technical appendix a8.2: water, construction and

Gorpley Wind Farm Technical Appendix A8.2 Environmental Statement Water Construction and Environmental Management Plan

Kelda Water Services October 2012

TECHNICAL APPENDIX A8.2: WATER, CONSTRUCTION AND ENVIRONMENTAL MANAGEMENT PLAN

Gorpley Wind Farm Technical Appendix A8.2 Environmental Statement Draft Water Construction and Environmental Management Plan

Kelda Water Services Arcus Renewable Energy Consulting Ltd October 2012 Page i

TECHNICAL APPENDIX A8.2 DRAFT WATER CONSTRUCTION AND ENVIRONMENTAL MANAGEMENT PLAN (WCEMP)

FOR GORPLEY WIND FARM KELDA WATER SERVICES

Prepared By:

Arcus Renewable Energy Consulting Ltd Suite 2F

Swinegate Court East 3 Swinegate

York North Yorkshire

YO1 8AJ

T. 01904 715470

E. [email protected] W. www.arcusrenewables.co.uk

OCTOBER 2012


Kelda Water Services Arcus Renewable Energy Consulting Ltd October 2012 Page ii

DRAFT WATER AND CONSTRUCTION ENVIRONMENTAL MANAGEMENT PLAN – TABLE OF CONTENTS

1 INTRODUCTION ........................................................................................................ 1

2 THE MANAGEMENT OF SURFACE WATERS ................................................................ 1

2.1 LOCATION OF SILT TRAPS ............................................................................. 1

2.2 LOCATION OF SETTLEMENT LAGOONS ........................................................... 2

2.3 OUTFLOW MONITORING FROM SETTLEMENT LAGOONS ............................... 2

2.4 PROVISION FOR STORM EVENTS ................................................................... 2

3 HYDROCARBON CONTAMINATION ........................................................................... 2

3.1 Vehicle Maintenance ...................................................................................... 2

3.2 Chemical Storage ........................................................................................... 3

4 THE MANAGEMENT AND MOVEMENT OF FRESH CONCRETE AND CHEMICALS ......... 3

4.1 ACCIDENTAL SPILLAGE WITHIN CONSTRUCTION COMPOUNDS .................. 3

4.2 ACCIDENTAL SPILLAGE OUTSIDE CONSTRUCTION COMPOUNDS ................. 3

4.3 VEHICLE WASHING ........................................................................................ 3

4.4 CONSTRUCTION OF CULVERTS ...................................................................... 4

5 ACCESS TRACK CONSTRUCTION AND USE ................................................................ 4

5.1 MANAGEMENT OF SURFACE WATER............................................................... 4

5.2 PROTECTION OF WATERCOURSE AND DRAINAGE DITCH CROSSINGS ......... 4

5.3 LOOSE TRACK MATERIAL ............................................................................... 4

5.4 MATERIAL EXCAVATED DURING TRACK CONSTRUCTION ............................. 5

5.5 ACCESS TRACKS ON PEAT .............................................................................. 5

6 HANDLING OF PEAT .................................................................................................. 5

7 DISPOSAL OF WASTE MATERIALS ............................................................................ 6

8 CONSTRUCTION OF TURBINE BASES ........................................................................ 6

8.1 CONCRETE POURING FOR TURBINE FOUNDATIONS ..................................... 6

8.2 DEWATERING ................................................................................................. 7

9 DECOMMISSIONING ................................................................................................. 7

10 CONCLUSIONS AND RECOMMENDATIONS ............................................................... 7

11 DITCH CROSSINGS .................................................................................................... 8

12 PLATES .................................................................................................................... 11


Kelda Water Services Arcus Renewable Energy Consulting Ltd October 2012 Page 1

DRAFT WATER CONSTRUCTION AND ENVIRONMENTAL MANAGEMENT PLAN

FOR GORPLEY WIND FARM

1 INTRODUCTION

This Draft Water Construction and Environmental Management Plan (WCEMP) forms an appendix to the Environmental Statement (ES) for Gorpley Wind Farm (‘the Development’). The Draft WCEMP presented in this document is intended to demonstrate measures that could be used across the Development site to adequately protect hydrological and related resources. Detailed proposals for such measures will be documented prior to construction, and will provide the same or greater protection for the water environment as those described in this document. The measures proposed are proportionate to the level of risk identified and, where greater risk is highlighted at specific locations prior to construction, specific measures would be agreed for those locations.

The methods set out in the Draft WCEMP are based on good practice and the following guidance:

• ‘Investigating the impacts of windfarm development on peatlands in England (NECR032)’ (2010)1

• The Construction Industry Research and Information Association (CIRIA), ‘Environmental Good Practice On Site (C692)’ (2010); and

Natural England (NE);

• CIRIA, ‘Control of Water Pollution from Construction Sites (C532)’ (2001).

The Draft WCEMP takes into account specific activities during the construction and operational phases of the Development, including construction and operational use of:

• Access roads; • Turbine foundations; and • Hardstanding areas and buildings (including crane hardstandings, temporary construction

compound and associated infrastructure).

The appropriate methodologies to cover water control and the means of drainage from all hard surfaces and structures within the site are described in the following sections.

Drainage from the site will include elements of Sustainable Urban Drainage Systems (SUDS) design. SUDS replicate natural drainage patterns and have a number of benefits:

• SUDS will attenuate water run-off, thus reducing peak flow and any flooding issues that might arise downstream; and

• SUDS will treat run-off, which can reduce sediment and pollutant volumes in runoff before discharging back into natural drainage network.

2 THE MANAGEMENT OF SURFACE WATERS

2.1 LOCATION OF SILT TRAPS

Silt traps will be utilised, where required, to trap and filter sediment-laden run-off from excavation works at the Development. They will be installed in drainage ditches but will be sited to avoid slopes with a gradient greater than 1 in 20. Silt traps will also be installed on the down-slope side of tracks to ensure sediment is not transferred into the wider hydrological system. The Environment Agency (EA) will be consulted prior to construction regarding the placement of silt traps.

Plates 8.3 and 8.4 of this document display typical silt fencing and silt traps.

1 Natural England Investigating the impacts of windfarm development on peatlands in England (NECR032)’ (2010) [online] Available at: http://publications.naturalengland.org.uk/publication/43010 [Accessed 10/10/2012].



2.2 LOCATION OF SETTLEMENT LAGOONS

Settlement lagoons facilitate the settlement of sediment-laden run-off by allowing suspended solids to settle out of water before being discharged to ground or a drainage ditch. Smaller settlement lagoons will be implemented where appropriate at turbine excavations within the catchment of Midgelden Brook. All settlement lagoons will be actively managed to control water levels and ensure that any runoff is contained, especially during times of rainfall. If required to achieve the necessary quality of the final run-off, further measures could include the use of flocculent to further facilitate the settlement of suspended solids.

Alkali (limestone) may be added to the base of dewatering pits to buffer acidic water, should intrusive site investigations indicate the presence of acid mine water in near surface groundwater. Settlement lagoons may also be constructed with a composting layer also allow for the treatment of any ochre water before being discharged into the hydrological system. A schematic diagram is displayed below:

Diagram taken from Johnson & Hallberg 20052

2.3 OUTFLOW MONITORING FROM SETTLEMENT LAGOONS

.

Settlement lagoon outflow will be regularly inspected and discharge may be pumped, when required, for maintenance purposes. Any pumping activities will be supervised and authorised by the Infrastructure Contractor’s Project Manager.

Treated water will be discharged onto vegetated surfaces and directed away from surface watercourses. Within the catchment of Midgelden Brook, irrigation techniques, which may include the use of perforated discharge hoses, or similar, will be employed to rapidly distribute discharge across a vegetated slope.

2.4 PROVISION FOR STORM EVENTS

The infrastructure locations are not considered to be at risk from flooding. In extreme storm events, there would be elevated levels of run-off from the hardstanding elements of the Development relative to green-field flow rates. These areas of hardstanding account for approximately 0.33 %3

Along access tracks in areas where peat coverage is less than 2 m depth, drainage channels would be installed to shed any track run-off to adjacent rough ground, to attenuate flow and allow natural filtration to remove sediments.

of the total catchment area.

Roads will be installed with a crossfall to ensure surface water that does not percolate through the road is shed to one side.

3 HYDROCARBON CONTAMINATION

3.1 Vehicle Maintenance

During the operation of the excavations, excavation machinery will be regularly maintained to ensure that there is minimal potential for fuel or oil leaks / spillages to occur. All maintenance

2 Johnson & Hallberg 2005. “Acid mine drainage remediation options: a review” [online] Available at: http://www.hsph.harvard.edu/mining/files/Acid_mine_drainage_remediation_options_-_a_review_JOHNSON_20.pdf [Accessed 27/03/2012]. 3 Approximately 2.49 ha of new infrastructure in 760 ha total catchment area of Midgelden Brook.



will be conducted on suitable absorbent spill pads to minimise the potential for groundwater and surface water pollution. All machinery will be equipped with drip pans and inflatable bunds to contain minor fuel spillage or equipment leakages. Plates 8.5 and 8.6 of this document display examples of dip pans and bunds.

3.2 Chemical Storage

Potentially contaminating chemicals stored on site will be kept within a secure bunded area to prevent any accidental spills from affecting hydrological resources. The bunded area will be within the construction compound and will be underlain by an impermeable ground membrane layer to reduce the potential pathways for contaminants to enter watercourses and groundwater. Further detail is presented in Section 4.1: Accidental Spillage inside Construction Compounds.

The chemicals storage area would be kept secure to prevent theft of vandalism. A safe system for accessing the storage area would be implemented by the Construction Contractor.

4 THE MANAGEMENT AND MOVEMENT OF FRESH CONCRETE AND CHEMICALS

4.1 ACCIDENTAL SPILLAGE WITHIN CONSTRUCTION COMPOUNDS

A bunded area of the construction compounds will be installed for storage of chemicals and this area will be underlain by an impermeable ground membrane layer. The bund will have a 110 % capacity to attenuate stored liquids (including fresh concrete). This will reduce the potential for accidental spillages to contaminate surface water or groundwater. An appropriately sized spill kit(s) will be provided and maintained on site. This will contain materials, such as absorbent granules and pads, absorbent booms and collection bags. These are designed to halt the spread of spillages and will deployed, as necessary, should a spillage occur elsewhere within the construction compounds.

4.2 ACCIDENTAL SPILLAGE OUTSIDE CONSTRUCTION COMPOUNDS

Speed limits for vehicles transporting concrete will be set at a maximum of 15 miles per hour (mph) and will be monitored by the project manager of the infrastructure contractor. Maximum vehicle load capacities will not be exceeded. Although tracks will be maintained in good condition, vehicle loads will be reduced when a rougher surface is identified prior to track maintenance. Where access tracks are within 8 m of land drains, speed limits for vehicles transporting concrete will be reduced further. Maximum vehicle load capacities will not be exceeded.

Measures to manage fresh concrete during pouring operations are described in Section 8.1: Concrete Pouring for Turbine Foundations.

4.3 VEHICLE WASHING

There will be a wash-out facility at an appropriate location on-site consisting of a sump overlain with a geosynthetic membrane. The geosynthetic membrane will filter out the concrete fines leaving clean water to pass through to the sump. The sump water will be pumped to a licenced carrier and taken off-site for approved disposal. Sump water will not be discharged to surrounding vegetated surfaces or the wider drainage network. The resulting dry waste at the bottom of the sump is inert and can therefore be used within the rockfill during road construction. An impermeable ground layer will underlay the sump to prevent sump water reaching the bedrock and aquifer below the Development in the event that the sump malfunctions. No washing of concrete-associated vehicles will be undertaken outside the wash out facility, and the area will be signposted, with all site contractors informed of the locations.

Plate 8.7 of this document displays a typical concrete wash-out facility.



4.4 CONSTRUCTION OF CULVERTS

The use of in-situ concrete in the construction of watercourse crossings will be avoided by the use of pre-cast elements.

All new watercourse and drainage ditch crossings are anticipated to be suitable for either pipe or culvert designs. Ready-made concrete wide bottomless arched or plastic pipe culverts will be used. Plastic pipes to span the access track will be used in areas of heavily saturated ground to ensure hydrological connectivity around / under areas of infrastructure where appropriate. The site drainage design will take into account any severance of saturated areas to ensure hydrological connectivity is maintained. Site drainage design will be agreed with the EA prior to the construction phase of the Development.

5 ACCESS TRACK CONSTRUCTION AND USE

5.1 MANAGEMENT OF SURFACE WATER

Set out below are measures that will be incorporated into the design and installation of the access tracks.

Access tracks will be designed to have adequate cross fall to avoid ponding of rainwater and surface run-off. Run-off from the access tracks and existing drainage ditches will be directed into swales that will be designed to intercept, filtrate and convey the runoff.

Check dams will be installed within the swales and existing drainage ditches in order to increase the attenuation of run-off.

Permanent swales and drainage ditches adjacent to access tracks will have outlets at specified intervals to reduce the volume of water collected in a single channel and, therefore, reduce the potential for erosion. Outfall pipes will drain into a bunded section of the drainage ditch to allow suspended solids to settle. Further measures could include the use of flocculent to further facilitate the settlement of suspended solids.

During the initial installation of new access tracks and the upgrade of existing infrastructure, run-off will require further treatment and hence silt traps, will be used. Settlement lagoons and retention ponds will be implemented at junctions of the access track, except where existing drainage would be adequate. These measures will be sited avoiding slopes greater than 1 in 20.

5.2 PROTECTION OF WATERCOURSE AND DRAINAGE DITCH CROSSINGS

The access track layout has been designed to utilise the existing track network where possible and to minimise the number of drainage ditch and watercourse crossings. New crossings will be appropriately designed so that they do not alter the natural drainage and can accommodate flow. Authorisation from the EA will be obtained prior to construction of drainage ditch and watercourse crossings.

Works will not be conducted during times of prolonged heavy rain. This will reduce the possibility of causing obstructions to naturally occurring drainage channels and permitting the transfer of sediment-laden run-off.

The locations of watercourse and drainage ditch crossings and watercourse are shown in Table 1 of this WCEMP.

5.3 LOOSE TRACK MATERIAL

Loose material from the use of access tracks will be prevented from entering the hydrological system during construction. The following measures can be used, where deemed appropriate:

• Silt fences will be erected in areas at risk of erosion; • Silt fences and drainage ditches will be inspected daily and cleaned out as required to

ensure their continued effectiveness; • Silt matting will be checked daily and replaced as required;



• Excess silt will be disposed of in designated areas at least 35 m away from any drainage ditches;

• Water bars will be implemented as appropriate; • Drains will be checked after periods of heavy precipitation; and • The access tracks will be inspected on a daily basis for areas where water collects and

ponds.

The main issues with loose material will occur during construction however post-construction there will be a monitoring regime put in place to ensure that ongoing maintenance is targeted to prevent any similar issues arising.

An example of a semi-permeable geotextile layer and a geotextile grid is shown in Plate 8.8 of this document.

5.4 MATERIAL EXCAVATED DURING TRACK CONSTRUCTION

Prior to any excavation and following construction of appropriate drainage measures, vegetation and superficial geology will be removed and stored in overburden stockpiles. Overburden stockpiles will be located adjacent to excavations and compacted in order to limit instability and erosion potential. Silt fences and mats will be employed to minimise sediment levels in runoff from the stockpiles.

Overburden stockpiles will also be underlain with a semi-permeable geotextile grid to prevent sediment fines from washing out into near-surface water and groundwater.

Typical overburden stockpile measures are shown in Plate 8.9 of this document.

5.5 ACCESS TRACKS ON PEAT

Floating roads will be used in areas of heavily saturated ground to ensure hydrological connectivity around / under areas of infrastructure where appropriate. The site drainage design will take into account any severance of saturated areas to ensure hydrological connectivity is maintained.

Measures to ensure hydrological connectivity is maintained between bog habitats and their water source include:

• Site operatives will identify flush areas, depressions or zones which may concentrate water flow. Floating roads will be used in these areas to ensure hydraulic conductivity under the road, and reduce water flow over the road surface. Additionally, these sections will be spanned with plastic pipes or drainage matting to ensure hydraulic conductivity under the road; and

• Site drainage design will take into account any severance of saturated areas or areas identified as bog habitat. Site drainage design will incorporate a drainage ditch on the upslope of the access track, to ensure limited crossflow and sediment transport, with drainage cross channels on the down-slope which would shed track run-off to adjacent rough ground approximately every 30 m. Site drainage design will be agreed with the EA prior to the construction phase of the Development.

Additional measures to protect the quality and the supply of groundwater and near-surface water available to any bog habitat will be discussed with the EA and NE prior to the construction phase of the Development and are outlined below in Section 5: Handling of Peat.

6 HANDLING OF PEAT

The excavation of some turbine foundations will generate excess material, some of which will typically be peat. Some excess material from other infrastructure will also be peat, however the majority will be soils.

Excavated peat will be used to form ‘shoulders’ alongside floating roads and to cover the shallow trenches in which electrical cabling from the turbines to the substations will be laid. It has been calculated that there would be no net quantity of peat generated. Where possible,



peat generated from one part of the site would be used immediately on another part of the site, however some temporary storage will be required at times. Peat required to be stored temporarily would be stockpiled in designated areas, in bunds no greater than 2 m high, at least 50 m from a watercourse or 20 m from a drainage ditch. Peat turfs will be placed on top of bunds to reduce sediment creation. The local EA office will be consulted regarding the storage and reinstatement of peat before the construction phase of the Development.

Other key measures to ensure minimal impact on peat and bog habitats involve implementing measures which protect water quality and supply quantity, such as:

• The implementation of a Pollution Prevention Plan to ensure good practice working methods are followed throughout construction works;

• Silt traps will be deployed to trap and filter sediment-laden run-off throughout the construction phase of the Development;

• Settlement lagoons will be constructed and actively managed to control water levels and ensure that any runoff is contained, especially during times of rainfall;

• Turbine foundations are constructed in holes in the ground that will be de-watered, and hence water flow is typically into the foundation area. This will prevent concrete leaching into groundwater or surface water in the event of shutter collapse;

• All excavations will be sufficiently dewatered before concrete pours begin and that dewatering continues while the concrete cures. However, construction good practice will be followed to ensure that fresh concrete is isolated from the dewatering system; and

• If required turbine foundations may be dewatered, temporarily lowering water levels in the superficial deposits and near-surface groundwater. The dewatering process would involve the treatment of any extracted water to remove any sediment and redistributing the water onto a vegetated surface in proximity to the excavation. This process would not involve any net loss of water from the hydrological system and would ensure that the water being treated is of the same (or similar) quality to what was extracted. Hence, there would not be an unacceptable effect on groundwater.

7 DISPOSAL OF WASTE MATERIALS

Waste, such as packaging, from transportation of construction materials and from general site operations would be stored in a designated area of the construction compound and removed from site by a suitably licensed contractor. This will be covered in a site specific waste management plan to be developed by the Contractor at time of construction.

8 CONSTRUCTION OF TURBINE BASES

Methods to manage runoff and contain pollutants during concrete pouring into the turbine foundation excavations are detailed in the following paragraphs.

The excavated area will be back-filled with compacted layers of graded material from the original excavation, where this is suitable, and restored. Locally, around the turbines, the finished surface will be capped with crushed aggregate in some places as required to allow for safe personnel access around the base of the turbine. The management of run-off from these areas is described in Section 2: The Management of Surface Waters.

8.1 CONCRETE POURING FOR TURBINE FOUNDATIONS

Methods to protect surface and groundwater from operations associated with the transportation of concrete are considered in Section 3: The Management and Movement of Fresh Concrete.

To prevent pollution it is important that all concrete pours are planned and that specific procedures are adopted where there may be a risk of groundwater contamination, in accordance with CIRIA C532. These procedures will likely include:

• Turbine foundations are constructed in holes in the ground that are typically de-watered, and hence water flow is typically into the foundation area. This will prevent concrete leaching into groundwater in the event of shutter collapse;



• Ensuring that all excavations are sufficiently dewatered before concrete pours begin and that dewatering continues while the concrete cures. However, construction good practice will be followed to ensure that fresh concrete is isolated from the dewatering system; and

• Ensuring that covers are available for freshly placed concrete to avoid the surface of the concrete washing away during heavy precipitation.

Additionally, no chemical additives will be used during the concrete pour for the turbine foundation.

Typical foundation shuttering is shown in Plate 8.10 of this document.

8.2 DEWATERING

Dewatering of turbine foundation excavations is likely to be necessary. Water will be treated by settlement lagoons and by discharge onto vegetated surfaces. The location and management of these are described in Section 2.2: Location of Settlement Lagoons.

It is unlikely that groundwater ingress from peat will be significant , so no significant effects on peat stability, associated with dewatering, are anticipated. However, the floors of turbine foundations will have a gravity drain design. All floor water will drain to an adequately sized sump to allow sediment to settle out before discharge to surrounding vegetated surfaces.

During the excavation of turbine foundations, excavation machinery will be regularly maintained to ensure that there is minimal potential for fuel or oil leaks / spillages to occur. All maintenance will be conducted on suitable absorbent spill pads to minimise the potential for groundwater and surface water pollution.

9 DECOMMISSIONING

During the decommissioning phase of the Development, it is anticipated that access tracks would be allowed to naturally re-vegetate. It is considered that removing or infilling the drainage measures implemented as part of the construction and operational phases of the Development would be more detrimental and could potentially lead to alterations in the hydrological network. Decommissioning activities will be undertaken in accordance with good practice at the time, and agreed with the relevant consultees in advance of the works commencing. As such, the drainage network is likely to remain in place after the decommissioning phase in order to effectively attenuate run-off and convey this to watercourses.

10 CONCLUSIONS AND RECOMMENDATIONS

The purpose of this Draft WCEMP is to outline appropriate water management measures that are intended to be used to control surface water run-off, and drain hardstandings and structures during the construction and operation of Gorpley Wind Farm. The measures detailed throughout this report would ensure that any effects on the groundwater environment are minimised.

This document would be adapted to meet the additional requirements of the construction contractor, when appointed, to ensure that all measures implemented are effective and site-specific. Consultation with bodies including the EA, Calderdale Metropolitan Borough Council and Yorkshire Water would be carried out prior to construction commencement to confirm agreement with the measures proposed.

The Draft WCEMP is considered to be a live document, such that modifications can be made following additional information and advice from consultees.

Gorpley Wind Farm Technical Appendix 8.2 Environmental Statement Draft Water Construction and Environmental Management


11 DITCH CROSSINGS

Table 1. Watercourse and Ditch Crossings

Watercourse and Ditch Crossing Description Crossing Location Upstream Crossing Location Downstream

Crossing Information: Crossing number: 1 - New crossings at 389760, 42263. Unnamed tributary of Weather Hill Gulf originating from the east of Rossendale Way in the southwest of the Development and drains north towards Weather Hill Gulf. Measures described in this WCEMP will ensure that the quality of the water and flow maintenance is not compromised. Due to the nature of the watercourse it is unlikely that aquatic fauna would be present. Crossing Type: Wide circular culvert. Approximate width: 3 m. Approximate pipe length: 5 m. Photographs taken approximately 130 m south of crossing location.

Flow: Moderate flow during site visit Speed: Moderate Gradient: Gentle Watercourse Bed Substrate: Sediment on bedrock




Crossing Information: Crossing number: 2 and 3 - New crossings at 390325, 422555 and 390355, 422560. Two main tributaries of Weather Hill Gulf issuing near the Wreck Beds in the south of the. Measures described in this WCEMP will ensure that the quality of the water and flow maintenance is not compromised. Due to the nature of the watercourse it is unlikely that aquatic fauna would be present. Crossing Types: Bottomless arched culverts. Approximate width: 3 m. Approximate pipe length: 5 m. Photographs taken approximately 40 m north of crossing locations.

Flow: Moderate Speed: Moderate Gradient: Gentle Watercourse Bed Substrate: Sediment on bedrock




Crossing Information: Crossing number: 4 - New crossings at 390715, 422275. Unnamed tributary of Gorpley Reservoir originating near the Three Nooks, east of turbine 5. Measures described in this WCEMP will ensure that the quality of the water and flow maintenance is not compromised. Due to the nature of the watercourse it is unlikely that aquatic fauna would be present. Crossing Type: Bottomless arched culvert. Approximate width: 3 m. Approximate pipe length: 5 m.

Flow: Low Speed: Slow Gradient: Gentle Watercourse Bed Substrate: stone and sediment on bedrock



12 PLATES

Plate 8.1: Weather Hill Gulf looking northwest at 390227, 422628 , approximately 155 m west of turbine 2

Plate 8.2: Unnamed tributary of Gorpley Reservoir looking north 390701, 422388, approximately 105 m south west of turbine 3



Plate 8.3: Silt fencing – to be installed adjacent to access tracks in areas prone to erosion

Plate 8.4: Typical silt trap – to be installed in drainage ditches adjacent to the access track

Plate 8.5: Inflatable bunding – to be used across the Development site

Plate 8.6: Dip trays – to be used across the Development site where machinery / plant is required



Plate 8.7: Typical concrete wash-out facility – to be located within the construction compound

Plate 8.8: Geotextile grid and semi-permeable layer – to be used under all new hardstanding areas

Plate 8.9: Overburden stockpile matting – to be deployed under all stockpile areas

Plate 8.10: Typical wooden shuttering – to be deployed around the turbine foundations during concrete pours

technical appendix a8.2: water, construction and

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