE 1200Ø TO DMH3

. MH

600Ø

TO EX

1.5m NOM.

LOCATE AND PROTECT ALL SERVICES ON SITE PRIOR TO COMMENCING CONSTRUCTION. LOCALLY REDUCE WORKING ROOM ON WASTEWATER SIDE OF MANHOLE AS REQUIRED.

EXISTING 2300mm DIA. MANHOLE 1350Ø

ANTICIPATED EXTENT OF EXCAVATION WORKS AND PAVEMENT REINSTATEMENT TF

ANTICIPATED EXTENT OF EXCAVATION WORKS AND PAVEMENT REINSTATEMENT

O GPT 600Ø T

1943

150 THICK TEMPORARY SHORING REQUIRED TO REDUCE DISTURBANCE

HYNDS FDHC 2550 VORTEX SEPARATOR INSTALLED IN LOCATION OF EXISTING 1050mm DIA. MANHOLE · TREATMENT FLOW = 243 L/s (REFER NOTE 8) · PEAK FLOW = AS REQUIRED

1.5m NOM.

LOCATE AND PROTECT/SLEW ALL SERVICES ON SITE PRIOR TO COMMENCING CONSTRUCTION. LOCALLY REDUCE WORKING ROOM ON UTILITIES SIDE OF MANHOLE AS REQUIRED. E

EXISTING 2300mm DIA. MANHOLE

C C C

G W

TF TF

C C C

G W

C C C

G W

C C C

C C C W G

C C C

1 G

W G

1.5m NOM.

. EX MH

1944

S S

1200Ø TO EX. MH

C C C

150 THICK TEMPORARY SHORING REQUIRED TO REDUCE DISTURBANCE

C C C

ANTICIPATED EXTENT OF EXCAVATION WORKS AND PAVEMENT REINSTATEMENT

C C C

B 1943

C C C

GPT 1 DETAIL

Ø 825

pw:\\designshare.au.aurecon.info:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1942.dwg

HYNDS FDHC 2550 VORTEX SEPARATOR INSTALLED IN LOCATION OF EXISTING 2300mm DIA. MANHOLE · TREATMENT FLOW = 243 L/s (REFER NOTE 8) · PEAK FLOW = AS REQUIRED

HYNDS FDHC 2550 VORTEX SEPARATOR INSTALLED IN LOCATION OF EXISTING 2300mm DIA. MANHOLE · TREATMENT FLOW2 = 243 L/s (REFER NOTE 8) · PEAK FLOW = AS REQUIRED

GPT 3 DETAIL 150 THICK TEMPORARY SHORING REQUIRED TO REDUCE DISTURBANCE

825Ø TO GPT2

GPT SETOUT & STRUCTURE DETAILS TABLE MH No.

EXISTING 2300mm DIA. MANHOLE

801426.22

2550mmØ MANHOLE

400026.73

801413.66

2550mmØ MANHOLE

REFER DRG. 1941, 1942 AND 1943

GTP 3

NORMANBY ROAD

399965.48

801309.38

2550mmØ MANHOLE

REFER DRG. 1941, 1942 AND 1943

E E

400060.63

BOSTON ROAD

ETF

E TF

E C C CTF E

E C EC E C

E EC E E C E C

C E C

C CE

E EC E C E C

E EC E C C

EC E C C

E E EC E C C

E E EC C C

E E E

E C E C C

E C C E C

E E C E C C

EC C C

ETF

C C CE

C C E C

C TF

E E

ETF

FO E

E E

Auckland

BOSTON ROAD

C CE C

1/03/2017 11:33:40 AM

E C E C C E E

CE C E C E

E CE C E C E

E TF

FO E

E FO

1000mm

6. 7.

REV DATE REVISION DETAILS 1.0 22.11.16 DRAFT FOR AT REVIEW 2.0 02.03.17 FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL

E TF

E E

E TF

FO E

SCALE 1:25

SCALE

SIZE

1:25

DRAWN

REFER DRAWINGS 1000-1011 FOR GENERAL PROJECT AND CONSTRUCTION NOTES. INVERT LEVELS OF EXISTING PIPES TO BE CONFIRMED ON SITE PRIOR TO COMMENCING CONSTRUCTION. VORTEX SEPARATOR MANHOLE STRUCTURES AND LIDS TO BE ADJUSTED TO SUIT ACTUAL INVERT LEVELS. EXTENT OF EXCAVATIONS IS SHOWN FOR ASSESSMENT OF EFFECTS PURPOSES ONLY. THE CONTRACTOR IS TO OPTIMISE THE EXTENT OF EXCAVATION BASED ON THEIR FINAL CONSTRUCTION METHODOLOGY. THE DEVICES SPECIFIED ON THESE PLANS (OR APPROVED EQUIVALENT) ARE TO BE INSTALLED TO THE MANUFACTURER'S SPECIFICATIONS AND REQUIREMENTS. CERTIFICATION SHALL BE PROVIDED BY THE MANUFACTURER THAT THE DEVICE HAS BEEN INSTALLED CORRECTLY AND IS OPERATING AS INTENDED. THIS SHALL BE SUBMITTED WITH THE CONTRACTOR'S AS BUILT SUBMISSION. TESTING AND MONITORING OF THE DEVICE SHALL BE UNDERTAKEN TO THE MANUFACTURER'S SPECIFICATIONS DURING AND IMMEDIATELY AFTER COMMISSIONING TO ENSURE THAT THE DEVICE IS OPERATING AS INTENDED. FUTURE DRAINAGE TO BE COMPLETED AS PART OF CONTRACT 5 WORKS. SHOWN FOR COORDINATION AND FUTURE PROOFING ONLY. TREATMENT FLOWS PROVIDE 80% REMOVAL OF PARTICLES LESS THAN 230 MICRONS

PRELIMINARY NOT FOR CONSTRUCTION .

G.DANIEL

R.DONNELLY CHECKED

G.DANIEL

M.FLANNERY 20mm ORIGINAL SIZE

100

200

300

400

AUCKLAND CITY RAIL LINK

PROJECT

CONTRACT 6 UPSTREAM STORMWATER TREATMENT MANHOLE DETAILS SHEET 1 OF 3

APPROVED

B.LI DESIGNED

REMARKS

GTP 1

4. E CE C E C E

500

CHAMBER TYPE

GTP 2

CLIENT 0

NORTHING

REFER DRG. 1941, 1942 AND 1943

1. 2.

GPT 2 DETAIL 250

EASTING

NOTES

LOCATE AND PROTECT/SLEW ALL SERVICES ON SITE PRIOR TO COMMENCING CONSTRUCTION. LOCALLY REDUCE WORKING ROOM ON UTILITIES SIDE OF MANHOLE AS REQUIRED.

LOCATION

500

DATE

TITLE

02.03.17 DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1942

2.0

700

800

NOTES 1. 2.

REINSTATE EXISTING PAVEMENT TO A.T. STANDARDS (REFER DRG-1931)

EXTEND MAINTENANCE ACCESS PORT TO 500mm BELOW CONCRETE LID TO ENSURE TOP IS ABOVE Q100 WSL

RL 69.40

SURFACE LEVEL

REINSTATE EXISTING PAVEMENT TO A.T. STANDARDS (REFER DRG-1931)

EXTEND MAINTENANCE ACCESS PORT TO 500mm BELOW CONCRETE LID TO ENSURE TOP IS ABOVE Q100 WSL

HYNDS FDHC 2550 VORTEX SEPARATOR

RL 69.20

SURFACE LEVEL

HYNDS FDHC 2550 VORTEX SEPARATOR

150

1.5m NOM.

1350Ø

150

ANTICIPATED EXTENT OF EXCAVATION WORKS AND PAVEMENT REINSTATEMENT

1350Ø

150

1.5m NOM.

pw:\\designshare.au.aurecon.info:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1943.dwg

825Ø

IL 64.44

825Ø

ANTICIPATED EXTENT OF EXCAVATION WORKS AND PAVEMENT REINSTATEMENT

RL 65.24

RL 65.20

APPROX. 2100mm

IL 64.40

RL 63.10

RL 62.30

Auckland

TEMPORARY SHORING REQUIRED TO REDUCE DISTURBANCE

GPT 1

1/03/2017 11:33:53 AM

SECTION 1:25

GPT 2 A

CLIENT 250

500

SECTION 1:25

1942

1000mm

REV DATE REVISION DETAILS 1.0 22.11.16 DRAFT FOR AT REVIEW 2.0 02.03.17 FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL

SCALE 1:25

SCALE

SIZE

1:25

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION .

G.DANIEL

R.DONNELLY CHECKED

G.DANIEL

M.FLANNERY 20mm ORIGINAL SIZE

100

200

300

400

AUCKLAND CITY RAIL LINK

PROJECT

CONTRACT 6 UPSTREAM STORMWATER TREATMENT MANHOLE DETAILS SHEET 2 OF 3

APPROVED

B.LI DESIGNED

B 1942

500

DATE

TITLE

02.03.17 DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1943

2.0

700

800

NOTES 1. 2.

REINSTATE EXISTING PAVEMENT TO A.T. STANDARDS (REFER DRG-1931)

EXTEND MAINTENANCE ACCESS PORT TO 500mm BELOW CONCRETE LID TO ENSURE TOP IS ABOVE Q100 WSL RL 69.50

SURFACE LEVEL

HYNDS FDHC 2550 VORTEX SEPARATOR

1.5m NOM.

1.5m NOM. FUTURE 1200Ø PIPE

ANTICIPATED EXTENT OF EXCAVATION WORKS AND PAVEMENT REINSTATEMENT 1200Ø

pw:\\designshare.au.aurecon.info:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-MTE-UTI-000-DRG-1944.dwg

600Ø

IL 64.84

APPROX. 2100mm

IL 64.80

TEMPORARY SHORING REQUIRED TO REDUCE DISTURBANCE

Auckland

RL 62.70

1/03/2017 11:34:05 AM

GPT 3 SECTION 1:25

CLIENT 250

500

1000mm

C 1942

REV DATE REVISION DETAILS 1.0 22.11.16 DRAFT FOR AT REVIEW 2.0 02.03.17 FOR CONSENT/TENDER

APPROVED G.DANIEL G.DANIEL

SCALE 1:25

SCALE

SIZE

1:25

DRAWN

PRELIMINARY NOT FOR CONSTRUCTION .

G.DANIEL

R.DONNELLY CHECKED

G.DANIEL

M.FLANNERY 20mm ORIGINAL SIZE

100

200

300

400

CONTRACT 6 UPSTREAM STORMWATER TREATMENT MANHOLE DETAILS SHEET 3 OF 3

APPROVED

B.LI DESIGNED

AUCKLAND CITY RAIL LINK

PROJECT

500

DATE

TITLE

02.03.17 DOCUMENT 600

PROJECT

ZONE

DISCIPLINE

ELEMENT

TYPE

SHEET

REVISION

CRL

MTE

UTI

000

DRG

1944

2.0

700

800

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