Erosion and Sediment Control Plan

Auckland City Rail Link In association with:

EROSION AND SEDIMENT CONTROL PLAN Connectus Document Ref: 025-Y017-2719 Revision: 05 21st August 2017

COMMERCIAL IN CONFIDENCE

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CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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DOCUMENT INFORMATION Organisation:

Connectus

Document Title:

Erosion and Sediment Control Plan

Document Number:

025-Y017-2719

Client:

City Rail Link Limited

Project:

CRL Enabling Works Contract 2

Location:

Auckland CBD

Project No:

2719

REVISION HISTORY Rev 1

Date 15/10/15

Details ST

1

Draft for Connectus Review

Author

Approver

S.Lindberg

C. Hind

J. Huges 01

21/10/15

2nd Draft – AT Review sent as Rev 01 to AT

S.Lindberg

C. Hind

J. Huges 02

30/10/15

Draft for Consultation with CLG

S.Lindberg

C. Hind

J. Huges 03

25/02/16

Draft Incorporating CLG comments and updates methodology

S.Lindberg

C. Hind

J. Huges 04

05

21/03/16

21/08/17

Final for lodgement incorporating AC comments and change to water treatment methodology

S.Lindberg

Minor revision

J.Surphlis

C Hind

J. Huges C. Powell

This document remains the property of Connectus. Its contents are confidential and shall not be reproduced, destroyed or given away without the express, written permission of Connects. The electronic version of this document in iTWOcx Database ondesignated server(s) is the Master Copy and is a controlled document. Unless specifically noted thereon, other copies of this document are uncontrolled.

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GLOSSARY Term

Definition

ACZ

Active Construction Zone

AC

Auckland Council

AT

Auckland Transport

CEMP

Construction Environmental Management Plan

CFA

Continuous Flight Auger

CR

City Rail Link

CSA

Construction Support Area

CTMP

Chemical Treatment Management Plan

EMP

Environmental Management Plan

ESCP

Erosion and Sediment Control Plan

ISCA

Infrastructure Sustainability Council of Australia

pH

Numerical measure of the acidity or alkalinity of a solution measured on a logarithmic scale on which 7 is neutral

TP90

Auckland Council Technical Publication 90 (TP90) “Erosion and sediment control guidelines for land disturbing activities in the Auckland Region”.

TSS

Total Suspended Solids

WTP

Water Treatment Plant

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Table of Contents 1

INTRODUCTION ........................................................................................................................ 9 1.1

OBJECTIVE OF ESCP AND CTMP ................................................................................... 10

1.2

CONSENT CONDITION REQUIREMENTS ....................................................................... 10

1.2.1 2

PROJECT DESCRIPTION........................................................................................................ 17 2.1

3

4

Sustainability ............................................................................................................... 17

SUMMARY OF METHODOLOGY...................................................................................... 17

2.1.1

Utilities Relocation and Exposure ................................................................................. 17

2.1.2

Piling and Capping Beam Construction within Albert Street .......................................... 18

2.1.3

Customs Street Intersection Piling and Road Deck Construction .................................. 18

2.1.4

Trench Excavation and Spoil Handling ......................................................................... 19

2.1.5

Waterproofing and Tunnel Construction ....................................................................... 19

2.1.6

Trench Backfilling ........................................................................................................ 20

2.1.7

Temporary Pavement .................................................................................................. 21

2.1.8

Active Construction Zones and Construction Support Areas ......................................... 21

2.2

CATCHMENT BOUNDARIES ............................................................................................ 23

2.3

GEOLOGY ........................................................................................................................ 23

GENERAL EROSIONS AND SEDIMENT CONTROL MEASURES ........................................... 23 3.1

KEY PRINCIPLES AND APPROACHES............................................................................ 23

3.2

EARTHWORKS................................................................................................................. 24

3.3

MANAGEMENT OF ACTIVE CONSTRUCTION ZONES.................................................... 25

3.4

OTHER CONSIDERATIONS ............................................................................................. 25

3.4.1

Contamination ............................................................................................................. 25

3.4.2

Dust Control................................................................................................................. 26

3.4.3

Asphalt Works and Concrete Cutting ............................................................................ 26

SPECIFIC EROSION AND SEDIMENT CONTROL METHODS ................................................ 26 4.1

UTILITIES RELOCATION .................................................................................................. 26

4.1.1 4.2

Overpumping ............................................................................................................... 29

PILING AND CAPPING BEAM CONSTRUCTION WITHIN ALBERT STREET (ACZ E)...... 29

4.2.1

Western Side of Albert Street ....................................................................................... 31

4.2.2

Eastern Side of Albert Street ........................................................................................ 31

4.2.3

General Site Manager Practices (Albert Street – Pilling and Capping Beam) ................ 32

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

PILING AND ROCK DESIGN CONSTRUCTION WITHIN THE CUSTOMS STREET 4.3 INTERSECTION (ACZ D)............................................................................................................. 32 4.3.1

Piling (Custom Street Intersection) ............................................................................... 33

4.3.2

Excavation (Custom Street Intersection)....................................................................... 33

4.3.3

General Site Management Practices (Custom Street Intersection) ................................ 34

4.4

MAIN TRENCH EXCAVATION .......................................................................................... 34

4.4.1

Trench Drainage Phase 1 ............................................................................................ 35

4.4.2

Trench Drainage Phase 2 ............................................................................................ 35

4.5

TUNNEL CONSTRUCTION AND TRENCH BACKFILING.................................................. 43

4.5.1

5

6

Stockpile Management at CSA 6.................................................................................. 43

4.6

CONSTRUCTION SUPPORT AREAS ............................................................................... 44

4.7

CERTIFICATION OF SEDIMENT CONTROL DEVICES .................................................... 44

MONITORING AND MAINTENANCE DURING CONSTRUCTION ............................................ 44 5.1

MONITORING AND MAINTENANCE................................................................................. 44

5.2

ENVIRONMENTAL TRAINING .......................................................................................... 45

5.3

COMPLAINT INVESTIGATION AND RESPONSE ............................................................. 45

HEAVY RAINFALL RESPONSE AND CONTINGENCY MEASURES........................................ 46

APPENDIX A: DRAWINGS – EROSION AND SEDIMENT CONTROL PLANS ................................ 47 APPENDIX B: CALCULATIONS ...................................................................................................... 48 APPENDIX C: SILTBUSTER SPECIFICATIONS ............................................................................. 55 APPENDIX D: CHEMICAL TREATMENT MANAGEMENT PLAN..................................................... 66 APPENDIX E: ISCA REQUIREMENTS............................................................................................ 67 APPENDIX F: RECORD OF CLG COMMENTS ............................................................................... 69

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

1 INTRODUCTION The City Rail Link (CRL) project comprises the construction, operation and maintenance of a 3.4 km underground passenger railway, running between Britomart Station and the North Auckland Rail Line in the vicinity of Mt Eden station. The works relating to this Erosion and Sediment Control Plan (ESCP) constitute part of the enabling works for the CRL. The works (the Project) involve the construction of twin rail tunnels within the Albert Street road corridor from Customs Street West to Wyndham Street.

The tunnels will be constructed using a staged cut and cover method and are expected to take 33 months to complete. Figure 1 outlines the extent of works for the Project.

This ESCP (including a Chemical Treatment Management Plan (CTMP) – refer Appendix D) has been prepared by AECOM New Zealand Limited (AECOM) and forms part of the Construction Environmental Management Plan (CEMP) for the Project.

Figure 1: Extent of Project Works

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

1.1

OBJECTIVE OF ESCP AND CTMP

The objective of this ESCP is to provide for the management of all bulk earthworks to minimise any discharge of debris, soil, sediment or sediment-laden water beyond the site to land and stormwater drainage systems. The objective of the CTMP is to confirm the measures that will be taken to ensure that construction of the Project will be generally consistent with the Water Quality Assessment and the Industrial and Trade Activities Assessment prepared by Golder Associates (NZ) Limited, both dated December 2014.

This ESCP and the CTMP will be implemented throughout the entire construction period and will be the primary tool for erosion and sediment control for the Project. They are ‘living documents’ which may undergo expansion and updates as the Project progresses and working conditions become clearer.

Draft versions of the Plans were discussed with the AC monitoring team on Wednesday 2nd March 2016.

Agreement on the general approach to sediment control was made during this meeting. It was also noted during the meeting that the choice of specific water treatment equipment may evolve from what is specified in this ESCP. However any change to the ESCP or CTMP will be submitted to Auckland Council (AC) (Team Leader Central Monitoring) for certification. No construction activity will commence until certification from AC is provided and no activity reliant upon a change to the ESCP or CTMP will be undertaken until the change has been certified.

This ESCP has been prepared in consultation with a Community Liaison Group (CLG) prior to submission to Auckland Council (as per condition 19 of the Britomart to Wyndham consent conditions).

A record of these consultation outcomes is included in Appendix F.

1.2

CONSENT CONDITION REQUIREMENTS

Table 1 outlines the relevant conditions from land use consent R/REG/2014/5430 and how these are addressed within the ESCP.

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Condition Number

Condition

44

This resource consent shall expire 15 years after the consent commences unless it has been surrendered or been cancelled at an earlier date pursuant to the RMA.

45

At least 20 working days prior to the commencement of construction, a finalised ESCP which provides for the management of all bulk earthworks to minimise any discharge of debris, soil, sediment or sediment-laden water beyond the site to either land and/ or stormwater drainage systems shall be prepared and submitted to the Council (Team Leader Central Monitoring) for certification.

46

No construction activity shall commence until certification from Council is provided.

47

The Consent Holder shall request the Council’s (Team Leader Central Monitoring) determination as to whether the ESCP can be certified, in writing, within 10 working days of receipt of the ESCP.

48

The ESCP shall include, but not be limited to, the following matters: •

identification of construction zones and construction support areas;

•

specific erosion and sediment control works for each Active Construction Zone (location, dimensions, capacity supporting calculations and design drawings), which should be in line with Industry Best Practice that will meet or exceed the performance of measures detailed in Auckland Council Technical Publication No. 90, Erosion & Sediment Control: Guidelines for Land Disturbing Activities in the Auckland Region (TP90);

• •

catchment boundaries; the timing and duration of construction and operation of control works (in relation to the staging and sequencing of bulk earthworks);

•

details relating to the management of exposed areas;

•

reference to the Chemical Treatment Management Plan and confirmation of ESC measures necessary to give effect to that plan;

•

reference to the Contaminated Soils Management Plan and confirmation of ESC measures necessary to give effect to that plan; and.

•

monitoring and maintenance requirements, including information on complaint investigation and response procedures, training, and roles and responsibilities

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

Relevant Section

1.1

2.1.7 4

2.2 4 4

4.4.3.3 3.4.1 5

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Condition Number

Condition

Relevant Section

49

Any change to the ESCP shall be submitted to the Council (Team Leader Central Monitoring) for certification. No activity reliant upon a change to the ESCP can be undertaken until the change has been certified. The Consent Holder shall request the Council’s (Team Leader Central Monitoring) determination as to whether the proposed change can be certified, in writing, within 10 working days of submission of the change.

1.1

50

At least 20 working days prior to the commencement of construction, a CTMP which confirms the measures that will be taken to ensure that construction of the Project or Project Stage will be generally consistent with the Water Quality Assessment and the Industrial and Trade Activities Assessment prepared by Golder Associates (NZ) Limited, both dated December 2014 shall be submitted to Council (Team Leader Central Monitoring) for certification.

Appendix D

51

The Consent Holder shall request the Council’s (Team Leader Central Monitoring) determination as to whether the CTMP can be certified, in writing, within 10 working days of receipt of the CTMP.

Appendix D

52

The CTMP shall include, but not be limited to, the following matters:

Appendix D

a.

Specific design details of the chemical treatment system based on a batch dosing methodology for the site’s settlement tanks, including the potential for use of nonchemical flocculants (e.g. chitin based flocculants such as Haloklear);

b.

Monitoring, maintenance (including post-storm) and contingency programme (including a record sheet);

c.

Details of optimum dosage (including assumptions);

d.

Results of initial chemical treatment trial;

e.

A spill contingency plan; and

f.

Details of the person or bodies that will hold responsibility for the long-term operation and maintenance of the chemical treatment system and the organisational structure which will support this system.

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

Appendix T of the Project C E M P (Emergency Spill Response Plan)

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Condition Number

Condition

Relevant Section

53

Any change to the CTMP shall be submitted to the Council (Team Leader Central Monitoring) for certification. No activity reliant upon a change to the CTMP can be undertaken until the change has been certified. The Consent Holder shall request the Council’s (Team Leader Central Monitoring) determination as to whether the proposed change can be certified, in writing, within 10 working days of submission of the change.

1.1

54

Prior to construction (bulk earthworks) commencing, a certificate signed by a senior qualified person shall be submitted to the Council (Team Leader Central Monitoring) to certify that the erosion and sediment controls have been constructed in accordance with the certified ESCP(s) as required by Condition 45 of this consent.

4.7

55

Certified controls shall include diversion bunds, silt fences, and sumps. The certification for these subsequent measures shall be immediately upon completion of construction of those measures. Information supplied, if applicable, shall include:

4.7

a.

contributing catchment area;

b.

shape of structure (dimensions of structure);

c.

position of inlets/outlets; and

d.

stabilization of the structure.

supplied

56

The Consent Holder shall ensure that there shall be no deposition of earth, mud, dirt or other debris on any road or footpath resulting from bulk earthworks on the subject site. In the event that such deposition does occur, it shall immediately be removed. In no instance shall roads or footpaths be washed down with water without appropriate erosion and sediment control measures in place to prevent contamination of the stormwater drainage

3.1 and 4.5.1

57

The operational effectiveness and efficiency of all erosion and sediment control measures specifically required as a condition of resource consent, including the certified ESCP referred to in Condition 45, shall be maintained throughout the duration of bulk earthworks, or until the Project site is permanently stabilised against erosion.

5.1

58

The site shall be progressively stabilised against erosion at all stages of earthworks activity, and shall be sequenced to minimise the discharge of contaminants to groundwater or surface water.

4

59

The Consent Holder shall ensure that the erosion and sediment control measures shall be constructed and maintained in accordance with Auckland Council’s Technical Publication 90: Erosion and Sediment Control Guidelines for Soil Disturbing Activities in the Auckland Region, and any amendments to this document, except where a higher standard is detailed in the documents referred to in conditions above, in which case the higher standard shall apply.

1.1 and 4

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Condition Number

Condition

Relevant Section

60

Sediment control measures shall be inspected on a weekly basis and after a significant storm event to ensure effective operation. In the event that a discharge of debris, soil, silt, sediment or sediment-laden water occurs, the activity which resulted in the discharge shall cease immediately and the discharge shall be mitigated and/or rectified to the satisfaction of the Council (Team Leader Central Monitoring).

5.1

61

The Consent Holder shall ensure that all material removed from or delivered to the Project site shall be covered during transportation.

3.3

62

Upon completion or abandonment of bulk earthworks on the Project site all areas of bare earth shall be permanently stabilised against erosion to the satisfaction of the Council (Team Leader Central Monitoring).

3.3

63

Pursuant to section 128 of the RMA the conditions of this consent may be reviewed by the Council (Team Leader Central Monitoring) at the Consent Holder’s cost, by giving notice pursuant to section 129 of the Act, within six months after commencement of bulk earthworks and subsequently at intervals of not less than one year thereafter in order to achieve the following: a.

To deal with any adverse effects on the environment which may arise or potentially arise from the exercise of this consent and which it is appropriate to deal with at a later stage;

b.

To alter erosion and sediment control requirements as a result of previous monitoring outcomes, and/or in response to changes to the environment and/or hydro-geological knowledge, and/or changes to industry best practice;

c.

If, at any time, it is found that the information made available to the Council in the application contained inaccuracies which materially influenced the decision and the effects of the exercise of the consent are such that it is necessary to apply more appropriate conditions; and

d.

If, at any time, CRL-related works being undertaken under a designation providing for aspects of the Project, or a separate resource consent, leads to an inconsistent approach to the management of effects.

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Condition Number 99

100

Condition

The Consent Holder shall ensure that the following structural controls are constructed for the following catchment areas and design requirements and they are completed prior to discharges commencing from the site.

In the event that any minor modifications to the structural controls system are required, the following information shall be provided to Council:

Relevant Section

3.1, 4.4, Appendix K of the CEMP (Industrial Trade Activities Environmental Management Plan)

3.1

Plans and drawings outlining the details of the modifications; and Supporting information that details how the proposal does not affect the capacity or performance of stormwater management system. All information shall be submitted to, and the proposed modifications certified by the Council (Team Leader Central Monitoring), prior to implementation.

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Condition Number 101

Condition

Relevant Section

Within 30 days of the installation of the water treatment system, and prior to operation, a discharge monitoring programme, to assess the ongoing adequacy of all management practices, shall be developed and submitted to the Council (Team Leader Central Monitoring) for certification. The monitoring programme shall include, but not be limited to:

Appendix D

a.

sampling location for final discharge from the site(s);

b.

sampling locations on site (i.e. swale inlets, outlets etc);

c.

methods and procedures for discharge sampling on a quarterly basis;

Monitoring parameters for analysis, which shall include: Daily a.

Turbidity (NTU)

b.

pH

Weekly a.

Total Suspended Solids mg/L

b.

Copper (total) mg/L

c.

Zinc (total) mg/L

d.

Lead (total) mg/L

e.

Total Petroleum Hydrocarbons mg/L

Identified trigger levels for each of the above parameters. These trigger levels shall be developed with reference to the ANZECC Guidelines for water quality where applicable; and the methods and procedures for investigating and reporting stormwater discharge monitoring results to the Council (Team Leader Central Monitoring).

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

1.2.1

Sustainability

AT is seeking an Infrastructure Sustainability Council of Australia (ISCA) Infrastructure Sustainability (IS) rating for the Project. Full details are included in the Project’s Sustainability Management Plan. Project sustainability requirements that relate directly to the ESCP are included in Appendix E.

2 PROJECT DESCRIPTION This section presents a summary of the Project in relation to the matters required to be addressed by the ESCP and CTMP. A detailed description of the construction works is provided in the CEMP.

2.1

SUMMARY OF METHODOLOGY

Connectus will use a cut and cover method to construct two parallel rail tunnels within the Albert Street road corridor between Customs Street and Wyndham Street. The total length of the tunnel for the Project will be 340m. A number of utilities are required to be removed, relocated, or supported during construction.

Generally, the Project works will consist of: a. Utilities relocation and exposure b. Piling and capping beam construction within Albert Street (including relocating of any relevant services). c.

Piling and road deck construction within the Customs Street Intersection.

d. Trench Excavation, including using shotcrete and rock-dowelling. e. Construction and waterproofing of the rail tunnels. f.

2.1.1

Backfilling of the trench, including construction of the new road pavement Utilities Relocation and Exposure

The location of utility service cables/pipes/ducts (gas, electricity, phone, wastewater, stormwater) (herein collectively referred to as utilities) within the Project footprint have been identified through site inspections and liaison with Network Utility Operators, including Vector Electricity, Vector Gas, Vector Communications, Chorus, Auckland Council and Vodafone. It is not feasible to completely avoid all utilities, although wherever possible piling locations and other construction activities have been selected to avoid conflict with services. This CNV DWP covers only those utility works within the designation footprint and separate provision has been made for utility works required outside of the designation footprint.

Utility relocation works required for Project construction includes works both inside and outside of the trench alignment. All works outside of the trench will be completed prior to excavation works, while the works within the trench will be completed during trench excavation or as the trench is being backfilled on completion of tunnel construction. Further detail on utilities relocation can be found in the Project CEMP.

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

2.1.2

Piling and Capping Beam Construction within Albert Street

Piling is required as the initial stage of construction for the Project. It includes the installation of cased continuous flight auger (CFA) piles and the construction of pile caps. Figure 2 shows the location and staging of the piling (the sequence will be confirmed closer to construction). The asphalt surface of the road reserve will be removed and the utilities relocated. Piling will then occur, and a Pile-Cap constructed to connect the piles along the western side of Albert Street. Reinforcing will be installed and concrete placed.

2.1.2.1

Continuous Traffic Deck

Continuous steel traffic decks will be installed along each side of the main trench along Albert Street during the piling and capping stage of construction. The traffic deck along the western side of the trench will extend between Swanson Street and Customs Street, and will be used by general traffic along Albert Street. The traffic deck along the eastern side of the trench will extend between Wyndham Street and Customs Street and will be limited to use by construction traffic only. The eastern deck (construction traffic deck) will provide continuous access into the excavation along the length of the trench and additional construction site set down and plant space to supplement the southern and northern compounds.

In addition to the continuous traffic decks, two pedestrian bridges will span the trench, located on the north side of the Wyndham Street and Swanson Street intersections.

Figure 2 Piling Stages (shown in different colours – the sequence will be confirmed closer to construction)

2.1.3

Customs Street Intersection Piling and Road Deck Construction

Piling and construction of a deck structure at the Customs Street/Albert Street intersection will permit traffic to cross over, while tunnel construction occurs underneath. The deck will be constructed in four stages as shown in Figure 3. This will enable traffic to utilise the intersection during construction and avoids closing the intersection completely.

Each stage requires pile installation and jet-grouting followed by excavation to approx. 2m depth to allow the construction of the concrete deck. Once all four piling and deck sections are complete, excavation and tunnel construction can commence beneath the live intersection.

In addition to supporting the traffic deck, the piles and jet-grout columns hold back the soil during excavation beneath the deck and stop water from entering the excavation site. After tunnel construction, the area under the deck will be backfilled, and the deck structure ‘buried’ (i.e. the deck will no longer be a separate deck structure and will be incorporated in the area immediately below the intersection pavement).

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

Figure 3 Staged construction of road deck - – sections of the deck will be constructed in 4 stages (sequentially)

2.1.4

Trench Excavation and Spoil Handling

Trench excavation will be carried out in layers (starting at the southern end) with installation of temporary struts and ground anchors as the depth increases.

As excavation progresses, steel waler beams and struts will be installed in combination with ground anchors to support the piled trench walls. In addition, shotcrete and/or rockfall mesh with pins will be applied to the sides of the trench to stabilise the excavation face. Shotcrete will be spray applied, Rockfall mesh is installed by driving short pins into the soil and attaching the mesh to the pins.

As the trench becomes deeper, excavators and loaders will be located inside the trench to break material from the natural face of the trench and transport material to stockpiles. On the construction deck above, cranes and excavators will reach down to remove material from the trench to load onto trucks for offsite disposal.

2.1.5

Waterproofing and Tunnel Construction

The construction of the rail tunnels will be a rolling process with multiple work faces progressing simultaneously. The tunnel works will start at the southern end of Albert Street when the excavation plant is clear of the base of the tunnel.

Tunnel construction will be broken into 12m lengths, and comprises the following tasks: a. Base drainage and blinding b. Waterproofing c.

Base foundation and construction

d. Wall construction e. Roof construction CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

f.

Roof waterproofing

Concrete will be pumped to the works by pump machinery that is initially located at the compound on the southern side of Albert Street. The pump machinery is moved onto the construction deck as the works proceed further north.

Figure 4 shows a typical cross section for the cut and cover tunnels.

Figure 4 Typical cross section for the Albert Street Cut and Cover Tunnels

2.1.6

Trench Backfilling

As the construction of the tunnels progresses, back filling of the cut and cover excavation in the Custom Street Intersection and Albert Street trench will occur. The trench backfill will be placed on top of the tunnel structure after construction has been completed for a sufficient length (approximately 50m), including the installation of the waterproofing membrane, and will continue to follow the tunnel construction as it progresses. A layer of concrete blinding (or similar) will be placed over the roof membrane for protection from the trench backfill works. Material will be delivered to site by trucks on the construction deck. Trucks will deposit the fill material onto the floor of the deck structure and it will be collected and tipped into the trench by a loader.

Works to complete new utility routes or reinstate existing utilities will be coordinated with the filling operation as it reaches the upper layers. Finally, the construction of the new permanent road pavement will occur in stages after the trench backfill has been completed.

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

2.1.7

Temporary Pavement

Where required to maintain traffic movements, it will be necessary to put down a temporary pavement.

Temporary pavements will consist of unbound granular material with a bituminous seal, concrete panels or steel plates on the surface.

2.1.8

Active Construction Zones and Construction Support Areas

The Project works are comprised of Active Construction Zones (ACZ) D and E, which were identified during the consenting process for the CRL enabling works. These zones are described in more detail below and have been used to delineate the proposed construction methodology for different areas of work. Table 2 describes the location of each ACZ: Table 2: Active Construction Zones

Active Location Construction Zone*

Tunnel Length

Depth Below Ground

Earthworks Earthworks Earthworks Construction Volume (cut) Volume (fill) Areas Method (exposed)

D

Customs Street West

30m

12.0m

5,000m3

3,000m3

800m2

Cut and cover

E

Albert Street

330m

17.5m

80,000m3

45,000m3

6,000m2

Cut and cover

Total

85,000m3

*refer Appendix A for location of ACZ ACZ D is the area where the Customs Street intersection piling and road deck construction is located while ACZ E is the length of Albert street where the piling and tunnel construction is located.

The Project makes use of the Construction Support Areas (CSA) identified during the consenting process, although the exact boundaries have been modified (Table 3). CSAs 4 and 6 are located at the northern and southern extent of the works respectively and will be used for the duration of the works. CSA 5 is located on the approaches to the Customs Street West/Albert Street intersection and will be used during the customs street piling and road deck construction. CSA 5 will move during the four stages of road deck construction (refer Section 2.1.3 and Figure 3 of this ESCP). Once the road deck has been constructed, it will be opened to traffic and only parts of CSA 5 will be used as a CSA. Table 3 Construction Support Areas

Construction Support Area*

Location

4

North eastern Lower Albert Street

5

Eastern and southern approaches to the Customs Street West/Albert Street intersection

6

Southern extent of Albert Street Works

Area

1,200m

2

Variable

800m

2

*refer Appendix A for location of CSA

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Details of each CSA are provided below.

CSA 6 – at the Southern end will provide for: •

A small site office

•

A laydown area for materials and equipment

•

A small toilet and lunchroom facility

•

A generator

•

A load-in area for backfill material.

•

Concrete pumping equipment and concrete load-in.

•

Skip bins / rubbish and recycling bins

•

Provision for 150m³ of stockpiled material during the tunnel backfilling.

•

An earthworks storage area used for storing spoil during excavation and storing backfill material during backfilling

CSA 4 – at the Northern end will provide for: •

General and hazardous goods storage

•

Piling and deck equipment laydown

•

Skip bins / rubbish and recycling bins

•

Spill kits

•

Jet grouting equipment storage

•

A more substantial lunchroom and toilet facility

•

Site offices

•

A generator

•

Vehicle and Equipment Parking

•

Materials delivery and handling

•

Settling tanks

CSA 5 – On Customs Street: CSA 5 will be a relatively fluid construction support area as the intention is to keep traffic lanes open through staged construction of a traffic deck. During deck piling and deck construction CSA 5 will be used for: •

Piling equipment laydown

•

Jet grouting equipment

•

A Generator

•

Concrete delivery and pumping.

•

Portable toilet facilities

•

Skip bins / rubbish and recycling bins

•

Parking for the spoil removal truck

•

A bunded stockpiling area.

Once the bridge deck is complete, most of the area identified as CSA 5 during consenting will be open to traffic as works are carried out beneath the bridge.

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2.2

CATCHMENT BOUNDARIES

Stormwater runoff from adjacent catchments will be controlled and managed throughout all construction works. Stormwater inflow rate into the trench excavation has been estimated based on the catchment area of the trench, which is calculated to be 3,700m2 (refer Appendix B of this ESCP).

Further detail regarding stormwater runoff management is provided in Section 4 of this ESCP.

2.3

GEOLOGY

The excavation work for trench construction will be located through fill material underlain by Tauranga Group sediments and East Coast Bays Formation residual soil and rock of various weathering grades.

The Aurecon/PDP (2013) report highlighted key aspects of the hydrogeological regime including the following: •

Groundwater within the reclamation fill (encountered at the northern end of the proposed trench excavation) occurs between 2m and 3 m below ground level with maximum tidal fluctuations in excess of 1 m.

•

Regional groundwater beneath Albert Street occurs at depths greater than 18 m below ground level, which is shallower than the proposed rail tunnel alignment.

•

Perched groundwater beneath Albert Street is present in a series of interbedded sandstone/siltstone layers with relatively low permeability and limited lateral and vertical extent. Groundwater levels were measured at approximately 6 m below ground level (Golder 2014b).

Preliminary assessments have indicated maximum inflows into the trench of 16.4m3/day (refer to the Project Groundwater and Settlement Monitoring and Contingency Plan (GSMCP) in Appendix J of the Project CEMP). This number has been used for the purposes of sizing the treatment devices.

3 GENERAL EROSIONS AND SEDIMENT CONTROL MEASURES 3.1

KEY PRINCIPLES AND APPROACHES

Erosion and sediment control measures will be set up to minimise the extent of soil erosion and sediment yield from the Project site during construction and will be implemented and monitored in accordance with Auckland Council Technical Publication 90 (TP90) “Erosion and sediment control guidelines for land disturbing activities in the Auckland Region”. Sediment laden water from the Project construction works during the trenching and rail tunnel construction phases will be treated to achieve the effluent quality goal was established in the Water Quality Assessment prepared by Golder Associates (NZ) Limited, dated December 2014. This identifies minimum water clarity for all discharges of 10cm or greater measured with a black disk, pH between 5 and 9, and no visible TPH. In some circumstances, and where appropriate, measures exceeding the requirements of TP90 will be used to meet the effluent quality goal.

While Condition 99 of the Resource Consent specifies the use of structural controls as 2x 12,000L settlement tanks, developed design has resulted in a different approach to sediment control. For some work phases, the controls used will include the use of settlement tanks but other phases will apply different sediment controls as detailed below. General agreement on this approach was reached with the

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AC monitoring team in a meeting held on Wednesday 2nd March 2016. As per condition number 100, the following information will be provided for any minor modifications to the structural controls prior to implementation: •

Plans and drawings outlining the details of the modifications; and

•

Supporting information that details how the proposal does not affect the capacity or performance of stormwater management system.

All sediment control measures will be fully established within each construction area before physical works commence in that area. Removal of the sediment control devices and reinstatement of the surrounding ground on completion of the works will also form part of the civil component of the project and will be managed by Connectus.

All efforts will be taken to ensure that there will be no deposition of earth, mud, dirt or other debris on any road or footpath resulting from bulk earthworks on the subject site. In the event that such deposition does occur, it shall immediately be removed. If it is necessary to wash down roads or footpaths, measures will be in place to prevent contamination of the stormwater drainage system, or receiving waters. Dirty water treatment for the different work phases will vary based on construction techniques, site constraints and weather conditions. The overarching aim will be to use the appropriate level of treatment to meet the effluent quality objective (see above). This will involve using the following levels of controls as required: •

Level 1 controls consist of sediment socks and catchpit filters;

•

Level 2 controls involve level 1 controls with the addition of a settlement tank(s) eg Siltbuster HB50 / Seditrol unit and 2 x 5000L storage tanks;

•

Level 3 controls will involve level 1 controls and settlement tank(s) with flocculation (manual or automated); and

•

Level 4 controls consist of a specifically designed water treatment plant located within the trench or above ground (refer Section 4.4.3.2)

Table 4 summarises the hierarchy of approaches to be used.

Table 4: Overview of dirty water treatment by phase

Phase

Dirty Water Treatment approach

Utilities

Level 1 controls Level 2 controls may be required for some of the larger utilities works

Piling and customs street deck construction

Level 2 or 3 controls

Albert Street piling and capping beam construction

Level 2 or 3 controls

Trench excavation phase 1

Level 3 controls

Trench excavation phase 2

Level 4 control as detailed in 4.4.3

Specific sediment control measures for each work phase are discussed in Section 4 of this ESCP.

3.2

EARTHWORKS

Excavated will be loaded directly into articulated road trucks for offsite disposal and/or tipped off at tip head stockpile by site trucks at a site compound for re-loading onto road trucks for off off-site disposal.

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During the backfilling stage, provision for stockpiling of material has been made within the site construction areas to allow for temporary material storage.

The estimated total volume of material that needs to be removed from site is approximately 85,000m³. Fill 3 volume will be less than this, due to the construction of the tunnels, and has been estimated as 48,000m .

3.3

MANAGEMENT OF ACTIVE CONSTRUCTION ZONES

The following points illustrate the general approaches intended for managing runoff and sediment from the work areas (CSAs and ACZs): •

Soils that are identified for off-site disposal may be loaded directly for removal or stockpiled and loaded out as soon as practicable.

•

All material removed from or delivered to the Project site shall be covered during transportation where dust liberastion from the material is possible.

•

Where temporary stockpiling of spoil materials is required above ground, cover and/or bunding shall be provided as necessary to mitigate the generation of sediment laden surface water.

•

Where possible, surface water will be diverted away from the construction zones.

•

Dirty surface runoff within the construction areas will be collected within cut-off channels, barriers and bunds/filtersocks - and directed to open trench or removed off-site or pumped to a treatment device appropriate for the present scale of works for treatment (refer to section 4).

•

Protecting the stormwater system - using filter cloth over inlets or alternative inlet protection measures.

•

Any machine oil and fuels stored on site will be contained within a separate bunded area to avoid contamination with other surface run off. In the event of a spill any outlets from this bunded area will be closed until such time as the spill is dealt with.

•

Ensuring all clean surface site runoff within the construction area is kept separate from dirty water.

Clean water will discharge to the existing stormwater system.Road sweeping as required if any tracking of material occurs on adjacent streets.

•

Regular visual observations of sediment conditions will be completed by Connectus, as the Principal Contractor.

•

If a sediment release occurs, the time, duration, location and cause will be recorded in the daily report as well as remedial actions performed. Any sediment complaints will be recorded on Environmental Incident Form and recorded as per the CEMP.

•

Upon completion or abandonment of bulk earthworks on the Project site all areas of bare earth shall be permanently stabilised against erosion to the satisfaction of the Council (Team Leader Central Monitoring).

3.4 3.4.1

OTHER CONSIDERATIONS Contamination

The majority of spoil material generated as part of the land disturbance works will likely meet clean fill classification (refer Contamination Delivery Work Plan in Appendix G of the CEMP).

During all land disturbance activities site workers will actively monitor active construction zones for the conditions/materials specified in the Contamination Delivery Work Plan (CDWP). The CDWP, which

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addresses the requirement for a Contaminated Soils Management Plan under the resource consent conditions for the CRL Britomart to Wyndham enabling works, contains a set of contingency measures to be undertaken if suspected contaminated material is discovered. If suspect material is other than cleanfill then it will be sent as managed or contaminated fill as a precaution until lab testing confirms otherwise.

3.4.2

Dust Control

The majority of the works are taking place below ground and therefore dust generation will be largely contained. Above ground works areas will be kept free from spoil through regular sweeping. In the event dust becomes a problem the relevant areas will be dampened with either treated water from site (preference) or from the local mains water supply.

Dust control is further outlined in Section 6.3 of the Project Air Quality Delivery Work Plan (AQ DWP) (Appendix H to the Project CEMP). The AQ DWP identifies management approaches relevant to stockpiles, sealed surfaces and vehicles.

3.4.3

Asphalt Works and Concrete Cutting

During any concrete or asphalt works, adjacent stormwater drains will be completely isolated with drain plugs and a submersible pump or vacuum truck will be used to remove any contaminated run-off that enters the catchpit. If this is not practicable then careful sandbagging or bunding around the catch pit grate will be used as an alternative.

Other controls that will be used include: •

Minimising the amount of water used on site (e.g. in dust suppression, concrete cutting, cement mixing) so there is less run-off to control.

•

Dust is also created during dry concrete or asphalt cutting. Using saws that can have a vacuum attached will minimise the amount of dust.

•

Using a wet/dry vacuum, or vacuum truck for larger jobs, to collect all concrete or asphalt contaminated material (slurry) to be disposed off-site.

•

Washing all equipment and tools in a designated wash area, well away from stormwater drains.

•

Using tarpaulin sheets under concrete pumps and delivery chutes to capture any spills.

•

Not allowing concrete trucks or concrete pumps to wash out on site.

4 SPECIFIC EROSION AND SEDIMENT CONTROL METHODS 4.1

UTILITIES RELOCATION

A number of utilities will be relocated prior to and during the piling phase. These include power, telecommunications, gas, water mains and stormwater. With the exception of the Customs street stormwater works (which is being undertaken using trenchless techniques), and the combined services trench - which will take approximately 60 days, the relocations will take be relatively short-duration. Works will generally involve narrow, shallow trenching within the roadway or designation footprint as outlined in Section 2.1.1.

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Table 5 shows the utilities works (outside of main trench) duration and earthworks volumes.

Table 5 Utilities works (outside of trench) duration and earthworks volumes Work Section

Combined Service Trench – Western Footpath including crossings

Vector Electricity from Swanson St west across Albert St down Swanson St East Vector Gas and Communications trench – Eastern Footpath

Customs St Stormwater Works

Swanson St East Stormwater Works – Surface Works

Swanson St East Stormwater Works -ANZ Connection

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

Scope

Duration

•

Approximately 350m of 1.5m wide by 1.2m deep trench on western footpath between Customs St and Wyndham St

60 Days

3 630m

•

Install ducting for services

•

Service Providers to Connect onto existing network at Customs St and Wyndham St

•

Install 4x150mm ducts from SW corner of Swanson St and Albert St across Albert St into Swanson St east.

20 Days

3 250m

•

Install 6 x 100mm ducts down Swanson St

•

Excavate 4 x joint bays down Swanson St to connect new cables to existing cables.

•

Construct a 1.0m wide by 1.2m deep trench on eastern footpath.

30 Days

3 240m

•

Vector Gas duct to be installed for approximately 200m between Customs St and Swanson St. Includes the installation of approximately 50m of PE Gas pipe down Swanson St to a connection point onto the existing network. (Exact location currently unknown)

•

Vector Communications ducts to be installed for approximately 200m between Customs St and Mills Lane, and also Swanson St and Wyndham St.

•

Installation of three permanent manholes.

50 days

•

3 150m

Connection to existing Albert St Stormwater SemiElliptical Main and connection to existing stormwater system at new SWMH 1/3.

•

Installation of est.40m of 600mm permanent concrete pipe via trenchless construction.

•

Installation of est. 10m of polypropylene pipe via trenching.

•

Demolition of existing services pit

20 Days

30m3

•

Installation of 1.5m internal base manhole via open excavation.

•

Core connection between SWMH 3/1 and Swanson St shaft

•

Install dropper

•

Installation of approx. 2m of permanent 600mm reinforced concrete pipe via open excavation from SWMH 3/1 past the pile line

•

Installation of approx. 5m of permanent 300mm polypropylene pipe via trenchless construction from within the Swanson St shaft for the ANZ Tower connection.

15 Days

5m3

525mm

Approximate Earthworks Volume

permanent

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Work Section

KingstonWyndham St Stormwater Works

Wyndham St Stormwater Works

Swanson St West Stormwater Works

Customs St 110kv Breakout and Reinstatement

Swanson St & Wyndham St Chorus Works

Swanson St 200m water main upgrade

Scope

Duration

Approximate Earthworks Volume

•

Installation and connection of two permanent manholes.

35 Days

300m3

•

Installation of approx. 80m of permanent 375mm polypropylene pipe.

•

Installation of approx. 26m of temporary 225mm polypropylene pipe via trenching.

•

Connection to existing stormwater system at one location

• •

Installation and connection of one permanent manhole.

25 Days

75m3

•

Connection to existing stormwater system at new SWMH 9/1.

•

Connect to existing SWMH 7/1 via deep (3m) open excavation

12 Days

65m3

•

Install approximately 12m of deep (3m) permanent 375mm pipe from SWMH 7/1 to within pile wall alignment.

•

Excavate to underside of concrete encased ducts between existing chamber on Lower Albert St and approximately 4m west of Piles (toward Fanshawe)

20 days

300m3

Installation of approx. 12m of permanent 450mm reinforced concrete pipe via trenchless construction.

•

Saw cut concrete encasement in sections for removal

•

Remove encasement

•

Install new ducts over top of customs St traffic deck

• •

Encase ducts in Vector approved thermal concrete

•

Reinstate

•

Install 8 x 100m ducts for a length of approximately 50m down Swanson St east.

•

Install 100mm ducting across Wyndham St and Albert St.

(3 separate Visits)

Connect/weld new ducts to existing ducting at either end

•

Locate existing water main

•

Isolate existing water main

•

Remove existing water main and replace with

15 Days – Swanson St

150m3

15 Days – (Wyndham St) 15 Days

100m3

During the utilities work, sediment will be controlled by: •

Concrete/asphalt cutting controls as outlined in section 3.4.3

•

Storing excavated material upslope of trenches, away from overland flowpaths, kerb and channels and stormwater catchpits.

•

Providing filter socks around the trench area to keep clean water out, and any dirty water within the trench.

•

Providing catchpit protection for adjacent catchpits in accordance with Auckland Council Best Management Practice – Catchpit protection, July 2011.

•

Covering any temporary stockpiles with tarpaulins should rain be forecast.

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•

If dewatering of the trenches is required this will be undertaken by pumping water through a geotextile or filter bag and discharging to the nearest stormwater catchpit. Alternatively, a sucker truck may be used to remove dirty water from the trench and dispose offsite.

•

Trenches will be backfilled and permanently stabilised as soon as possible and asphalt / concrete road or footpath reinstated. Given the generally short length of work, no temporary stabilisation is proposed.

•

Regularly inspecting and cleaning out sediment controls and secondary catchpit protection.

•

Regularly sweeping up of sediment or dust and disposing appropriately so that it will not become airborne or enter surface water.

•

Once works are complete removing environmental controls and inspecting stormwater catchpits and removing any contamination associated with site works.

During the utilities work where trenchless techniques are being used, the following controls will be used: •

Cleanwater will be diverted around the active work site using bunds. Any batching plant will be located within bunded area.

•

Sandbag/sediment socks will contain any dirty water.

•

Install catchpit protection measures such as filters.

•

Drill slurry will be contained in manholes and removed as required by sucker trucks located on/near the site for the period of the works. Sucker trucks will dispose of slurry to an authorised facility.

•

A sucker truck will be available on site for the duration of the works in the event of a spill.

For utilities works within the main trench, sediment will be managed as per the mitigation outlined for the main trench excavation outlined in Section 4.4 of the ESCP. 4.1.1

Overpumping

If cleanwater cannot be diverted it will be necessary to remove overland flow from the utilities work area by ‘overpumping’. This involves installing temporary barriers at each end of the working space and installing pumps on the upstream side of the barriers so overland flow can be bypassed around the work area and discharged on the downstream side.

4.2

PILING AND CAPPING BEAM CONSTRUCTION WITHIN ALBERT STREET (ACZ E)

Work within ACZ E (refer Section 2.1.8 and Appendix A of this ESCP) will begin on the western side of Albert Street. Following piling in each area, pile caps will be constructed to connect the piles together.

Steel beams are then installed that span between the capping beams. These support a traffic deck on the western side of Albert St between Swanson Street and Customs Street, and a construction deck on the eastern side from the southern compound to near the intersection with Customs Street.

The piling and capping beam construction on Albert Street is expected to take approximately 7 months and will take place in a number of stages so that active construction zones are restricted to the specific areas undergoing work. The zones will be responsive to the rate of progress and traffic requirements. The physical boundaries of the active construction zones may vary from week to week.

Drilling will be carried out at a rate of approximately 4 piles per day. The spoil from each pile will be 3 approximately 6m and deposited adjacent to each pile in a position where it can be loaded to a truck and disposed of to landfill.

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Following installation of a group of piles, a section of pile capping beam will be constructed. Prior to pouring the concrete, the capping beam trench will act as a ‘sump’ to collect dirty water.

Table 6 summarises the construction activities relevant to erosion and sediment control and the control approach for each type of activity. Specific methods are discussed further below.

Table 6: Piling and capping bean construction activities, duration and related sediment control approach:

Construction Activity

Duration

Control Approach

1-2 weeks for each stage

• •

Off-site disposal

4 piles/day

•

1-3 weeks for each stage

Immediate transfer of spoil to truck for off-site disposal

•

If temporary stockpile required and rain forecast/occurring cover stockpile, divert clean water to stormwater system and contain dirty water within bunds and pump to settlement tank for treatment. Flocculants added to settling tank if necessary to meet effluent quality goal.

Excavate below surface around and between pile, breaking back or splitting off concrete at top of pile to allow for capping beam.

1-2 weeks for each stage

• •

Off-site disposal Collection off all concrete or asphalt contaminated material (slurry) using an excavator, a wet/dry vacuum, or vacuum truck for off-site disposal

Construct concrete pile Cap

2-4 weeks for each stage

•

Collection off all concrete washings / spillage during pouring - for offsite disposal

Once pile cap is in place for a section of piles a width of the roadway will be excavated to 600mm so steel beams can be installed.

2-4 weeks for each stage

•

Concrete/asphalt works to be managed according to best practice as detailed in Section 3.4.3 of this ESCP.

•

Immediate transfer of spoil to truck for off-site disposal

•

If temporary stockpile required and rain forecast/occurring cover stockpile, divert clean water to stormwater system and contain dirty water for treatment.

•

Asphalt works to be managed according to best practice as detailed in Section 3.4.3 of this ESCP.

Asphalt and underlying concrete removed Vacuum extraction system used to remove granular pavement material at each pile location and check for services

Piling drill rig used to install Continuous Flight Auger pile, depositing spoil within work zone adjacent to pile hole

These support traffic/construction decks

Road surface reinstated

Varies

Collection off all concrete or asphalt contaminated material (slurry) using a wet/dry vacuum, or vacuum truck for off-site disposal

Typical erosion and sediment control methods that will be used at each active work site are provided below for the western and eastern sides of Albert Street.

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4.2.1

Western Side of Albert Street

On the Western side of Albert Street, piling work is taking place in close proximity to the kerb and channel.

A clean water flow path will be maintained using a temporary 150mm diameter PVC pipe in the gutter.

During rain events, clean water will flow through the gutter pipe or will be diverted around the stockpile and work area downstream to the curb and channel. This is depicted in Appendix A of this ESCP, Drawing 0357.

During rain events, the stockpile will be covered with a tarpaulin, and a bund around the piling area will contain and divert dirty water flow into the capping beam trench or sump so it can be pumped out to a settlement tank.

The volume of sediment laden water that could be generated during a ‘water quality storm’ design event is summarised below. This is used to determine an appropriate settlement tank size.

•

Work area (dirty water catchment): 140m2

•

Water quality storm depth (1/2 of 2-year ARI event): 27mm

•

Runoff volume: 4m

•

Provision of a 9m tank is proposed which will be more than sufficient. In summary, during a rain event the following measures will be employed:

•

A sandbag / sediment sock bund will be established around the work zone to capture all internal site

3

3

3 runoff which is potentially contaminated with sediment and pumped into a 9m settling tank located on site.

•

Where water enters the pile trench (prior to the beam construction) it may need to be dewatered and pumped to the settling tank if not adequately contained.

•

Clean water will be passed through the treatment system and discharged to the stormwater system, where it meets the water quality requirements. Flocculants will be used where required to meet effluent quality goal.

•

Catchpits adjacent to the works area will be protected using catchpit filters.

Refer to Appendix A of this ESCP, Drawing 0357 for details of clean water and dirty water management during rainfall.

4.2.2

Eastern Side of Albert Street

The physical boundaries of the active construction zones may vary from day to day. For this reason, it is not practical to establish semi-permeant clean water diversion around work areas. The preferred approach is to ensure this water can pass around the work zone without contact with any stockpiles.

The distance between the kerb to pile face on the eastern side of Albert Street will be greater than 3 metres. Therefore, a clean water flow path will be maintained around the eastern side of the work area utilising the existing roadway curb and channel systems.

During rain events, clean water will flow along the kerb and channel or be diverted around the stockpile and work area downstream to the existing stormwater system. This is depicted in Appendix A of this ESCP, Drawing 0358.

During rain, the stockpile will be covered with a tarpaulin, and a bund around the piling area will contain and divert dirty water flow into the capping beam trench or sump so it can be pumped out to a settlement tank.

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The volume of sediment laden water that could be generated during a ‘water quality storm’ design event is summarised below. This is used to determine an appropriate settlement tank size.

2

•

Work area (dirty water catchment): 150m

•

Water quality storm depth (1/2 of 2-year ARI event): 27mm

•

Runoff volume: 4m3

•

Provision of a 9m tank is proposed which will be more than sufficient. In summary, during a rain event the following measures will be employed:

•

A sandbag / sediment sock bund established around the work zone to capture all internal site runoff

3

3

which is potentially contaminated with sediment, and pumped into a 9m settling tank located on site.

•

Where water enters the pile trench (prior to the beam construction) it will need to be dewatered and pumped to the settling tank. Flocculants will be used only if required to meet effluent quality goal.

•

Clean water will be decanted off the settlement tank and discharged to the stormwater system. At all times, downstream catchpits will be protected using catchpit filters.

Refer to Appendix A of this ESCP for details of clean water and dirty water management during rainfall.

4.2.3

General Site Manager Practices (Albert Street – Pilling and Capping Beam)

The spoil from each pile excavation will be approximately 6m3 and deposited adjacent to each pile in a position where it can be loaded to a truck and disposed of to landfill. It is expected that spoil will be removed off site within 24 hours. However, in the event that that a stock pile remains on site beyond this time period and if rain is forecast, the stockpiles will be covered with tarpaulin, and the perimeter bunded with sediment filter socks and sand bags as described above.

Truck access will be on hard surfaces. At the end of each day, or as required, the site will be swept to keep the truck access area clean as it will not be possible to utilise a wheel wash due to space restrictions.

Sweepings will be directed into the capping trench or stockpile. If the truck area cannot be kept clean via sweeping, the area will be cleaned using a wet-vac vacuum cleaner. If water is used to clean the area the dirty water will be washed into the capping beam trench. The dirty water will be removed from the trench using either: •

pump to a sediment tanks (2 x 5000L)

•

wet vac or a hydrovac sucker truck (for emergency / unforeseen circumstances)

It is noted that work will be halted when heavy rain is forecast, and the site protected.

4.3

PILING AND ROCK DESIGN CONSTRUCTION WITHIN THE CUSTOMS STREET INTERSECTION (ACZ D)

Work within ACZ D (refer to 2.1.8 and Appendix A of this ESCP) consists of piling and construction of a temporary deck structure at the Customs Street/Albert Street intersection to permit live traffic to cross over, and tunnel construction beneath the road deck.

The construction will take place in four phases as described in Section 2.1.3 and Figure 3 of this ESCP. CSA 5 will be used during construction of the road deck. This CSA moves depending on which of the 4 stages of deck construction is being undertaken. It is noted that each stage will be completed (piling through to deck construction) prior to moving to the subsequent stage. Refer to Appendix A of this ESCP, Drawing 0355 for further detail on the erosion and sediment control methods during each of the stages.

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Table 7 summarises the construction activities relevant to erosion and sediment control and the control approach for each type of activity. Specific methods are discussed in the following sections.

Table 7: Road Deck Construction activities, duration and related sediment control approach

Construction Activity

Sediment Control approach

Remove existing road surface. Remove 762mm wide strip of asphalt and concrete up to a few piles width at a time.

• •

Off-site disposal to approved landfill

•

Immediate transfer of spoil to truck for off- site disposal

•

If temporary stockpile required divert clean water and contain dirty water for treatment.

Flocculants added to settling tank if necessary to meet effluent quality goal.

•

Immediate transfer of spoil to truck for off- site disposal

•

If temporary stockpile required divert clean water and contain dirty water for treatment in settling tank

•

Appropriate management of concrete pouring operations and backfilling.

Vacuum extraction system used to remove granular pavement material at each pile location and check for services Piling drill rig used to install Continuous Flight Auger pile, depositing spoil within work zone adjacent to pile hole.

Jet grouting installed to bridge the gaps between the piles.

Excavation of footprint area of stage (1.5-2m)

Deck construction, stabilisation

4.3.1

concreting,

backfilling

and

Collection off all concrete or asphalt contaminated material (slurry) using a wet/dry vacuum, or vacuum truck for off- site disposal.

Piling (Custom Street Intersection)

Similarly, to the piling work on Albert Street, the spoil from the custom street intersection piling work will be regularly loaded onto trucks for disposal off-site. Where temporary stockpiles of spoil are required these will be located within CSA 4 or CSA 5, clear of overland flow paths. In the event of rain, the spoil will be covered and a sandbag and sediment sock bund established around the work zone to capture internal site runoff which is potentially contaminated with sediment and pumped into a 9m3 settling tank or skip located on site. Clean water will be decanted off the settlement tank and discharged to the stormwater system.

4.3.2

Excavation (Custom Street Intersection)

Drawing 0355 (Appendix A of this ESCP) shows each stage of works and the temporary stockpile areas which will be used during the excavation process at the Customs Street Intersection.

Excavators will be used to load the material onto trucks as soon as possible following excavation. If a temporary stockpile is required and rain is forecast: cover stockpile, divert clean water and contain dirty water for treatment.

Downstream catchpits will be protected using catchpit filters. Refer Drawing 0355 (Appendix A of this ESCP) for details of clean water and dirty water management during rainfall.

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4.3.3

General Site Management Practices (Custom Street Intersection)

Trucks collecting spoil will be accessing the site on hard surfaces (stabilised) minimising the spread of construction debris via truck movements. Regular road sweeping will be carried out along the adjacent roadway where trucks leave the site. Sweeping will be directed either into the work zone or to the spoil stockpile in the CSA. If areas require washing with water, dirty water will be collected within bunded areas and pumped to the settling tank, or led to the excavation on site. Flocculants will be used if required to meet the effluent quality goal.

4.4

MAIN TRENCH EXCAVATION

The trench excavation will begin adjacent to the southern compound and proceed from south to north down to the Customs Street intersection. Spoil will be loaded onto trucks located on the construction deck for off-site disposal during this phase (Refer Drawing 0351, Appendix A for trench overview).

When excavators can no longer remove material while sitting at surface level, excavation of material will progress down to the underside of the struts in a north to south direction. Excavation will then proceed in layers from Customs Street. The estimated total amount of material that will be removed from site during the trench excavation works is approximately 85,000m3.

Cranes and excavators fitted with clamshell buckets will reach down into the trench and remove the material that has been loosened. The surface cranes and excavators, located on the construction deck will load the material into 10T trucks for disposal of material offsite.

The construction deck will be kept clean by regular sweeping therefore preventing spread of loose sediment or debris as the trucks leave the site. Trucks will enter the construction site from gates located along the southbound lane of Albert Street. They will reverse up to the excavation plant to be loaded, and then exit the site through the same gates, back into the Albert Street southbound lane.

The construction deck, which will maintain a small crossfall towards the trench (refer SKE 0354, Appendix A) will be swept and or washed clean when necessary, in order to prevent spoil material being tracked out onto the public road. The dirty water from washing the deck will discharge directly into the trench.

For each subsequent layer of excavation, all stockpiles will be located within the trench footprint. Swale drains will be created and maintained adjacent to the pile walls to convey dirty water to the trench sump.

Trench dewatering is discussed in the following sections.

Table 8 summarises the main construction activities relevant to erosion and sediment control and the control approach taken. Specific methods are discussed in Sections 4.4.1 to 4.4.3.3 of this ESCP. Table 8: Trench Excavation activities, duration and related sediment control approach

Activity

Duration

Control approach

Trench Excavation from Remove existing road surface

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

Up to 1 week per street block (intersection to intersection)

•

Dispose of spoil to an appropriately consented fill site, in accordance with Connectus’ sustainability goals for the Project

•

Locate water treatment equipment at road level adjacent to excavation loading point

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Activity Trench Excavation Phase 1

Main Trench Excavation Phase 2.

Duration 3 Months

17 months

Medium sized excavator supported by wheel loader transports material from excavation face to loading area Large excavator (20-30T) or when depth increases machines load material directly onto trucks or to stockpile

Control approach •

Excavator loading directly waiting trucks for disposal.,

•

Swale drains and pump sump installed

•

Dirty water from the trench will be pumped to an appropriate treatment device. Early in the program while catchment areas are small and disjointed, this may be a settlement tank(s) or lamella plate clarifier (s) (e,g. Siltbuster HB50). As the excavation progresses, increasing catchment area and connectivity, dirty water will be pumped to a more perm anent onsite water treatment plant.

• •

Clean water management

•

Swale drains and pump sump installed

• •

Stockpiles located within trench.

to

Water Treatment Plant (WTP) located on site

Dirty water (groundwater / stormwater) collected and treated in WTP, Ph adjustment and flocculent dosing

Stabilisation using shotcrete

4.4.1

Trench Drainage Phase 1

During this transitional phase excavation occurs from the construction deck and spoil is loaded onto trucks for stockpile or disposal offsite. Water entering the trench will be pumped to a suitable water treatment device. In the early stages of excavation, as services are exposed and managed, sections of the excavation may be small and disjointed. The approach at this stage is to: •

Maintain existing flow paths where possible to avoid clean water entering the trench

•

Use the open excavations as water storage area (most rainfall is expected to soak away to ground as the excavation is above the water table in this phase).

•

Use small water treatment devices (settlement tanks / Siltbuster HB50s or similar) to treat water pumped out of the disjointed excavations. Flocculants will be used as necessary to meet the effluent quality goal. This would involve batch dosing or the use of Haloklear socks or dosing via floc manifold.

•

As the work progresses, and individual excavations become larger and more connected, water can be drained towards the larger water treatment plant to be established prior to phase 2 main trench excavation works.

4.4.2

Trench Drainage Phase 2

During this phase, all stockpiles will be located within the trench.

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Both groundwater and rain water will enter the active construction zone along the entire length of the trench. For each layer of excavation, swale drains will be created and maintained adjacent to the pile walls.

These drains will direct rain water and ground water along the trench to a pumping sump. The base of the excavation will be constructed with a camber to direct water to the trenches at the sides. The trenches will convey both ground water and any rainfall collecting within the trench to the sump.

Once the trench has reached full depth a NOVACOIL drain will be established along each side to convey ground water to the pumping sumps. This drain will be buried within a base layer of drainage metal which is placed on top of geofabric to minimise sediment entrainment.

4.4.2.1

Pump Sump

A movable pumping sump will be established for each excavation layer. The purpose of the sump is to provide some attenuation and averaging of flows as well as providing an easily maintainable space to allow sediment to drop out of suspension prior to the water being pumped to the water treatment plant (WTP). Refer Figure 5 below.

Figure 5 Schematic showing location of movable pumping sump

The sump will be moved within the trench as excavation progresses due to the confined space within the trench and co-located construction activities. •

Concrete manhole risers may be used to house pumps and set water levels. Base and high flow submersible pumps can be installed inside the manholes if required.

•

A floating decants (similar to a TP90 design) could be included on the primary manhole to allow the pumping sump to drain down during dry conditions. This will facilitate sump clean out and restore storage capacity in the sump.

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Figure 6 Schematic showing sump and pump arrangement

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4.4.2.2

Trench Dewatering – Phase 2 Trench Excavation

Sediment-laden water will be pumped from the trench, through a water treatment plant), and then discharged to the stormwater or sewer network once it has reached the appropriate effluent quality standard.

Up to three pumps will be used to lift water from the base of the trench, a possible set up may be: •

Base flow pump - sized to lift the expected daily average flows out of the trench to the water treatment plant. This will be an electric submersible pump operated by a float switch. The pump will be sized to avoid frequent on / off cycling. (14L/s – refer below).

•

A standby duty pump – sized to lift the maximum treatable flow to the water treatment plant. This pump is expected to operate during rainfall events and will be sized to provide the maximum allowable flow to the WTP. This pump will also be operated by a float switch. (14L/s – refer below).

•

A high-volume emergency pump – sized to deal with flows from the low probability rainfall events.

This pump will discharge water directly to stormwater without treatment. Its purpose is to prevent health, safety or environmental incidents that could result if substantial flooding of the trench was to occur. This pump will be operated by a float switch with manual start and stop facilities. (This is likely to be in the order of a 25L/s pump).

Electric pumps are preferred over diesel or petrol-powered pumps in line with the Project’s sustainability goals (reduced carbon footprint) and because automatic controls are easier to establish than for combustion engine driven pumps. Pumps will be connected to the WTP via lay flat hoses and cam-lock fittings which are easy to set up and reconfigure.

In order to predict the performance of the system, and size the pumps appropriately, modelling was undertaken using HEC-HMS – using the inputs detailed in Table 9.

While the contributing catchment of the trench has been calculated at 3700m2 (refer section 2.2 of this ESCP) the modelling applied a safety factor (approximately 50%) to allow for additional flow from adjacent catchments entering the trench.

Table 9: Modelling input parameters

Parameter

Value

Groundwater ingress

3 16.4m /day

Rainwater catchments

5780m

Rainfall events tested

Time-series (2011, 2008, 2004) – taken from the Albert Park rain gauge.

2

Comment Average groundwater inflow as provided Surface area of the trench with added safety factor.

1 in 20-year SCS design storm Dewatering system capacity

3 Two units of 25m /hr each – operated under normal conditions at half capacity (based on the siltbuster HB50).

Based on manufacturers specifications

Pump capacity

3 Primary pump – 14L/s (25m /hr) to match capacity of the siltbuster HB50

Possible arrangement to ensure adequate contingency

3 Secondary pump – 14L/s (25m /hr) to manage peaks Trench dimensions

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

18m deep, 20m wide, 3.8% base slope.

Based on drawings provided.

This provides the basis for storage which was modelled

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Parameter Pump settings (depth in m above trench invert)

Value

Comment

Start 0.6m, stop 0.2m

Set based on acceptable levels of inundation within the trench, adjusted as required.

The modelling results are summarised in Table 10.

Table 10: HEC-HMS Trench and pump modelling results

Time Series 2011 2008 2004 20 Year ARI Small pump (14L/s) Large pump (28L/s)

Rainfal l Volum e (m3)

Maximum trench elevation (m)

15811 13387 13396

1.1 1.0 0.9

2 0 0

12 3 2

879 879

1.0 0.9

0 0

7 1

Time at >1m depth (h)*

Time at >0.8m depth (h)*

*Note: 0.8m depth equates to a flooded length of 20m; and a 1m depth equates to a length of 26m.

•

Time series: The results indicate that using a 14L/s pump, the maximum trench elevation achieved ranged between 0.9 and 1.1m. The worst-case year was 2011, which resulted in 12 hours of the total year being above 0.8m depth, and only 2 hours above 1m. This length of time is considered acceptable, and depending on whether the working face is at the down-slope end of the trench area or not, the water level can be allowed to increase without compromising the work progress. These results confirm that all the water can be removed at a rate that can be managed by the WTP capacity.

•

1 in 20 years, 24-hour design storm: In an extreme event such as this, works will be halted, and the water level within the trench will be allowed to increase temporarily to a higher level. Modelling using a 14L/s pump (half capacity of 2 x siltbusters) – would result in a peak water level of 1.0m within the trench base, and the total volume of approximately 900m3 would take around 15 hours to pump out through the WTP (refer Appendix B of this ESCP). Using a 28L/s pump (max capacity of Siltbusters) would reduce the peak water level to 0.9m, and reduce the pumping time during the peak to around 5 hours (refer Appendix B of this ESCP). These results confirm that all the water can be removed at a rate that can be managed by the WTP capacity. NB: Subject to treatability which may extend discharge times to meet water quality requirements.

4.4.2.3

Water Treatment Plant – Possible Option

The WTP will utilise a treatment train approach consisting of the following components (Figure 7): 1. Mixing header Tank 2. Influent Quality Monitoring devices 3. Dosing system 4. Sediment settling and dewatering tanks (e.g. Siltbuster or Seditrol Clarifiers) 5. Effluent Quality Monitoring device 6. Treated water storage/reuse 7. Discharge to stormwater or sewer network

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Figure 7: Typical Water Treatment Plant overview

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1. Mixing / Surge Tank The first stage in the treatment train consists of a mixing/surge tank. This serves to homogenise the influent water. Rapid changes of influent water quality are evened out so that gradual changes in water quality will be fed to the rest of the treatment train. This approach reduces the frequency and magnitude of dosing adjustments. In addition, during very low flows, the tank may be used to store water for batch processing.

2. Influent Quality Monitoring After the mixing tank, and where included, inline pH and Total Suspended Solids (TSS) meters will gather continuous influent water quality data which will be fed to the pH and flocculent dosing system.

3. Dosing System Three types of chemicals will be employed to assist the lamella clarifiers in treating water to achieve the consented water quality standard: •

Coagulants

•

Flocculants

•

pH adjustment – acid / alkali

An electronic dosing device will be used. An example of this is provided within the Chemical Treatment Management Plan (Appendix D of this ESCP).

4. Sediment Settling and Dewatering The treatment system will have a sediment settling and dewatering stage. The pump capacity calculations have been based on using two lamella clarifier tanks known as ‘Siltbuster’.

Siltbuster™ HB50 tanks have been used successfully in New Zealand and overseas, and are understood to be accepted by Auckland Council (personal communication with Malcolm Todd, Babington & Associates Ltd). Figure 8 shows a schematic of a Lamella Plate Clarifier.

The Siltbuster HB50 unit is a highly effective mobile lamella clarifier and has been specifically designed to provide water clarification for a range of applications. Process water, groundwater or site runoff can be treated either for re-use or discharge off site either to stormwater or sewer system. Refer to Appendix C of this ESCP for details of the clarifier unit.

Each unit has a maximum recommended hydraulic capacity of up to 50m3/hr (14litres/sec). Initially a smaller unit will be used with a treatment and discharge flow rate of 6 litres per second until dirty water generation increases such that a larger treatment capability is required to meet discharge water quality standards. Estimates of average long-term groundwater flows are predicted around 16m3/day with worst case maximum higher initial short-term inflows of 30-60 m3/day depending on the zone and the construction methodology. A series of rainfall events (time series and design storm) have also been modelled to predict the performance of the Siltbuster unit (refer section 4.4.3.2 of this ESCP). These results show the two units proposed will have sufficient capacity to manage expected inflows. For events greater than this, water will fill up the lower reaches of the trench until such time that the WTP can process down the extra volume.

In terms of the treatment performance the units are material specific and nominally designed to achieve 90% removal of the +15micron diameter particles (medium sized silt) at a flow rate of 45m3/hr, +10micron at 20m3/hr and some +6 microns at 5m3/hr. Under normal operating conditions the unit will also remove a significant proportion of the material in the 2 to 15µm (fine to medium sized silt) range. These are based on average particle densities.

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Figure 8 Schematic of lamella plate clarifier

Manufacturer’s information suggests that the unit alone will not typically remove very fine particles such as very fine silt or clay without chemical additives, hence the need for the dosing system to achieve the required discharge quality. Effluent discharge quality and monitoring is discussed below.

A CTMP has been prepared which allows for the use of flocculants to enhance settling if required. The CTMP is provided in Appendix D of this ESCP. An automatic dosing system typically using HaloklearTM biodegradable flocculant or other effective flocculent is proposed. This allows for rapid deployment of flocculant as required, b a s e d on bench testing and managed through influent readings taken on site.

5. Effluent Quality Monitoring An effluent quality monitoring system can be installed after the Lamella Clarifiers to determine if the treated water meets the required discharge standards, or be done manually with a Secchii Tube and Ph test strip.

The electronic dosing device will monitor TSS and pH. If the monitoring system identifies water that does not meet the required standard, a recirculation valve will operate to send the water back to the start of the treatment process for re-treatment. In addition, weekly samples will be taken as follows: •

Total Suspended Solids mg/L

•

Copper (total) mg/L

•

Zinc (total) mg/L

•

Lead (total) mg/L

•

Total Petroleum Hydrocarbons mg/L

The water treatment plant performance will be reviewed to allow fine tuning.

6. Treated Water Storage Treated water storage is not practical on this project due to very limited space within the construction footprint and the location of the water treatment plant. If an opportunity for re-use does become available it will be investigated.

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7. Discharge Excess treated water will be discharged to AC’s reticulated stormwater or sewer network. A practical connection point will be selected based on downstream pipe diameter to ensure there is sufficient capacity in the downstream network to avoid backflows and flooding. The connection will be made by replacing the standard lid with a modified lid incorporating a camlock fitting or suitable in ground pipe connection to create a robust secure connection. As the project progresses, there may be opportunities or operational necessities that force the relocation of the treatment plant or discharge point.

4.5

TUNNEL CONSTRUCTION AND TRENCH BACKFILING

Rail tunnel construction and trench backfilling will occur progressively from the south end to the north end over a period of approximately 12 months. The trench backfill will be placed on top of the tunnel structure after tunnel construction has been completed for a sufficient length (approximately 50m), including the installation of the waterproofing membrane, and will continue to follow the tunnel construction as it progresses.

During the backfilling of the trench, fill will be transported to the site and loaded onto the construction platform by and pushed into the trench by a small frontend loader. The rate of backfilling will be determined by the progression of the tunnel construction. Depending on delivery times of the fill required for the backfilling operation, a storage area will be set up at the southern construction support area (CSA 6). The stock pile area will be approximately 20m by 5m allowing average storage of 150m3.

The platform area where trucks exit onto the public traffic lane will be kept clean by regular sweeping of any loose sediment/spoil back into the trench and water blasting where required. All dirty water will be directed into the trench.

Dirty water within the trench will continue to be conveyed and treated by the WTP located at the north end of the works until such time the plant needs to be removed. As progress with the backfilling is made and the trench stabilised, the water treatment plant equipment will be downsized to settling tanks with flocculants (Level 3 Control).

4.5.1

Stockpile Management at CSA 6

Drawing SKE – 0356 (Appendix A of this ESCP) shows the layout of CSA 6 which includes a l stockpile as well as storage of other material and offices. Excavated spoil and backfill can be delivered and stored temporarily i n CSA 6. Trucks can enter the CSA from the northbound traffic land or southbound from the construction deck. It is likely that trucks delivering fill will enter the CSA from the south, tipping the fill into the stockpile area, reversing and continuing north to exit in the public traffic lane. The majority of fill will be delivered directly to the backfilling zone.Regular road sweeping will be carried out along the adjacent streets where trucks leave the site to ensure that no deposition of dirt or other debris remains on any road or footpath. Where these areas require washing with water, dirty water will be directed to the trench and contained for treatment.

Permanent measures to ensure sediment laden water does not enter the stormwater system during rainfall events include: •

Erecting an impervious barrier around the stockpile.

•

Installing a bund to capture and divert sediment laden water into the trench where it can be treated by the WTP. The sump and WTP will continue to operate as described in Section 4.4 of this ESCP during trench back-filling to collect and treat dirty water within the trench.

During a rainfall event, the stockpile will be covered.

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In the event of unforeseen heavy rainfall, these control measures will be checked and upgraded or modified where necessary e.g. extra bunding may be required.

4.6

CONSTRUCTION SUPPORT AREAS

The industrial and trade activities, including temporary storage activities within the construction support areas, are addressed through the Project Industrial and Trade Activities Environmental Management Plan (ITA EMP) provided in Appendix K of the Project CEMP.) The purpose of the ITA EMP is to manage the Industrial Trade Activity that will be undertaken in CSA 4 and CSA 6. It provides a framework for the effective management of stormwater discharges from the Northern Compound (previously called CSA 4 and CSA5) and the Southern Compound (CSA 6).

Management of the fill stock pile at CSA 6 is discussed in Section 4.5.1 of this ESCP. Within CSA 4 there will be a stockpile containing aggregate for jet grouting (sand). In the event of rain, this will be covered and sediment socks placed around it. The downstream catchpit will be protected by a catchpit filter.

4.7

CERTIFICATION OF SEDIMENT CONTROL DEVICES

Prior to construction (bulk earthworks) commencing, a certificate signed by a senior qualified person shall be submitted to Auckland Council (AC - Team Leader Central Monitoring) to certify that the erosion and sediment controls relevant to the proceeding stage of works have been constructed in accordance with the certified ESCP(s). Certification details of diversion bunds and sumps will be supplied immediately upon completion of construction. Information supplied (if applicable) will include: •

contributing catchment area;

•

shape of structure (dimensions of structure);

•

position of inlets/outlets;

•

stabilisation of the structure; and

Where diversion bunds are used- certification for these shall be supplied immediately upon completion.

Information supplied, if applicable, shall include: •

contributing catchment area;

•

shape of structure (dimensions of structure);

•

position of inlets/outlets;

5 MONITORING AND MAINTENANCE DURING CONSTRUCTION 5.1

MONITORING AND MAINTENANCE

As part of the erosion and sediment control measures, on-going site monitoring by the contractor and wider project team will be undertaken. This will ensure that all of the control measures detailed in this ESCP have been properly implemented and are functioning effectively.

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Monitoring will occur for the full duration of the works. Any control measures requiring maintenance or adaptation to allow construction tasks to occur shall be identified and implemented by the Environment and Sustainability Manager to ensure continual compliance. Visual assessments of discharges within the receiving environment will be conducted, especially following significant rainfall events. Weather forecast data will be referenced during the works.

The monitoring of the performance of the settlement tanks (e.g. Siltbuster Units). The performance of the unit and the degree of additional flocculation required is discussed further in Appendix C of this ESCP. As per the Project CEMP (Section 4.1.2), the Cut and Cover Construction Manager and the Environment and Sustainability Manager will be responsible for implementation of this ESCP, including the operation and maintenance of all specified erosion and sediment control measures (Table 11) Table 11 Roles responsible for implementation of the ESCP

Role

Role Responsibilities

Construction Manager

Reviewing construction and environmental performance, allocation of resources and direction to construction personnel.

Report to AT changes to construction techniques or natural environmental changes which require alterations to existing consents or new resource consents

Environment and Sustainability Manager

Inspections, auditing and checking of environmental management practices and procedures.

On-site compliance with consent conditions and other requirements and tracking compliance information.

Inspection of works to assess compliance with the ESCP and subplans – including operation and maintenance of the Chemical Treatment System, including daily monitoring. Prepare, review and update of CEMP and relevant sub-plans (including ESCP and CTMP).

Facilitate and oversee environmental monitoring.

Input into the environmental portion of the Project Risk Register.

Training all staff and subcontractors where required.

Monitoring will be undertaken based on Project Weekly Environmental and Sustainability Inspection Form and will be used to record notes relating to each inspection, and associated corrective actions. The sheet will be signed by the Environment and Sustainability Manager after each inspection. See Appendix A2

5.2

ENVIRONMENTAL TRAINING

Site personnel involved in earthworks are required to be competent in erosion and sediment control processes as well as identifying contaminated soils, and will therefore be coached in this area.

Tool Box Talks are conducted for site personnel to deliver specific training in an aspect of work or controls, such as correct erection of a bund or filter sock and how to identify if these are working properly.

5.3

COMPLAINT INVESTIGATION AND RESPONSE

A Project Communication and Consultation Plan (Appendix O of the Project CEMP) has been developed

by Connectus. It details the strategy, tools and process to manage communication and engagement between Connectus, its stakeholders and the community throughout the construction and monitoring periods for the Project, including how complaints and queries will be responded to. Any sediment runoff related complaints will be recorded on the Environmental Incident Report Form.

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6 HEAVY RAINFALL RESPONSE AND CONTINGENCY MEASURES Construction work will be avoided as far as possible during heavy rainfall events. Before forecasting heavy rainfall events, additional clean water diversion and catchpit protection devises may be installed around utilities and piling work.

During the Trench excavation and in the event of an unforeseen heavy rainfall, runoff will collect within the excavation. Works within the excavation may stop until all accumulated water is pumped to the relevant treatment device for treatment. Due to the significant depth and size of the excavation, overflows of collected rainwater are not a concern and will be managed by containment, use of pumps and sumps, and the water treatment system.

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APPENDIX A: DRAWINGS – EROSION AND SEDIMENT CONTROL PLANS

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A SKE-0351

26-BJ-45

P

TYPICAL CROSS SECTION DURING TRENCHING A1 SCALE 25:1

ISSUED FOR NOTINDICATIVE REFERENCE FOR CONSTRUCTION LAYOUT CONDITION

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

APPENDIX B: CALCULATIONS CRL Main Works Trench Dimensions Constant Variables Slope, S (%) Length, L (m) 3.8

Width, W (m)

280

Slope Angle (Radians)

Height, H (m)

20

18

Discharge rate Groundwater (m3/h) inflow (m3/d)

0.037981725

26

16.4

Relationship between water Depth (D) and Volume (V)

Depth, D (m)

Hypoteneuse (m)

Adjacent (m)

Side Area (m2)

0 0.2 0.4 0.6 0.8 0.9 1 1.1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4 3.6 3.8 4 4.2 4.4 4.6

0 5.266956524 10.53391305 15.80086957 21.0678261 23.70130436 26.33478262 28.96826088 31.60173914 36.86869567 42.13565219 47.40260872 52.66956524 57.93652176 63.20347829 68.47043481 73.73739133 79.00434786 84.27130438 89.53826091 94.80521743 100.072174 105.3391305 110.606087 115.8730435 121.1400001

0 5.263157895 10.52631579 15.78947368 21.05263158 23.68421053 26.31578947 28.94736842 31.57894737 36.84210526 42.10526316 47.36842105 52.63157895 57.89473684 63.15789474 68.42105263 73.68421053 78.94736842 84.21052632 89.47368421 94.73684211 100 105.2631579 110.5263158 115.7894737 121.0526316

0 0.526315789 2.105263158 4.736842105 8.421052632 10.65789474 13.15789474 15.92105263 18.94736842 25.78947368 33.68421053 42.63157895 52.63157895 63.68421053 75.78947368 88.94736842 103.1578947 118.4210526 134.7368421 152.1052632 170.5263158 190 210.5263158 232.1052632 254.7368421 278.4210526

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

Volume (m3) 0 10.52631579 42.10526316 94.73684211 168.4210526 213.1578947 263.1578947 318.4210526 378.9473684 515.7894737 673.6842105 852.6315789 1052.631579 1273.684211 1515.789474 1778.947368 2063.157895 2368.421053 2694.736842 3042.105263 3410.526316 3800 4210.526316 4642.105263 5094.736842 5568.421053 PAGE 48 OF 69

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Depth, D (m)

Hypoteneuse (m)

Adjacent (m)

Side Area (m2)

4.8 5 5.2 5.4 5.6 5.8 6 6.2 6.4 6.6 6.8 7 7.2 7.4 7.6 7.8 8 8.2

126.4069566 131.6739131 136.9408696 142.2078261 147.4747827 152.7417392 158.0086957 163.2756522 168.5426088 173.8095653 179.0765218 184.3434783 189.6104349 194.8773914 200.1443479 205.4113044 210.678261 215.9452175

126.3157895 131.5789474 136.8421053 142.1052632 147.3684211 152.6315789 157.8947368 163.1578947 168.4210526 173.6842105 178.9473684 184.2105263 189.4736842 194.7368421 200 205.2631579 210.5263158 215.7894737

303.1578947 328.9473684 355.7894737 383.6842105 412.6315789 442.6315789 473.6842105 505.7894737 538.9473684 573.1578947 608.4210526 644.7368421 682.1052632 720.5263158 760 800.5263158 842.1052632 884.7368421

Volume (m3) 6063.157895 6578.947368 7115.789474 7673.684211 8252.631579 8852.631579 9473.684211 10115.78947 10778.94737 11463.15789 12168.42105 12894.73684 13642.10526 14410.52632 15200 16010.52632 16842.10526 17694.73684

HEC Modelling Summary Table

Rainfall Volume (m3) Time Series 2011 2008 2004 20 Year ARI Small pump (14L/s) Large pump (28L/s)

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

Maximum trench elevation (m)

Time at >1m depth (h)

Time at >0.8m depth (h)

Time at >0.5m depth (h)

15811 13387 13396

1.1 1.0 0.9

2 0 0

12 3 2

1263 1269 1279

879

1.0

0

7

11.32

879

0.9

0

1

3.35

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2011 Time Series

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2008 Time Series

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2004 Time Series

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

20 Year ARI – 14L/s Pump

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

20 Year ARI – 28L/s Pump

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

APPENDIX C: SILTBUSTER SPECIFICATIONS

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

MOBILE SILT TRAP

INSTALLATION, OPERATION AND MAINTENANCE MANUAL

Siltbuster HB50 (Hopper-Bottom)

Hire, Sales & Technical Support EnviroWaste Technical Services 345 Neilson Street Onehunga Tel: 09 636 0350 Fax: 09 622 8464 CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

INSTALLATION, OPERATION AND MAINTENANCE INDEX 1.0

GENERAL OVERVIEW 1.1.

Principal Components & Features

1.2.

Checklist of parts included

2.0

LIFTING AND HANDLING

3.0

DIMENSIONS

4.0

NAME PLATE DETAILS

5.0

SECURING FOR TRANSPORT

6.0

SET-UP AND OPERATION

7.0

PERFORMANCE

8.0

EMPTYING THE SILTBUSTER

9.0

GENERAL MAINTENANCE

10.0

METHODS OF INCREASING EFFECTIVENESS

11.0

TROUBLESHOOTING

12.0

GA DRAWING

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

1.0

GENERAL OVERVIEW

The Siltbuster HB50 units are highly effective mobile lamella clarifiers and have been specifically designed to provide water clarification for a range of applications. Process water, groundwater or site runoff can be treated either for re-use or discharge off site either to watercourse or sewer. The units are ideal for removing free phase oil from water being discharged to sewer or river.

All our units are “Registered Designs”, Patented or have Patents Pending.

1.1

Principal Component and Features – Siltbuster HB50

All tank components are fabricated from Mild Steel and the unit will be painted to the following spec.

External surfaces – abrasive blast to Class 2.5, painted in a Jotacoat 605 two pack epoxy to 250µm with a Top Coat hardtop ultra-pack "Polyurethane" to 50µm, colour G11, bottle green.

Internal Surfaces - abrasive blast to Class 2.5, painted 2 pack epoxy coating reinforced with glass flakes to 500µm, colour N52 Mid Grey.

1.2 Checklist of Parts Included •

Water Inlet – 4” BSP threaded connection.

•

Water Outlet – 6” Socket c/w 6” Female Bauer fitting.

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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•

Water Drain- down Valve – 2” Threaded connection.

•

Sludge Discharge Valves – 4” flanges for connection of sludge valves.

2.0

LIFTING AND HANDLING

The Siltbuster HB50 unit incorporates four lifting eyes, one located at each of the upper corners of the unit for lifting with chains, straps etc. Fork Lift channels are also provided at the base of the unit to enable lifting by a fork lift/JCB with fork attachment. (ref fig 2.1 below) Figure 2.1

Lifting Points

Transport Tie Down Points

Forklift lifting Channels

WARNING: The unit should NOT be lifted or moved by attaching lifting equipment to any other part of the unit as this may result in damage to the unit or cause personal injury. Lifting points are structurally designed and certified to lift the unit when empty.

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

NOTE: The unit should only be lifted WHEN EMPTIED OF WATER AND SOLIDS. The sludge valves should be in the “OPEN POSITION” whilst been transported.

Figure 2.2

Lifting Points

The Siltbuster unit has lifting eyes located at the upper corners of each unit. (ref fig 2.2) Figure 2.3

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

WARNING: When shifting units with a forklift select a forklift with suitable capacity to lift the unit (suitable Working Load Limit to suit the load at the centre) and capable of traversing the site safely. (ref fig 2.3) Consider height of the load when travelling and identify hazards and risks on site and along your travel route.

3.0 DIMENSIONS Size – •

WidtH - 1700mm

•

Length -3700mm (3900mm with inlet fittings attached)

•

Height - 3100 overall (with lifting eyes)

Weight - 2500kg (empty but with all plates and fittings). Weight full (wet) 9,000kg approx.

Centre of Gravity - The units centre of gravity is the middle point between the four lifting points.

4.0 NAME PLATE DETAILS

TH – 02 LAMELLA CLARIFIER Manufacturing Date: November 2009 Model Number: HB50 Supplier: EnviroWaste Technical Services 09 636 0350

5.0 SECURING FOR TRANSPORT Tie down points are provided on the units to ensure load is secured during transport. Units must be secured at all four the points prior to transporting.

The Siltbuster HB50 series is 3.1 metres high and may require an oversized permit to carry on a normal flat top semi-trailer.

6.0 SET-UP AND OPERATION The Siltbuster HB50 should be in a position where: •

The ground is firm enough to support the flooded weight of the unit (approx. 10 tonnes).

•

The ground is reasonably level. The top edge of the unit should be placed level to within 10mm.

•

Due to the weight of the unit permanent anchoring is not required. However, if this option is required then either holes can be drilled into the skids or straps constructed and placed over the skids in each corner and bolted to the ground.

•

Sufficient clearance overhead is required to allow for the periodic removal of individual lamella plates.

•

Safe access to the unit is available for routine inspection and maintenance.

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•

There is no likelihood of the site eroding during heavy rain or runoff.

•

Adequate security can be provided from unauthorised access.

•

Removal of sludge can be carried out safely and without risk of polluting site.

Note: •

Ladders provided on Siltbuster units are for climbing to carry out visual inspection only while maintaining a three-point grip and are not intended for carrying out tasks.

•

The purchaser/hirer is responsible for assessing the site and determining prevailing hazards or risks. Advice offered in this brochure only highlights some common hazards and risks and is not intended as a complete checklist.

•

The purchaser/hirer is responsible for identifying hazardous or toxic products contained within the materials processed through the units and must develop safety control measures for staff and others who may be affected.

•

If placing units in elevated position hirer/purchaser should consider distance from ground surface to top of unit in regard to relative state regulations on working at heights.

•

The Siltbuster unit itself requires no power, has no filters or moving parts. As a result, apart from emptying as required, the unit is virtually maintenance free.

7.0 PERFORMANCE The Siltbuster HB50 has a maximum recommended hydraulic capacity of 50m 3/hr(14litres/sec).

The performance of the unit is material specific and the Siltbuster 50 Series is nominally designed to achieve 90% removal of the +15-micron diameter particles (medium sized silt) at a flow rate of 45m3/hr, +10micron at 20m3/hr and some +6 microns at 5m3/hr. Under normal operating conditions the unit will also remove a significant proportion of the material in the 2 to 15µm (fine to medium sized silt) range. These are based on average particle densities.

The Siltbuster will not typically remove very fine particles such as very fine silt or clay without chemical additives. The unit will also not remove colour from water.

The volume of water which can be processed by the unit is dependent upon the nature of the liquid/solid mix to be processed. The graph below (fig 7.1) provides only a general performance guide.

The hydraulic capacity is 50m 3/hour.

Figure 7.1

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

8.0 EMPTYING THE SILTBUSTER The frequency of emptying the Siltbuster HB50 unit is dependent on the solids loading and the nature of the solids. Larger grain sizes (sands to gravels) do not generally flow as easily as finer sizes (silts) and tend to need more frequent cleaning to prevent hanging up in the hoppers.

Typical emptying frequencies vary from daily to fortnightly and we suggest you empty “little and often” until you know the material you are dealing with and how long you can leave the sludge in the unit whilst ensuring it is still fluid and flowable.

If solids have become solidified (“set”) then the small 1” ball valves (“sparge”) allow water or air to be injected back into the hopper under pressure to re-agitate (fluidised) the solids. See fig 7.1 below.

Figure 8.1

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

9.0 GENERAL MAINTENANCE Ref

Maintenance Item

Typical Frequency

1

General check over of unit

Weekly

2

Emptying - removal of sludge

As required

3

Draining of tank and washing down of plates

As required

Notes: 1. The visual inspection should include inspection of the water surface for floating material (leaves etc).

2. Emptying: see previous instructions. (Section 8.0)

3. Some materials (especially charged particles) can adhere to the PVC plates and these will need periodic cleaning. The unit should be allowed to settle overnight, drained and then the PVC sheets pressure washed in-place.

All frequencies given depend on the usage of the equipment and are given as typical guides.

10.0 METHODS OF INCREASING EFFECTIVENESS The unit’s settlement performance can be enhanced by: •

Linking multiple units in parallel;

•

Chemical conditioning of the water to be treated by adding flocculants and/or coagulants to the feed supply. Should you wish to increase the performance of the unit in this way, please contact EnviroWaste Technical Services on 09 636 0350.

11.0 TROUBLESHOOTING The Siltbuster HB50 itself requires no power, has no filters or moving parts and apart from emptying, the unit is virtually maintenance free.

As the nature of dirty water to be treated varies in terms of quantity and solids content, the table below lists some problems that could arise along with the actions required to solve the problems.

SYMPTOM

REMEDY

Water overflowing from the inlet chamber or part way along main tank Typical Causes:

1. Too much flow through unit (unit

1. Reduce flow through the unit

overloaded)

2. Sludge in contact with plates

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

2. Unit needs emptying of sludge

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EROSION AND SEDIMENT CONTROL PLAN Doc No: 025-Y017-2719 REVISION: 05 DATE: 21-August-2017

SYMPTOM

REMEDY

Water discharge is dirty Typical Causes:

1. Too much flow through unit (unit

1. Reduce flow through the unit

overloaded)

2. Add multiple units in parallel 2. Water contains very fine silt and clay particles

3. Chemical conditioning of inflow required.

In any other cases contact EnviroWaste Technical Services 09 636 0350

12.0 GA DRAWING

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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APPENDIX D: CHEMICAL TREATMENT MANAGEMENT PLAN

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APPENDIX E: ISCA REQUIREMENTS AT and Connectus are seeking an Infrastructure Sustainability Council of Australia (ISCA) Infrastructure Sustainability (IS) Rating for the CRL Enabling Works – including the stormwater main realignment and OMS strengthening works. This Appendix details IS requirements that are different, or additional to the Project’s Consent Requirements. It is essential that these requirements are met to achieve the Project’s sustainability goals, however they are not consent requirements to be certified by Auckland Council.

These IS rating requirements are included as an Appendix because they are not yet fixed. They remain subject to change as the Project’s sustainability program evolves.

Applicable ISCA requirements that relate to this ESCP are listed below along with their associated target Levels.

ISCA Category

Target Level

DIS 1 (Including CIR Dis-1.03 – 10/7/2015)

2

Construction Requirements

How we aim to achieve this

Measures to minimise adverse impacts to local receiving water quality during construction have been identified and implemented

Compliance with this ESCP and the CTMP Section 4

AND Monitoring of water discharges and receiving waters is undertaken at appropriate intervals and at times of discharge during construction.

Section 3 of the CTMP, Appendix D

AND Monitoring of water discharges and receiving waters demonstrates no adverse impact on local receiving water environmental values.

Section 3 of the CTMP, Appendix D

Additional Guidance: In order to demonstrate "no adverse impact on local receiving water environmental values", the following would need to be achieved: •

No exceedances of appropriately set water quality objectives, or

•

where there are exceedances of water quality objectives, incident investigations demonstrate: I.

no disruption or degradation of environmental values,

II.

no exceedance of licence limits, and

III.

Improvements to practices have been implemented to prevent recurrence.

If water quality objectives are exceeded, the onus is on the assessor to demonstrate that this has not resulted in 'disruption to the regular uses or values of the receiving water could be evidence based on discussions with the notified entities. Examples of disruptions include closure of a recreational site, an inability to use the water for irrigation/drinking supply/stock watering or other uses, ceasing commercial fishing, or other interruptions to the ability to fully utilise the receiving water in ways it is normally used.

‘Degradation’ to the receiving water environment could be measurable through a measured change in, CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

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for example, AUSRIVAS waterway condition scores (in places it is measured through Australia), exceedances of ANZECC 2000) water quality objectives (only if the waterway was of a health already in accordance with the guideline), or noticeable changes in system ecology such as harm or reduction in numbers of native fish, macro- invertebrates or riparian vegetation.

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APPENDIX F: RECORD OF CLG COMMENTS Comment ID

Date

Time

Forum

13

8/11/2015

-

Via Email Ross Boswell

CONNECTUS PROJECT NO. 2719 CITY RAIL LINK LIMITED

Commenter

Comment

Resolution

The Construction Support Areas are shown as having generators -- first I've seen of this. Those of us who lived through the Great Central Auckland Power Crisis grew heartily sick of the noise of motor generators.

I would hope that the construction will use r e t i c u l a t e d power, and that the generators are for emergency use only.

Reticulated power supplies will be used for the construction support areas wherever possible.

Generators will be required to support some of the more mobile activities and/or where is not practical to use reticulated sources.

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