City Rail Link In association with:
Demolition Works - Karangahape Station Construction Zone Erosion and Sediment Control Management Plan
Document Ref: CRL-KRD-RME-000-RPT-0134 Revision: 3 11 April 2019
INTERNAL WORKING DOCUMENT COMMERCIAL IN CONFIDENCE
Document control record Document prepared by: Aurecon New Zealand Limited Level 4, 139 Carlton Gore Road Newmarket Auckland 1023 PO Box 9762 Newmarket Auckland 1149 New Zealand
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Document control Report title
Demolition Works - Karangahape Station Construction Zone Erosion and Sediment Control Management Plan
Document ID
CRL-KRD-RME-000-RPT0134
Project number
251926
Client
City Rail Link Limited
Client contact
Richard Jenkins r
Rev
Date
Revision details/status
Prepared by
Author
Verifier
Approver
0
5 February 2019
Draft for internal review
Kun Ma
Kun Ma
Tiaan Nel
Anna Lindgren
1
7 February 2019
Draft for Client review
Kun Ma
Kun Ma
Tiaan Nel
Anna Lindgren
2
19 March 2019
Draft Final for Client review
David Delagarza
David Delagarza
Tiaan Nel
Anna Lindgren
3
11 April 2019
Final Draft
David Delagarza
David Delagarza
Tiaan Nel
Anna Lindgren
Current revision
3
Approval Author signature
Approver signature
Name
Kun Ma
Name
Anna Lindgren
Title
Civil Engineer
Title
Associate
Aurecon | Mott MacDonald | Jasmax | ARUP
Contents 1
2
3
Introduction
1
1.1 1.2 1.3 1.4 1.5
1 1 2 3 3
Project Description
4
2.1 2.2
4 5
General Site Location Catchment
Erosion and Sediment Control 3.1 3.1 3.2 3.3 3.4 3.5 3.6
4
City Rail Link Advance Works Project Purpose Scope Report Structure
Design Philosophy Erosion and Sediment Control Principles Sediment Yield Erosion and Sediment Control Measures Design of erosion and sediment control devices Specific erosion and sediment control devices Monitoring
Conclusion
7 7 7 7 8 9 11 12 14
Appendices Appendix A ECSP Drawings Appendix B Glossary of Terminology & Abbreviations Appendix C ISCA Requirements
Figures Figure 1 The proposed demolition at Mercury Lane Figure 2 CRL Outline Plan Contents Figure 3 Project Area Figure 4 Project Area Upstream Catchment Figure 5 The project site overland flow paths and flood prone area
1 2 4 6
Tables Table 1: Sediment Yield Table 2: Silt fence design criteria reproduced from GD05 (F1.3) Table 3: Super Silt Fence Design Criteria reproduced from GD05 (F1.4) Table 4: Stabilised construction entrance design specifications as per GD05 E2.6
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1
Introduction
1.1
City Rail Link
The City Rail Link (CRL) project comprises the construction, operation and maintenance of a 3.4km underground passenger railway, running between Britomart Station and the North Auckland Rail Line (NAL) near Mt Eden Station. CRL Enabling Works commenced in December 2015 and the procurement of the main works contract (C3 Alliance) is being progressed with contract award likely in the first quarter of 2019. To allow works to commence as soon as possible upon award of the C3 Alliance, City Rail Link Limited (CRLL) are obtaining the necessary authorisations for demolition of buildings in the Karangahape Station Active Construction Zone (ACZ) and Construction Support Area (CSA) between Mercury Lane and East Street.
1.2
Advance Works Project
It is proposed to demolish the buildings and structures required for the Karangahape Station ACZ and CSA located at the future station entrance area between Mercury Lane and East Street, generally bordered to the north by properties at 14 East Street and 9 Mercury Lane and to the south by Canada Street (“the Project�), as identified in Figure 1 below. The Project is being undertaken in accordance with the CRL Designation 2500-4, confirmed in November 2015 and the Aotea Station to North Auckland Line (A2N) suite of resource consents approved in November 2016. The conditions of these authorisations require the preparation of an Outline Plan (OP), Delivery Works Plans (DWP) and Management Plans (MP). This Erosion and Sediment Control Plan (ESCP) is prepared in accordance with the CRL Designation and resource consent conditions and identified in the hierarchy of documentation illustrated in Figure 2. N
Figure 1 The proposed demolition at Mercury Lane
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Figure 2 CRL Outline Plan Contents
Buildings and structures to be demolished entirely in this Project are at located at the following addresses:
▪ ▪ ▪ ▪ ▪ ▪
9A, 9B, & 9C Mercury Lane 11-13 Mercury Lane 17-21 East Street 23-31 Mercury Lane 38 East Street 20-24 East Street
Structures to be partially demolished are:
▪
18, 16 D and 16 E East Street
CRLL plan to commence the process of vacating the properties in the third quarter of 2019. This will be done to ensure that all properties are vacant in reasonable time ahead of the planned disconnection of services and so that comprehensive asbestos and contamination studies can be undertaken. Demolition will be undertaken in a sequential manner the order of which is to be confirmed by the C3 Alliance. All buildings and structures will be removed to ground level, with the retention of some existing foundations where necessary for site stability. A soft strip (wall linings etc) of salvageable materials and recycling of concrete and reinforcing steel will be carried out where possible. All demolition material will be removed from the project area and disposed of at approved facilities. The Project area will be fenced, with lockable gates, to prevent unauthorised entry. Where appropriate, solid plywood fencing will be used, with appropriate signage prohibiting unauthorised entry and identifying hazards.
1.3
Purpose
This ESCP has been developed by Aurecon New Zealand Limited (Aurecon) to describe the proposed erosion and sediment control methods and practices to be implemented to minimise the effects of demolition activities of the project and the potential consequential effects on the receiving environment. It outlines the control measures which should be implemented within the project area by the contractor to manage erosion and sediment. This report shall be read in conjunction with the Construction Environmental Management Plan (CEMP), Contaminated Soils Management Plan and ESCP drawings (Appendix A).
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The purpose of this ESCP is to provide a high-level management strategy for the erosion and sediment generated from the demolition of the buildings and structures located at the future station entrance area between Mercury Lane and East Street, generally bordered to the north by the properties at 14 East Street and 9 Mercury Lane and to the south by Canada Street. The ESCP is designed to fulfil compliance requirements of the Resource Management Act 1991 (RMA) and provisions of the AUP regarding the mitigation and management of soil erosion and sediment yield related effects of the Project. It outlines the control measures to be implemented within the Project area by the contractor to manage erosion and sediment. It is expected that updates to the ESCP will be required once a preferred contractor has been selected and a site-specific demolition methodology has been developed by the contractor. Requirements associated with making any amendments to this ESCP (if required) are detailed in the CEMP submitted as part of the Outline Plan for the Project.
1.4
Scope
This ESCP provides a summary of the proposed erosion and sediment control measures relevant to the demolition of buildings in the Karangahape Station ACZ and CSA. This ESCP relates to all temporary works required for the following:
Demolition of buildings and structures (including foundations where appropriate);
Removal of utilities;
Site runoff management.
The implementation and monitoring of controls discussed within this ESCP are in accordance with Auckland Council Guideline Document 2016/005 (GD05) “Erosion and Sediment Control Guide for Land Disturbing Activities in the Auckland Region.” This ESCP supports the RMA authorisation1 for certification by Auckland Council and has been prepared based on the “Demolition Methodology for Properties for Construction Support Area for Karangahape Station (Mercury Lane and East Street Entrance)”. This plan has been developed based on the currently available demolition methodology, it is expected this will be updated following the confirmation of the preferred contractor and the development of a site/building specific demolition plan. Updates and changes to the ESCP should be re-submitted for Auckland Council certification.
1.5
Report Structure
The structure of the ESCP is designed to provide a logical and practical framework for the management of erosion and sediment control measures as it relates to the Project. The ESCP has the following key sections:
▪
Section 2 provides the Project general description, a description of the Project area and the required demolition related works;
▪
Section 3 provides a detailed description of the erosion and sediment control measures proposed for the Project area;
All drawings referenced throughout the report are attached in Appendix A of this report.
1
CRL Designation 2500-4 and R/LUC/2016/1890.
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2
Project Description
2.1
General
The Project works involve the demolition of buildings and structures (including foundations where appropriate) including the removal of utilities within the Project area and capping of three waters services at the site boundaries. The Project area is located between Mercury Lane and East Street, generally bordered to the north by properties at 14 East Street and 9 Mercury Lane and to the south by Canada Street as shown in Figure 3 below.
N
Figure 3 Project Area
The Project area is approximately 6,100m2 and comprises the following addresses as shown in Figure 3 above:
▪ ▪ ▪ ▪ ▪ ▪
9A, 9B, & 9C Mercury Lane 11-13 Mercury Lane 17-21 East Street 23-31 Mercury Lane 38 East Street 20-24 East Street
Structures to be partially demolished are:
▪
18, 16 D and 16 E East Street
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The demolition work for the Project is expected to last approximately 8 to 12 weeks and programmed to commence late 2019. The properties at the northern end of the demolition area are likely to be the first that are available for both preconstruction activities and demolition, and therefore the demolition programme will commence in this area and progress southward towards Canada Street. As demolition commences on these properties, it is expected that the Mercury Plaza site will be vacated and become available (23-31 Mercury Lane and 38 East St), and therefore preconstruction activities and the demolition itself can be advanced at the southern section of the site.
2.2
Site Location Catchment
N Demolition Area
Mercury Lane
Canada Street
Overland flow path
Catchment Boundary
Figure 4 Project Area Upstream Catchment
The topography of the catchment surrounding the project area is hilly with an approximate area of 10.4 ha. Figure 4 shows overland flow paths and flood plains for a 1 in 100 year rainfall event with the project area highlighted in yellow. Overland flow around the site travels south down Mercury Lane and East Street, then in a westerly direction where it collects in the flood prone areas shown on Figure 4 above.
2.2.1
Site description
This area is bordered by Mercury Lane to the east, East Street to the west and Canada Street to the south, with the northern boundary generally adjoining 14 East Street and 9 Mercury Lane as shown on Figure 4. It is approximately 6,100m2 and is occupied by several existing buildings and hardstand areas. The site will be delineated by solid timber hoardings and have an entrance gate to prevent unauthorised entrance.
2.2.2
Site levels and grade
The general topography of the site is sloping south towards Canada Street. The ground elevation at the northern boundary of the Project is RL 63m and falls to RL 52m at the low point on the southern project boundary towards Canada Street. The distance from the northern to the southern project boundary is approximately 120m, equating to an average grade across the site of approximately 1:11, or 9%.
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2.2.3
Site overland flow paths and flood plains
Auckland Council GIS shows that a flood prone area is located at the southern boundary of the project area. The site is generally bounded on the east, west and south by overland flow paths that are coincident with the streets around the project area. A further flood prone area and floodplain are located to the southwest of the project area. Flood prone areas and overland flow paths are shown in Figure 5 to follow.
Figure 5 The project site overland flow paths and flood prone area
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3
Erosion and Sediment Control
3.1
Design Philosophy
The construction environment of the Project related works is a highly developed urban area, predominantly formed of hard impervious paved areas and buildings. To construct the Project, the proposed works will require the demolition of the existing buildings in the Project area previously described. The proposed controls will ensure sediment generated on site will largely be contained within the site boundaries, resulting in minimal effect on the surrounding built environment.
3.1
Erosion and Sediment Control Principles
Erosion and sediment control measures will be established to minimise the extent of soil erosion and sediment yield from the Project area during construction. Erosion and sediment control measures will be implemented and monitored in accordance with Auckland Council’s “Erosion and sediment control guide for land disturbing activities” in the Auckland Region, known as GD05. The GD05 is an update of Auckland Council Technical Publication 90 (TP90) “Erosion and sediment control guidelines for land disturbing activities” in the Auckland Region and supersedes that guideline. All erosion and sediment control measures shall be fully established within the Project before any physical works can commence in the area. Removal of devices and reinstatement of the surrounding ground upon completion of the works shall form part of the civil component of the project and shall be managed by the contractor.
3.1.1
Existing Stormwater Infrastructure
The project area including the upstream surrounding catchments is serviced by a reticulated stormwater network. Proposed controls to protect this system during the works include:
▪
Protecting the stormwater inlets - Using filter cloths/silt socks across inlets in accordance with GD05 guidelines;
▪
Sediment dispersion control - Stabilised entrance and exits with vehicle wash-down facilities is to be provided;
▪
Treating groundwater – Encountering groundwater onsite is not expected however, if required, groundwater will be pumped to a settlement tank prior to discharge to the existing stormwater network, minor dewatering will be discharged to stabilised surfaces and will be treated via downstream inlet catchpit protection measures; and
▪
Isolation of demolition areas – All demolition areas will be isolated from the surrounding environment to ensure clean water is diverted away from construction areas and that all construction related run off from the Project area is collected and treated prior to discharge.
3.2
Sediment Yield
Table 1 shows the sediment yield with and without erosion and sediment control measures. The calculation of the sediment yield is based on the Universal Sediment Loss Equation (USLE). Demolition is generally deemed to include foundations and the removal and disposal of all demolished material and disturbed ground. For the purposes of establishing the sediment yield, it is assumed that the existing building foundations and hardfill are to be removed and the underlying soil exposed. Based on geological borings from the site, the surface material is described as fill, which is generally 1-2 metres thick, with a maximum depth of 4 metres. The fill is generally described as pavements with
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granular sub-grades, however weathered East Coast Bays Formation (ECBF) and lenses of silt are also described. Based on this information, it is assumed the soil type consists of a mix of sand, silt, and clay. This was used to determine the soil erodibility factor K of 0.26. This factor is likely to be significantly conservative, as the demolition is likely to leave the existing hardfill beneath the buildings in place, as well as keeping the site level / terraced to the existing building platforms. The demolition works is assumed to take 8-12 weeks. Refer to the demolition methodology for updated information on the demolition works. A 75% sediment control efficiency is assumed with sediment controls in place. Table 1: Sediment Yield
Area
Area (ha)
Time (weeks)
Sediment Yield without ESC
Sediment Yield with ESC
The Project Area
0.61
8-12
3.53
0.88
3.3
Erosion and Sediment Control Measures
3.3.1
General
The main sources of erosion for the site will be splash and sheet erosion in rainfall events. To minimise the generation and discharge of sediment the following key principals will be applied in accordance with GD05:
▪ ▪ ▪
Employing sediment retention devices where practical; Rapidly stabilise exposed areas; and Minimise the areas of disturbance (both duration of works and physical area).
By exposing only those areas that are required to be exposed for active demolition/earthworking at any one time, the duration of exposure and risk of erosion/sediment discharge can also be minimised. The control methods used will ensure:
▪ ▪
Stabilisation and cover of exposed areas as soon as practically possible;
▪
Capture and treatment of sediment laden water generated by the site works.
Installation of perimeter controls to protect the receiving environment from the demolition/earthworks; and
3.3.2
Proposed Erosion and Sediment Control Measures
Sediment loading is anticipated to be low as demolition/construction works will be undertaken using the following controls to minimise erosion potential and reduce sediment loads to the receiving stormwater network prior to discharge from the Project area (refer to drawings in Appendix A)
▪
Isolation of Project area – The work site shall include perimeter hoardings and temporary fencing to ensure separation of the work site from the public;
▪
Diverting road runoff – Ensure hot-mix bund is installed adjacent to the proposed works. As shown on drawings in Appendix A, the hot mix bund is positioned below site hoarding to prevent clean/dirty water infiltrating through the base of the hoardings and divert water to the nearest catchpit;
▪
Stormwater inlet protection – The existing network at the Project area is a fully reticulated pipe network common to a developed urban environment. All catchpits within and in the vicinity of the works site are to be protected using geofabric filter cloth across inlets in accordance with GD05 section F1.6. A silt sock is also to be placed completely around the inlet in accordance with GD05 section F1.5 as an added measure to act as a small sediment trap upstream of the catchpit. No discharge of surface or groundwater to wastewater systems is proposed;
▪
Managing surface water – Surface site runoff within the Project area shall generally be collected at silt fences ensuring treatment of sediment. Where flows are excessive, or ponding occurs pumping
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to a settlement tank or similar measure, shall be put in place to ensure flows are collected and treated prior to discharge from site. Overland flows surrounding the site are not expected to enter the site at any point but expected to follow the roadside kerb and channel along East Street and Mercury Lane. The only location where overland flow may breakthrough into the site would be from the flood prone area located at the southern boundary of the site towards Canada Street. This area is protected by a silt fence within site hoardings. However should the proposed silt fence be deemed insufficient, or if there is need to accommodate a break in the hoardings, a super silt fence should be utilised. Should this occur the area should also be protected with geotextile fabric or similar, and the use of sandbags to provide additional separation should be considered.
▪
Dewatering – Ponding water or groundwaters are to be pumped to the settlement tank or similar for storage and treatment. Water treated through sediment settling is decanted from the settlement tank and discharged to the existing stormwater network or onto a stabilised flat area for sheet flow dispersion to a nearby catchpit;
▪
Treatment of surface water – Surface site runoff within the Project area shall fall to an existing catchpit or proposed catchpit with inlet protection;
▪
Water Quality – Batch dosing of any collected stormwater may be required subject to water quality testing conducted on the final discharge as indicated on the plans. A testing regime shall be established at the discharge point of all treatment facilities to ensure minimum water quality standards are met. Water quality testing requirements are outlined within the Water Quality Assessment submitted as part of the A2N resource consent. Note that if the testing determines that the flocculent treatment is required at the site, then a Flocculent Treatment Plan is required to be prepared and submitted to Auckland Council for certification prior to proceeding further with the construction works. See Appendix C for ISCA requirements.
▪
Open excavations – Excavated material shall be loaded straight onto trucks, where possible. Refer Section 3.5 for details if spoil/fill or demolition debris is to be stored on site temporarily. Extensive open excavations are not expected for the Project works. Should excavations and potholing be required they shall be covered in situations of high rainfall risk;
▪
Temporary and permanent site access - Access routes are expected to be impervious stabilised areas however if bare earth is exposed, stabilised entry/exit points shall be provided with basic vehicle wash-down facilities to prevent transport of sediment off site;
▪
Dust control – Dust production on site is expected to occur from demolition of existing buildings, material stockpiles if applicable and excavated ground areas. The Contractor is required to manage dust as required through damping exposed areas utilising water carts and/or sprinklers. Construction of stabilised entrances and pathways are provided to limit dust generation. Regular monitoring of dust emissions and minimising areas of exposed soils to wind through construction staging is proposed;
▪
Loading trucks – Vehicles such as loading trucks are expected to travel solely along the stabilised access routes and are not expected to be accessing the exposed areas. However, if vehicles access the exposed areas, then a wash-down area and facility is to be provided to ensure vehicles are not carrying loose sediment; and
▪
Wet weather – During an unforeseen rainfall event that limits carrying out the work, the work shall be stopped, and the erosion and sediment control measures shall be checked to ensure they are operating correctly and upgraded or modified where necessary. Any open exposed areas should be suitably covered in anticipation of a rainfall event;
Specific control measures for each the demolition area are detailed in the following sections and drawings in Appendix A.
3.4
Design of erosion and sediment control devices
Drawings detailing control measures are included in Appendix A of this report. As a summary, the following control devices listed below are proposed across the sites. Details of each specific area are provided in consecutive sections.
▪
Asphalt bunds (section E2.1 of GD05);
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▪ ▪ ▪ ▪ ▪ ▪ ▪
Super silt fences (section F1.4 of GD05); Silt fences (section F1.3 of GD05); Silt socks/filter cloth (section F1.5 of GD05); Geotextile and Erosion control blankets (section E3.5 of GD05); Settlement tanks (section G1.0 of GD05); Catchpit inlet protection (section F1.6 of GD05); and Stabilised construction access (section E2.6 of GD05).
Silt fences Silt fences will be provided along the site perimeter in areas where runoff could leave the site (refer to Appendix A). Ground surface slopes where silt fences have been proposed are expected to be just greater than 2% grade in some areas. Length and spacings are to be in accordance with the design criteria as shown in Table 2 as specified GD05 F1.3. Table 2: Silt fence design criteria reproduced from GD05 (F1.3)
Ground surface slope steepness %
Slope length (m) (maximum)
Spacing of returns (m)
Flatter than 2%
Unlimited
N/A
2 – 10%
40
60
10 – 20%
30
50
20 – 33%
20
40
33 – 50%
15
30
> 50%
6
20
Super silt fences Super silt fences are not expected to be required but should be utilised if the suggested silt fence proposed at the southern boundary of the site towards Canada Street is deemed insufficient, if there is a break in the hoarding required, or in the unlikely scenario that overland flow breaks through at this point. If a super silt fence is utilised length and spacings are to be in accordance with the design criteria as shown in Table 3 as specified GD05 F1.3. Table 3: Super Silt Fence Design Criteria reproduced from GD05 (F1.4)
Ground surface slope steepness %
Slope length (m) (maximum)
Spacing of returns (m)
Super silt fence length (m) (maximum)
0 – 10%
Unlimited
60
Unlimited
10 – 20%
60
50
450
20 – 33%
30
40
300
33 – 50%
30
30
150
> 50%
15
20
75
Catchpit Inlet Protection Geofabrics are to be placed underneath catchpit grates that are immediately adjacent or within the works site in general accordance to GD05 section F1.6. In addition, a silt sock (refer to GD05 section F1.5) will be placed around inlets or catchpits. The silt sock will completely ‘ring fence’ the catchpit to enable treatment of runoff prior to entering the network.
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Settlement Tank It is expected that only very minor earthworks will be required for this Project. An area for placement of a settlement tank and pump has been allowed for on the plans in accordance with GD05 G1.0 should this be required. This should be used as required for dewatering of open excavations, potholing and groundwater. A minimum of 100 mm water clarity is required as per GD05 for pumping directly offsite. Interim Stabilisation During active demolition, slope and soil stabilisation procedures will be used to prevent erosion on exposed steep slopes. The stabilisation measures will consist of surface roughening and contour drains which are intended to prevent rill erosion on exposed steep surfaces. Refer to Section 3.5 for a discussion of the interim slope protection measures. Long term Stabilisation Following the completion of demolition works, slope and soil stabilisation procedures will be used to prevent erosion on the steep slopes. Exposed slopes are to be protected by temporary geotextile cover, erosion control blanket, or hydro-mulching in accordance with GD05. Refer to Section 3.5 for a discussion of the locations requiring slope protection. Stabilised construction vehicle entranceways and wheel wash Stabilised construction entrances (refer to Appendix A for plan and details) will be constructed as per GD05 E2.6 requirements. Aggregate used to construct the stabilised site entrance is to be in accordance with the specification in Table 4 as per GD05 E2.6. Stabilised entrances are to drain back onto the site or an asphalt speed hump is to be provided to prevent runoff leaving the site from the site entrance. In addition, a wheel wash facility is to be provided within the entranceway. Table 4: Stabilised construction entrance design specifications as per GD05 E2.6
Design parameter
Specification
Aggregate Size
50-150 mm washed aggregate
Minimum thickness
150mm
Minimum length
10 m
Minimum width
4m
3.5 Specific erosion and sediment control devices â–Ş Hoardings around the site perimeter will prevent dirty water leaving the site. Clean water will be
conveyed by the existing street kerb and gutter systems, following existing OLFPs around the site. Hoardings will also prevent overland flow paths from entering the site. There is a significant OLFP and associated flood prone area along Canada Road on the south side of the site. As a means of further protection against sediment seepage through the hoardings during potential inundation events, a silt fence is proposed to be placed inside the hoarding in this location.
â–Ş
The exposed ground surface of the Project area shall be stabilised as each area is disturbed. Disturbed ground will be immediately stabilised using surface roughening. Depending on the demolition methodology and interim site grading, different interim stabilisation methodologies may be used. If the site remains terraced by the existing building platforms, interim surface roughening will be used on all exposed areas. However, if the site is uniformly graded to drain to the south contour drains will be used to prevent rill erosion from occurring through the exposed areas. The ECSP plans assume that the site has been uniformly graded and show the appropriate erosion control measures.
â–Ş
Depending on the time between the completion of demolition works and the beginning of construction on the site, long term stabilisation measures may be required. Long term stabilisation is used to control ongoing erosion from rain events as well as for dust management. In general, if the site is to be left undisturbed for more than two weeks, long term stabilisation will be established. Long term stabilisation may include geotextile mats, erosion control blanket, or hydro-mulching. As with the interim stabilisation measures, the magnitude of the interim measures will be dependent on the final grading following demolition. If the building platforms are retained and the site remains
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terraced, the steep slopes between the terraces will require significant stabilisation, whilst flat platforms may be left roughened, with appropriate dust control employed. Conversely, if the entire site is graded to the south, the entire site will require slope stabilisation measures including geotextile mats, erosion control blanket, or hydro-mulching.
▪
Indicative site access is required by GD05; two access points have been assumed to be via Mercury Lane. Where possible existing pavement is to be retained or suitable hardfill placed to provide a stabilised site entrance and exit in accordance with GD05 E2.6.
▪
There are several existing catchpits within the project area. These catchpits will collect all flow from the project area. The proposed dirty water diversions flow to the southern catchpit, however, if the existing pavement is retained, asphalt bunding may be required to divert flow from the eastern dirty water diversion away from the proposed site access.
▪ ▪
Inlet protection with filter cloths and silt socks will also be installed for all existing catchpits.
▪
A silt fence will be installed inside the proposed hoarding along the southern site boundary adjacent to Canada Street. This silt fence is intended to prevent sediment-laden water from flowing through the hoarding in the event of high flow inundation from the OLFP on Canada Street or its associated flood prone area.
Ponding water within the site will be pumped to the indicative location of the settlement tanks if deemed to be required by the Contractor. This has been positioned to allow discharge of clean water to the existing stormwater water network in Canada Street via gravity.
3.5.1
Site Spoil, Fill Material and Demolition Debris
Storage of excavated spoil, engineering fill, drainage materials or demolition debris will be limited at the worksite for the Project. Material from demolition is to be loaded directly into waiting trucks and disposed offsite as early as possible. However, if any debris is to be stockpiled temporarily it shall be stored on the up-slope side of any trenches if possible or in a stabilised area such as the area available for the contractor which is away from the overland flow paths or exposed areas. Stockpiles shall be suitably compacted and covered by geotextile fabric to minimise sediment runoff and dust migration at the end of each day or when rain is forecast. Silt fences or other sediment control measures in accordance to GD05 shall be provided around the spoil storage area to prevent transport of sediment.
3.5.2
Reinstatement and Rehabilitation
On completion of the demolition works, the contractor will be required to:
▪ ▪ ▪
Ensure all excavations are backfilled and formed with approved material; Reinstate any utilities which were suspended or protected during construction; Erosion and sediment controls within the site, including silt socks and silt fences shall remain following demolition until such time as the site has been fully stabilised, or the construction phase erosion control measures are in place. The inlet protection measures outside the site boundary will be removed following the completion of active demolition work.
All reinstatement and rehabilitation works shall ensure that any sediment within these controls will be disposed of appropriately and care taken to ensure it does not discharge into the stormwater network or become susceptible to dispersion by overland flow paths.
3.6
Monitoring
As part of implementing the ESCP, the contractor will provide ongoing site monitoring to ensure that all proposed erosion and sediment control measures are installed correctly and continue to operate effectively and in the manner that was intended for the full duration of the works. All controls shall be inspected as a minimum weekly and following any heavy rain events to ensure devices continue to operate effectively.
Aurecon | Mott MacDonald | Jasmax | ARUP
12 CRL-KRD-RME-000-RPT-0134 Project 251926 | 11 April 2019 | Revision 3
The following is an indicative outline of the inspection and maintenance regime proposed to ensure the erosion and sediment controls for the Project are maintained appropriately during construction:
▪
The Contractor shall inspect all control measures at the end of week/work period as a minimum and after every rainfall and periods of prolonged rainfall;
▪ ▪ ▪
All measures will be maintained in good working order;
▪
The Project Engineer will be advised by the Contractor of any maintenance or remedial works undertaken, or any changes required to the ESCP to accommodate changes in conditions or work programme;
▪
Any change in the work programme requiring a significant change in the ESCP shall be approved by the Project Engineer and Auckland Council prior to installation;
▪
The Contractor shall maintain records on site of erosion inspections and will make available any reports at the request of the Project Engineer.
Stabilised areas including entrances are to be maintained. The Contractor shall monitor dust emissions on a daily basis, at a minimum. In windy dry conditions, dust emissions are to be monitored continuously. Water shall be reapplied as required to retain a moist ground in dry conditions.
A maintenance and inspections regime shall be established in consultation with the relevant Auckland Council representative and may require more regular inspections subject to the risk profile associated with each measure. ESC construction quality checklists for each measure are also available in Appendix C of the Auckland Council GD05 which may be used on site for guidance.
Aurecon | Mott MacDonald | Jasmax | ARUP
13 CRL-KRD-RME-000-RPT-0134 Project 251926 | 11 April 2019 | Revision 3
4
Conclusion
The Karangahape Station ACZ and CSA demolition work will require specific erosion and sediment control measures to be implemented to mitigate the environmental effects of the construction works. This ESCP provides a framework for identifying and implementing erosion and sediment controls during the demolition works. A design philosophy and number of design principles have been provided along with specific control methodologies for the works. It is the contractor’s responsibility to further develop or modify the ESCP measures based on the final demolition methodology. Requirements associated with making any amendments to this ESCP shall be defined in the CEMP which will be submitted as part of the Project outline plan. All controls shall be fully established before any physical works are undertaken and monitored in accordance with the Auckland Council GD05 Based on the proposed sediment and erosion controls detailed in this report, the effects of the demolition work can be managed in accordance with the CRL designation and resource consent conditions, statutory regulations and best management practices.
Aurecon | Mott MacDonald | Jasmax | ARUP
14 CRL-KRD-RME-000-RPT-0134 Project 251926 | 11 April 2019 | Revision 3
Appendices
Appendix A ECSP Drawings
Document
Description
CRL-KRD-UTI-000-DRG-1191-A
City Rail Link Karangahape Road- Demolition Works Erosion and Sediment Control General Notes
CRL-KRD-UTI-000-DRG-1192-A
City Rail Link Karangahape Road- Demolition Works Erosion and Sediment Control Plan Mercury Lane and East Street
CRL-KRD-UTI-000-DRG-1193-A
City Rail Link Karangahape Road- Demolition Works Erosion and Sediment Control General Details
GENERAL NOTES 1. ALL WORKS AND MATERIALS SHALL COMPLY WITH THE PROJECT DRAWINGS AND SPECIFICATIONS AND CURRENT AUCKLAND COUNCIL AND AUCKLAND TRANSPORT STANDARDS AND SPECIFICATIONS. ANY CONFLICT BETWEEN THE PROJECT DOCUMENTS AND COUNCIL STANDARDS SHALL BE RAISED WITH THE ENGINEER FOR RESOLUTION, PRIOR TO CONSTRUCTION. 2. THE EXACT EXTENT OF WORKS SHALL BE CONFIRMED ON SITE BY THE ENGINEER DURING CONSTRUCTION/DEMOLITION.
LEVEL AND SETOUT NOTES
EROSION AND SEDIMENT CONTROL NOTES
1. SURVEY INFORMATION DOES NOT INCLUDE A LEGAL BOUNDARY SURVEY OR IN SITU BOUNDARY MARKING UNLESS SPECIFICALLY NOTED. WHERE CADASTRAL BOUNDARIES ARE SHOWN, THEY HAVE BEEN SOURCED FROM LANDONLINE XML DATA AND ARE SUBJECT TO SURVEY. WORK AND MATERIALS SHALL COMPLY WITH THE PROJECT DRAWINGS AND SPECIFICATIONS AND CURRENT AUCKLAND COUNCIL STANDARDS AND SPECIFICATIONS. ANY CONFLICT BETWEEN THE PROJECT DOCUMENTS AND COUNCIL STANDARDS SHALL BE RAISED WITH THE ENGINEER FOR RESOLUTION, PRIOR TO CONSTRUCTION. SURVEY COORDINATES USED ARE IN TERMS OF MT EDEN GD 2000 COORDINATE.
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
3. UNLESS OTHERWISE NOTED, ALL LEVELS ARE METRES RELATIVE TO THE DATUM.
2. LEVEL INFORMATION IS IN TERMS OF AKL (MSL) 1946 DATUM.
4. DRAWINGS SHALL BE READ IN CONJUNCTION WITH THE SPECIFICATION. ALL DISCREPANCIES AND VARIATIONS SHALL BE REFERRED TO THE ENGINEER FOR DECISION BEFORE PROCEEDING WITH THE WORK.
3. THE TOPOGRAPHIC DATA SHOWN ON THESE PLANS HAS BEEN COMPILED FROM LASER SCAN SURVEYS UNDERTAKEN BETWEEN 2012 AND 2015 FOR THE PURPOSES OF PUBLIC REALM LANDSCAPING DESIGN ON THE CITY RAIL LINK PROJECT. ALL DETAIL IS SUBJECT TO VERIFICATION ON SITE PRIOR TO CONSTRUCTION.
5. DIMENSIONS SHALL NOT BE OBTAINED BY SCALING FROM THE DRAWINGS. 6. ALL WORK SHALL BE UNDERTAKEN SAFELY AND IN A MANNER MEETING ALL OBLIGATIONS UNDER THE HEALTH AND SAFETY AT WORK ACT 2015. 7. THE CONTRACTOR SHALL PROVIDE FOR SPECIALIST EQUIPMENT AS NECESSARY AND SAFE ENVIRONS FOR ANY INSPECTIONS REQUIRED TO BE MADE BY THE ENGINEER OR HIS/HER REPRESENTATIVES ON SITE.
4. SURVEY INFORMATION HAS BEEN SUPPLEMENTED BY INFORMATION FROM AUCKLAND COUNCIL GIS RECORDS. THE ACCURACY OF THIS INFORMATION CANNOT BE CONFIRMED AND THE LOCATION AND LEVEL OF ALL EXISTING UNDERGROUND SERVICES WITHIN THE EXTENT OF WORKS SHOULD BE CONFIRMED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
8. THE CONTRACTOR SHALL PROVIDE A SITE AND BUILDING SPECIFIC DEMOLITION PLAN.
4. BACKGROUND SURVEY INFORMATION (EXISTING CONTOURS) AND AERIAL PHOTO HAVE BEEN EXTRACTED FROM AUCKLAND COUNCIL GEOMAPS. 5. ANY STOCKPILE OF MATERIAL ONSITE SHOULD BE COVERED TO MINIMISE LOSSES AND NOT BE LOCATED IN OVERLAND FLOW PATHS OR SITE LOW POINTS. 6. ALL RUBBISH, VEGETATION, DEBRIS ETC SHOULD BE REMOVED FROM THE DEMOLITION/EARTHWORKS AREA AND DISPOSED OFF SITE BY THE CONTRACTOR PRIOR TO COMMENCEMENT OF SITE CLEARANCE. 7. THE CONTRACTOR IS TO PROVIDE A MOBILE SETTLEMENT TANK FOR DEWATERING OR SIMILAR DURING THE CONSTRUCTION PERIOD IN GENERAL ACCORDANCE TO GD05 SECTION G1.0. THE SIZE AND LOCATION OF THE TANKS ARE TO BE REVIEWED BY THE ENGINEER. 8. ALL EROSION AND SEDIMENT CONTROL MEASURES MUST BE OPERATIONAL PRIOR TO ANY OTHER WORK COMMENCING ON SITE. THE CONTRACTOR SHALL ARRANGE FOR AND ATTEND A PRELIMINARY SEDIMENT CONTROL MEETING ON SITE WITH THE ENGINEER AND A REPRESENTATIVE FROM AUCKLAND COUNCIL. 9. THE CONTRACTOR SHALL ENSURE COUNCIL BEST MANAGEMENT PRACTICES ARE IN PLACE DURING THE DEMOLITION/CONSTRUCTION PERIOD AND AT THE SITE ENTRANCE TO CONTROL ALL DUST, SILT, MUD AND SEDIMENT GENERATED BY THE WORKS AS TO NOT DISCHARGE FROM THE SITE AND/OR ENTER AUCKLAND COUNCIL STORMWATER SYSTEM.
9. RAIL ALIGNMENTS AND CIVIL INFRASTRUCTURE IS BASED ON INFORMATION PROVIDED BY RAILWAY INFRASTRUCTURE CONSULTANTS (RIC). 10. THE CONSTRUCTOR SHALL CONFIRM ALL DIMENSIONS ON SITE PRIOR TO COMMENCEMENT OF WORK. ANY DISCREPANCIES SHALL BE REFERRED TO THE ENGINEER FOR RESOLUTION BEFORE PROCEEDING WITH THE WORK.
10. FURTHER SEDIMENT CONTROL MAY BE REQUIRED BY THE ENGINEER AS THE PROJECT ADVANCES. THESE WILL BE INSTALLED AS AND WHERE DIRECTED BY THE ENGINEER. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ENSURING THAT THE SITE HAS EFFECTIVE SILT DETENTION FACILITIES OPERATING AT ALL TIMES.
EXISTING SERVICES
11. ALL SEDIMENT AND EROSION CONTROL FEATURES SHALL BE IN ACCORDANCE WITH AUCKLAND COUNCIL GD05.
1. THE LOCATIONS OF UNDERGROUND SERVICES SHOWN ON THESE DRAWINGS ARE APPROXIMATE ONLY AND BASED ON INFORMATION PROVIDED BY NETWORK UTILITY OPERATORS (NUO) AND KIWIRAIL. NO LIABILITY IS ACCEPTED FOR THE ACCURACY OR COMPLETENESS OF THE PLOTTED SERVICES. OTHER UNDERGROUND OR OVERHEAD SERVICES MAY EXIST THAT ARE NOT SHOWN ON THE DRAWINGS.
12. ALL EXISTING CATCHPITS LOCATED WITHIN THE SITE AND IMMEDIATELY ADJACENT TO THE SITE SHALL BE PROTECTED. 13. EXISTING STORMWATER NETWORK SOURCED FROM AUCKLAND COUNCIL GEOMAPS. 14. SILT FENCES ARE TO HAVE A MINIMUM 3m CLEARANCE FROM OPERATING RAIL TRACK CENTRELINES, IF THIS CANNOT BE ACHIEVED, THE ENGINEER SHALL DETERMINE ALLOWED CLEARANCE.
2. PRIOR TO COMMENCING ANY WORK INVOLVING EXCAVATION OR PENETRATIONS (PILING, DRILLING ETC) THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL SERVICES USING NUO DATA AND HAVE ALL SERVICES MARKED OUT ACCURATELY ON SITE USING NUO ON SITE LOCATION SERVICES PRIOR TO COMMENCING ANY GROUND DISTURBANCE.
15. EXISTING SERVICES HAVE BEEN PLOTTED FROM UTILITY COMPANIES RECORD MAPS AND ARE INDICATIVE ONLY. THE DRAWINGS ARE NOT TO BE TAKEN AS A COMPLETE AND ACCURATE RECORD OF THE SERVICES WITHIN THE AREA OF WORKS. ALL LOCATIONS ARE TO BE CONFIRMED ON SITE BY THE CONTRACTOR WITH THE RELEVANT SERVICE AUTHORITY REPRESENTATIVE PRIOR TO EXCAVATION.
3. PRIOR TO COMMENCING ANY DEMOLITION, EXCAVATION OR PENETRATION WORK IN ANY PART OF A LEGAL ROAD OR OTHER PUBLIC AREA THE CONTRACTOR SHALL APPLY FOR AND UPLIFT CORRIDOR ACCESS PERMITS AND MEET ALL ASSOCIATED REQUIREMENTS OF THE NUO.
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2. SITE LAYOUT IS INDICATIVE ONLY, AND IS TO BE CONFIRMED AT DETAILED DESIGN STAGE. 3. CONTRACTOR TO REFER TO SITE AND BUILDING SPECIFIC DEMOLITION METHODOLOGY.
16. ALL THREE WATERS LATERALS SERVICING DEMOLISHED BUILDINGS TO BE CAPPED AT THE BOUNDARY.
4. PRIOR TO COMMENCING PIPE, CABLE OR DUCT LAYING ACTIVITIES, THE CONTRACTOR SHALL POTHOLE ALL POTENTIAL SERVICE CONFLICTS AND ANY UNLEVELLED MAINS AT CONNECTION POINTS AND NOTIFY THE ENGINEER, TO ALLOW HIM/HER TO ACCURATELY LOCATE AND LEVEL THE SERVICES EXPOSED AND IF NECESSARY UNDERTAKE DESIGN MODIFICATIONS TO THE ALIGNMENT OR LONGSECTION OF THE NEW WORK.
17. ALL EXPOSED GROUND SURFACES SHALL BE TEMPORARILY STABLISED IMMEDIATELY UPON DISTURBANCE. TEMPORARY STABILISATION SHALL CONSIST OF SURFACE ROUGHENING AND CONTOUR DRAINS LONG TERM. STABILISATION CONSISTING OF GEOTEXTILE, EROSION CONTROL BLANKET OR HYDROMULCHING SHALL BE ESTABLISHED WITHIN 2 WEEKS FOLLOWING DISTURBANCE.
5. THE CONTRACTOR SHALL APPLY FOR AND UPLIFT ALL UTILITY PERMITS/CONSENTS, AND SATISFY ANY NUO REQUIREMENTS PRIOR TO UNDERTAKING ANY EXCAVATION OR UTILITY INSTALLATION WORK.
18. THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE EROSION AND SEDIMENT CONTROL REPORT FOR THE MT EDEN CONSTRUCTION SUPPORT AREA & ACTIVE CONSTRUCTION ZONE.
6. ALL STATUTORY AUTHORITIES SHALL BE NOTIFIED PRIOR TO ANY DEMOLITION, EXCAVATION OR EARTHWORKS TAKING PLACE IN PUBLIC PLACES AND RELEVANT NETWORK UTILITY OPERATORS NOTIFIED WHEN WORKING IN PROXIMITY TO THEIR SERVICES. 7. WHEN WORKS WILL AFFECT ROAD ACCESS OR ACCESS TO PRIVATE PROPERTIES, THE PROPERTY OWNERS SHALL BE GIVEN AT LEAST 5 DAYS’ NOTICE OF THE NATURE AND DURATION OF ANY IMPACTS AND ALL EMERGENCY SERVICES SHALL BE NOTIFIED.
22/02/2019 2:51:28 PM
Auckland
8. ANY EXCAVATION NEAR ANY EXISTING UTILITY CABLE OR PRESSURE SERVICE (EG GAS, WATER OR SEWER RISING MAIN) SHALL BE ADVISED TO THE RELEVANT NUO AT LEAST TWO DAYS PRIOR TO COMMENCING ANY WORK AND WHERE REQUIRED SHALL BE UNDERTAKEN WITH OVERSIGHT BY A NUO REPRESENTATIVE.
ORIGINAL DRAWING IN COLOUR
CLIENT
REV DATE REVISION DETAILS A 22.02.19 PRELIMINARY ISSUE
APPROVED A.LINDGREN
SCALE
SIZE
NOT TO SCALE
A1
DRAWN
PRELIMINARY NOT FOR CONSTRUCTION
CITY RAIL LINK
PROJECT
KARANGAHAPE ROAD - DEMOLATION WORKS EROSION AND SEDIMENT CONTROL GENERAL NOTES
APPROVED
H.ARSHAD
.
DESIGNED
DATE
TITLE
D.DELAGARZA CHECKED
A.LINDGREN
T.NEL 0
20mm ORIGINAL SIZE
40
60
80
100
200
300
400
500
DOCUMENT 600
PROJECT
ZONE
DISCIPLINE
ELEMENT
TYPE
SHEET
REVISION
CRL
KRD
UTI
000
DRG
1191
A
700
800
SW
60.6
.8
11-13 SW
.6 60
.2
60.0
SW
SW
SW
SW
59.8
SW
60.2
59.8
7
SW
SW
59.6
59.6
450Ø SW
SW
14
59.4
SW
SW
SW
SW
225Ø SW
SW
60 .2
SW
SW
60.0
SW
SW
59.2
SW
58.8
SW
58.8
.6 59
CP 5
58.6
58.4
SW
16
58.6
58.4
58.2
SW
58
.2
58.0
SW
SW
57.6
SW SW
57.2
57
.6
SW SW
SW
55 .6
55.0
SW
55.0
57.2
54 .8
57.0
SW
55 .2
57.2
SW
57.4
54.8 55
56.6
SW
56.8
54.8
57.0
SW
.0
56.8
54.6
54.6
54.6
54.4
54.4
56.0
THE CONTRACTOR TO ADVISE IF THEY NEED SECOND SITE ACCESS FOR THE DEMOLITION WORK. THE LOCATION OF THE ACCESS TO BE AGREED WITH ENGINEER AND THE ESC MEASURES ARE BE THE SAME AS THE PROPOSED ACCESS SW ON THE NORTHERN END. SW
54.4
SW
55.8 56.0
.0 54
53.8
53.4
.6
SW
SW .2
SW
53
SW
.0 54
SW
SW
SW
SW
SW
APPROVED A.LINDGREN
10m
SIZE
1:250
A1
DRAWN
DATE
A.LINDGREN
T.NEL 20mm ORIGINAL SIZE
40
60
80
100
200
300
400
500
SW
CITY RAIL LINK
PROJECT
KARANGAHAPE ROAD - DEMOLATION WORKS EROSION AND SEDIMENT CONTROL PLAN MERCURY LANE AND EAST STREET
TITLE
D.DELAGARZA CHECKED
57.6
55.0
55.0
.
DESIGNED
57.8
SW 54.2
PRELIMINARY NOT FOR CONSTRUCTION APPROVED
H.ARSHAD
SCALE 1:250
SW
54.0
SW SW
53.2
SW
SCALE
.4
W
DIRECTION OF DRAINAGE FLOOD PRONE AREA 55.6
REV DATE REVISION DETAILS A 22.02.19 PRELIMINARY ISSUE
57
56.2
SW
.2
57
PROPOSED DIRECTION OFSWDEMOLITION (INDICATIVE) S
55.4
SW
57.0
SW
SW
SW
SW
52.6
.2 52
SW
56.2
57.8
53.4
SW SW
SW
SW
SW
52.4
SW
SW
52.8
SW
56.0
58.0
SW
SW
SW SW
55.8
56.8
SW
900Ø SW
55.6
56.6
52.2
SW
SW
52.0
CANADA STREET
SW
.4 54
SW
SW
53.0
55.8
SW
SW
PROPOSED CATCH PIT SW FILTER CLOTH & SILT SOCK INLET SW PROTECTION SW STABILISED VEHICLE ENTRANCE 56.4
.2
SW 55.4
SW 53
SITE ACCESS
SW
55.2
51.8
52.4
53.8
52.0
52.2
.6 53
SW
SW
52 .6
52.0
S54.6W
SW
55.2
CP 3
51.8
SW
57.6
53.8
SW 52.8
.8
CP 1
51.6
52.4
SW
SW 52.4
SW
52.4
51.8
52.0
52 .8 .6
SW
.0
52
54
52.4
51.8
52
SW 54.4
INDICATIVE VEHICLE WASHDOWN AREASW 53.8
52.2
SW
Auckland
53.0
CP 2
52.0
DIRTY WATER DIVERSION CONTOUR DRAIN SILT FENCE
54.2
53.0
52.6
SW
22/02/2019 2:51:40 PM
SW
52.2
.8
53.6
51.6
0
DEMOLITION BOUNDARY SITE BARRIER WITH HOARDING ON 2 ASPHALT BUND
53.6
53.2
52
SW 450ØSW
52.0
29
INDICATIVE QUALITY TEST LOCATION
SW
SW
53.0
52.4
51.8
FLOOD PRONE AREA
53.6
53.0
900Ø
52.8
52.6
52.2
52.6
57.4
53 53.6 53
52.6
55
PROPOSED
53.8
52.2
17
5
EXISTING CATCH PIT EXISTING MANHOLE EXISTING CONTOURS (0.2m INTERVAL)
53.6
54.0
.6 54
.4
INDICATIVE EXISTING CP
SW
0
.4
SW
53.2
53.0
SW SW
CLIENT
SW
53.4
52.8
53.2
SW
SW
EXISTING OVERLAND FLOW PATH EXISTING STORMWATER DESIGNATION BOUNDARY
.2
52.6
SW
EXISTING SW
53
53.0
SW
32
53
.0
53.4
SW SW
.6
.4 52
.2
SW
52
SW
.0
52.4
52.4
53.8
54 54
ORIGINAL DRAWING IN COLOUR
SW
SW SW
53
52.4 53.2
SW
SW
52.8
53.4
.4 54
.2 54
SW
53.2
53.8
SW
SW
53.6
.4
SW SW
53.4
53.2
54.0
EROSION AND SEDIMENT CONTROL LEGEND
SW 53.6
53.4
SW
SW
53.6
53.8
SW
4
SW SW
SW
SW
54.0
54.2
SW
SW
SW
SW SW
SW
53.6
INDICATIVE LOCATION OF SEDIMENT TANK IF REQUIRED
54.4
54.8
54.0
53.8
53.6
SW
53
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38
54.2
SW
SW
SW
54.4
54 .0
NE
54.6
CP 7
.6 54
53.8
Y LA
SW
54.8
23-31
54.8
54.2
CUR
55.0
55.0
SW
MER
SW
55.2
SW
55.4
55.2
375Ø
SW
25-27
24
54.0
SW
55.4 55.6
53 .4
55.8
54.2 54.2
SW
55.6
54.8
SW
54.2
56.4
SW
56.4
56.2
56.2
54.8
56.6
SW
23
2.5
SW
55.4
21
SW
SW
55.2
57.4
S
SW
55.4
55 .6
SW
57.6
57.6
6A
SW
55.2
.8 57
SW
57.8
58.0
55.6
57.8
55 .4
ET TRE H S SW T U O
SW
LONG TERM STABILISATION: GEOTEXTILE, EROSION CONTROL BLANKET OR HYDRO MULCHING
55.6
SW
SW
55.4
450Ø
SW 55.8
54.6
T REE
SW
55.8
55.6
16
SW
15
SW
T ST
56.0
55.4
EAS
SW
56.2
55.8
57.8
SW
56.0
56.0
.0
SW
TEMPORARY STABILISATION: SURFACE ROUGHENING AND1 CONTOUR DRAINS ON ALL DISTURBED GROUND.
56.4
56.4
56.4
58
SW
56.6
.6
56
56.2
58.0
SW
56.8
56.2
20
SW
CP 4
57.0
SW
57.4
SW
56.6
SW
57.8 57.8
.0
56.8
CROSS STREET
SW
57.6
57.2
56.8 57
SW
57.4
57
CONTRACTOR TO CONFIRM EXISTING CATCHPIT LOCATION
19
SW
57 .8
SW
57.8
SW
.0
.2
17
.2
58
SW
57.4
57.0
SW
SW
58.0
57.4
58.8
59.2
59.0
SW
57.6
SW
18
58
57 .8
SW 58.2 58.4 58.6 58.8
SW
INDICATIVE VEHICLE WASHDOWN AREA
57.8
58.0
SHAFT VOID
SW
58 .0
SW
59.4
58.2
SW
SW
SW
57.2
EET STR
59.0
SW
SW
SW
S ATO GAL
SW SW 59.0
SW
SW
SW
SW
59.4
SW
SW
SW
SW
SW
CP 6 59.2
.8
59
59.4
SW
60.2 60.0
STABILIZED VEHICLE ENTRANCE
1. REFER TO DRAWING CRL-KRD-UTI-000-DRG-1191 FOR ALL NOTES. 2. REFER TO UTILITIES MANAGEMENT PLAN FOR ALL SERVICES. 3. ALL THREE WATERS LATERALS SERVICING DEMOLISHED BUILDINGS TO BE CAPPED AT THE BOUNDARY. 4. ALL EXPOSED GROUND SURFACES SHALL BE TEMPORARILY STABLISED IMMEDIATELY UPON DISTURBANCE. TEMPORARY STABILISATION SHALL CONSIST OF SURFACE ROUGHENING AND CONTOUR DRAINS LONG TERM. STABILISATION CONSISTING OF GEOTEXTILE, EROSION CONTROL BLANKET OR HYDROMULCHING SHALL BE ESTABLISHED WITHIN 2 WEEKS FOLLOWING DISTURBANCE. 5. WHERE SEDIMENT REMOVAL BY FILTER CLOTH AND SILT SOCKS IS DEEMED INSUFFICIENT BY THE CONTRACTOR, SETTLEMENT TANKS ARE TO BE PROVIDED. THE SIZE AND LOCATION OF THE TANKS ARE TO BE 4REVIEWED BY THE ENGINEER. 6. DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE EROSION AND SEDIMENT CONTROL REPORT FOR THE KARANGAHAPE STATION CONSTRUCTION SUPPORT AREAS. 7. ALL CATCHPITS FOUND ON SITE ARE TO BE PROTECTED WITH FILTER CLOTHS AND SILT SOCKS.
60.2
60
SW
SW
2
60.4
.4 60
SW
NOTE:
60.6
SW
60.4
SW
SW
60
12
SW
5
DOCUMENT 600
PROJECT
ZONE
DISCIPLINE
ELEMENT
TYPE
SHEET
REVISION
CRL
KRD
UTI
000
DRG
1192
A
700
800
SITE BOUNDARY SITE HOARDING AND ASPHALT BUND AGGREGATE
300mm
SILT SOCK RUNOFF WATER
COMPACTED EARTH BUND
FLOW
COURSE GEOTEXTILE
EXISTING SURFACE N2 300
SEDIMENT BUILD UP
1O
300
N2
1O
CESSPIT GRATE
N2
1O
CLEAN WATER DIVERSION (EXISTING OLFP)
CROSS SECTION
CONTOUR DRAIN (REFER TO GD05 PART E SECTION 2.3)
DIRTY WATER DIVERSION (WHERE INDICATED)
TYPICAL SITE BOUNDARY ARRANGEMENT
NOT TO SCALE
NOTE:
NOT TO SCALE
1. LINER OR SANDBAG CHECKS TO BE USED AS NEEDED TO PREVENT ERISION IN STEEP DIRTY WATER DIVERSIONS.
SILT SOCK
CATCHPIT PROTECTION DETAIL (REFER TO GD05 SECTION F1.6) NOT TO SCALE STANDARD DETAILS FOR FABRIC JOIN
10m MIN.
3m MIN.
pw:\\designshare.au.aurecon.info:PW_PROD_AU\Documents\Projects\23xxxx\239933 - City Rail Link CDE\01-WIP\Drawings\CRL-KRD-UTI-000-DRG-1193.dwg
4m MIN.
CARRIAGEWAY
3m MIN.
3m MIN.
AGGREGATE (50-150mm WASHED)
CARRIAGE WAY 150mm THICKNESS OR 1.5 x AGGREGATE SIZE
Auckland
GEOTEXTILE SILT FENCE WITH RETURNS AND SUPPORT WIRE
STABILISED CONSTRUCTION ENTRANCE (REFER TO GD05 PART E SECTION 2.6)
22/02/2019 2:51:47 PM
NOT TO SCALE
ORIGINAL DRAWING IN COLOUR 250
0
500
CLIENT
SILT FENCE DETAIL (REFER TO GD05 PART F SECTION 1.3)
SUPER SILT FENCE (REFER TO GD05 PART F SECTION 1.4)
NOT TO SCALE
NOT TO SCALE
REV DATE REVISION DETAILS A 22.02.19 PRELIMINARY ISSUE
APPROVED A.LINDGREN
1000mm
SCALE
SIZE
AS SHOWN
A1
DRAWN
CITY RAIL LINK
PROJECT
KARANGAHAPE ROAD - DEMOLATION WORKS EROSION AND SEDIMENT CONTROL GENERAL DETAILS
APPROVED
H.ARSHAD
SCALE 1:25
PRELIMINARY NOT FOR CONSTRUCTION .
DESIGNED
DATE
TITLE
D.DELAGARZA CHECKED
A.LINDGREN
T.NEL 0
20mm ORIGINAL SIZE
40
60
80
100
200
300
400
500
DOCUMENT 600
PROJECT
ZONE
DISCIPLINE
ELEMENT
TYPE
SHEET
REVISION
CRL
KRD
UTI
000
DRG
1193
A
700
800
Appendix B Glossary of Terminology & Abbreviations The following terminology has been used throughout this City Rail Link Erosion and Sediment Control Management Plan and are listed below for reference. Term
Description
Groundwater
Water located underground in pore spaces within the soil mass
Hoarding
Temporary fencing/barriers enclosing a construction site
the Project
Works related to City Rail Link (CRL)
Spoil
Excavated material
The following abbreviations have been used throughout this City Rail Link Erosion and Sediment Control Management Plan and are listed below for reference. Abbreviation
Description
AEE
Assessment of Environmental Effects
CRL
City Rail Link project
CRLL
City Rail Link Limited
CSMP
Contaminated Site Management Plan
ESCP
Erosion and Sediment Control Plan
GD05
Auckland Council Guideline Document for Erosion and Sediment Control (2016)
PROJECT AREA
Works Area
RMA
Resource Management Act 1991
USLE
Universal Sediment Loss Equation
Appendix C ISCA Requirements CRLL is seeking ISCA (infrastructure Sustainability Council of Australia) IS (infrastructure Sustainability) Rating for the whole project lifecycle where the requirements as per ISCA CRL IS Technical Manual – Mahi Rauora Aratohu - Version 1.2 are essential to achieve the Project’s sustainability goal (Reference to CRLL minimum requirements - Appendices 10, 23 and 24 of the contract documents). This Appendix includes IS requirements that are necessary to achieve a target level 3 of Dis-1 ISCA credits (CRLL Mandatory requirement as per Appendix 10 – Sustainability Minimum Requirements of the contract documents). The below Table to be reviewed, amended (as and if needed) and confirmed to meet the target level that is required. The relevant required evidence(s) to achieve the target to be provided at appropriate timing. ISCA Category Dis-1
Target Level 3
Construction Requirements
Wai Ora (Receiving Water Quality) Benchmark Measures to minimise adverse impacts to receiving wai environmental values during construction and operation have been identified and implemented. These measures demonstrate an awareness of the values of wai ora and its Mauri, and opportunity for mana whenua feedback has been provided and where practicable incorporated into these measures. AND Monitoring of wai discharges and receiving wai is undertaken at appropriate intervals and at times of discharge during construction AND Monitoring and modelling of wai discharges and receiving wai demonstrates no adverse impact on receiving wai environmental values.
How we Aim to achieve this
Section 3 of the Erosion and Sediment Control Management Plan. Modelling is not covered in this Management Plan. The need for modelling or otherwise for the related demolition works to be reviewed once the project goes forward and to be addressed accordingly prior to work progress.
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