HYDROGEOLOGICAL AND FLOOD RISK ASSESSMENT
WEST NEWTON A EXPLORATION, APPRAISAL AND PRODUCTION DEVELOPMENT
For
Rathlin Energy (UK) Limited 5 Zarya Court Grovehill Road Beverley HU17 0JG
By
Envireau Water Aske Stables Aske Tel: 01748 889 268 Richmond E mail: [email protected] North Yorkshire Web: www.envireauwater.co.uk DL10 5HG
Ref: P19‐035 Rathlin WN Field Dev \ RPT HRA WNA June 2021
TABLE OF CONTENTS
NON‐TECHNICAL SUMMARY ...... i‐ii 1 INTRODUCTION ...... 1 1.1 Background ...... 1 1.2 Petroleum Exploration at West Newton ...... 1 1.3 Purpose of This Report ...... 1 1.4 Pre‐Application Advice ...... 2 2 WELLSITE SETTING ...... 3 2.1 Description ...... 3 2.2 Land Use ...... 3 2.3 Soils ...... 3 2.4 Wellsite Walkover ...... 3 3 PROPOSED DEVELOPMENT ...... 4 3.1 Layout ...... 4 3.2 Development Phases ...... 4 3.3 Containment Systems ...... 6 3.4 Surface Water Management ...... 7 SuDS Hierarchy Assessment ...... 7 Drainage Strategy ...... 8 Drainage Impact Assessment ...... 8 Maintenance ...... 10 3.5 Well Construction ...... 10 Construction Details ...... 10 Drilling fluids ...... 11 3.6 Environmental Permits ...... 11 4 HYDROLOGY ...... 12 4.1 Setting ...... 12 4.2 Catchment Characterisation ...... 12 5 GEOLOGY ...... 13 5.1 Regional Geology ...... 13 Superficial Deposits ...... 13 Bedrock Geology ...... 14 Structural Geology ...... 14 5.2 Wellsite Specific Geology ...... 14 Superficial Deposits ...... 15 Bedrock Geology ...... 16
6 HYDROGEOLOGY ...... 17 6.1 Terminology ...... 17 6.2 Groundwater Systems ...... 18 6.3 Faulting ...... 20 6.4 Groundwater Quality ...... 20 Superficial Deposits ...... 20 Cretaceous Chalk Group & Carstone Formation ...... 20 Jurassic & Triassic Strata ...... 21 Permian & Carboniferous Strata...... 22 7 WATER DEPENDENT FEATURES ...... 23 7.1 Surface Water Features ...... 23 7.2 Protected Environmental Areas/Groundwater Dependent Terrestrial Ecosystems ...... 23 7.3 Licensed Abstractions ...... 24 7.4 Environment Agency Observation Boreholes...... 24 7.5 Environment Agency Discharge Permits ...... 24 7.6 Private Water Supplies (PWS) ...... 25 7.7 BGS Water Well Records ...... 25 7.8 Source Protection Zones (SPZs) ...... 26 7.9 Summary ...... 26 8 HYDROGEOLOGICAL CONCEPTUAL MODEL ...... 27 9 HYDROGEOLOGICAL RISK ASSESSMENT ...... 28 9.1 Assessment Methodology ...... 28 9.2 Hazard Identification ...... 28 9.3 Risk Assessment...... 30 Sources ...... 30 Receptors ...... 30 S‐P‐R Linkages ...... 30 Receptor Sensitivity ...... 33 Magnitude of Impact ...... 33 Significance of Effect...... 35 Embedded Risk Mitigation ...... 35 Likelihood of Occurrence ...... 38 Risk Analysis ...... 39 Groundwater Vulnerability Screening ...... 39 10 SCHEME OF MONITORING ...... 41 10.1 Philosophy ...... 41 10.2 Monitoring Locations ...... 41 10.3 Monitoring Parameters ...... 41 10.4 Monitoring Frequency ...... 42 10.5 Sampling Methodology ...... 42 10.6 Quality Assurance and Control ...... 43 10.7 Reporting Frequency ...... 43 10.8 Trigger Levels / Exceedances ...... 43
11 FLOOD RISK ASSESSMENT ...... 44 11.1 Background Information...... 44 Flood Zones ...... 44 Flood Risk Vulnerability Classification ...... 44 Strategic Flood Risk Assessment ...... 44 Historic Flooding ...... 45 11.2 Sources and Probability of Flooding ...... 45 Tidal (Sea) Flooding...... 45 Fluvial (River) Flooding ...... 45 Pluvial (Surface Water) Flooding ...... 45 Groundwater Flooding ...... 46 Artificial Waterbodies ...... 46 Proposed Development ...... 47 Post‐Wellsite Restoration ...... 47 Flood Risk Summary ...... 47 12 CONCLUSIONS ...... 48 REFERENCES ...... 49
FIGURES
Figure 1 West Newton Wellsites (WNA & WNB) Figure 2 Wellsite Location Plan (WNA) Figure 3 Hydrological Setting Figure 4 Geological Setting Figure 5 Water Dependent Features Figure 6 A – Regional Hydrogeological Conceptual Model B – Wellsite Hydrogeological Conceptual Model Figure 7 Monitoring Borehole Locations and Schematic Figure 8 Environment Agency Flood Map for Planning (Rivers and Seas) Figure 9 Environment Agency Risk of Flooding from Surface Water (RoFSW) Map Figure 10 Wellsite Elevation Map
TABLES
Table 1 Pre‐Application Advice Table 2 Development Phases Table 3 Summary of Well Construction Table 4 FEH Catchment Descriptors Table 5 Expected Geological Sequence at the Wellsite Table 6 Hydrogeological Sequence Table 7 Surface Water Features within 5km of the Wellsite Table 7 Environment Agency Licensed Abstractions within 5km of the Wellsite Table 8 Environment Agency Observation Boreholes within 5km of the Wellsite Table 9 Local Authority Registered Private Water Supplies within 5km of the Wellsite Table 10 Hazard Summary Table 11 Risk Assessment Summary Table 12 Receptor Sensitivity Table 14 Magnitude of Impact Table 14 Potential Significance of Effect Table 15 Embedded Mitigation Table 16 Qualitative Likelihood of Occurrence Table 17 Qualitative Risk Analysis Table 18 BGS Risk Calculation Output Table 19 Suggested Monitoring Parameters Table 20 Flood Risk Summary
APPENDICES
Appendix A Engineering Drawings Appendix B Internal Drainage Board Watercourses Appendix C Environment Agency Discharge Permits Appendix D Main Water Maps Appendix E BGS Borehole Records within 5km Search Radius
© Envireau Ltd. 2021
Envireau Ltd. Registered in England & Wales No. 6647619. Registered office: Chartwell House, 4 St Pauls Square, Burton on Trent, DE14 2EF, UK.
Any report provided by Envireau Ltd. is for the client’s use and may be reproduced by the client for internal use. The report must not be issued to third parties without the express written consent of Envireau Ltd. If the report is released to any third party, Envireau Ltd will not accept responsibility or liability of any nature to that third party to whom the report (or part thereof) is released. Moreover, Envireau Ltd will accept no liability for damage or loss as a result of any report being made known to, or relied upon by, a third party, unless expressly agreed with Envireau Ltd in writing.
Revision Details Completed by Date Checked by Date REV01 Draft for Client Comment EV/MU 26/03/2021 PH 28/03/2021
REV02 Client Issue PH 21/05/2021 PH/PJ 28/05/2021 REV03 REV04
GLOSSARY OF ABBREVIATIONS
AOD Above Ordnance Datum Bgl Below Ground Level BGS British Geological Survey BSOR Borehole Sites and Operations Regulations CF Cadeby Formation CIRIA Construction Industry Research and Information Association DEFRA Department for Environment, Food and Rural Affairs EC European Community EGMBE Ethylene Glycol Monobutyl Ether EOWR End of Well Report ERYC East Riding of Yorkshire Council EU European Union EWT Extended Well Test FEH Flood Estimation Handbook FRA Flood Risk Assessment GL III Greenleaves 3 GWDD Groundwater Daughter Directive HCl Hydrochloric Acid HDPE High Density Polyethylene HRA Hydrogeological Risk Assessment HSE Health and Safety Executive IDB Internal Drainage Board KAF Kirkham Abbey Formation LLFA Lead Local Flood Authority LNR Local Nature Reserve NGR National Grid Reference NNR National Nature Reserve NORM Naturally Occurring Radioactive Materials NPPF National Planning Policy Framework NPPG National Planning Practice Guidance OBM Oil Based Muds PCC Pre-Cast Concrete PWS Private Water Supply QA/QC Quality Assurance/ Quality Control SAC Special Area of Conservation SFRA Strategic Flood Risk Assessment SPA Special Protection Area SPZ Source Protection Zone SSSI Site of Special Scientific Interest SUDS Sustainable Drainage Systems TVD True Vertical Depth UKOGL United Kingdom Onshore Geophysical Library UKTAG United Kingdom Technical Advisory Group WFD Water Framework Directive WNA West Newton A WNB West Newton B
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA June 2021
HYDROGEOLOGICAL AND FLOOD RISK ASSESSMENT
WEST NEWTON A EXPLORATION, APPRAISAL AND PRODUCTION DEVELOPMENT
Non‐Technical Summary
Rathlin Energy (UK) Limited (“Rathlin”) developed the WNA Wellsite in 2013. Two exploration wells (WNA‐1 and WNA‐2) have been constructed at the Wellsite to target conventional hydrocarbons in the Kirkham Abbey Formation at a depth of approximately 1,700m below ground level (bgl).
The existing Wellsite is constructed using a very low permeability High Density Polyethylene (HDPE) membrane and perimeter containment ditch to prevent surface runoff and contamination of the water environment. Surface water is managed by Rathlin through an established Surface Water Management Plan, as part of an environmental permit (No. EPR/BB3001FT) for the Wellsite. During periods of inactivity, clean surface runoff is discharged to a field drain on the western boundary of the Wellsite. During drilling or other operational activities, water is transported off‐site to an Environment Agency approved treatment facility.
Rathlin is proposing to extend the existing WNA Wellsite, test, appraise and produce from the two existing wells (WNA‐1 and WNA‐2) and drill, test, appraise and produce from up to six new production wells. The Proposed Development comprises the following nine development phases:
Appraisal testing and workover of existing wells; Wellsite extension construction, cellar construction and conductor installation; Appraisal drilling; Well treatment and clean up; Appraisal testing; Process facility; Well workovers, routine maintenance and repairs; Well and production facility decommissioning; and Restoration and aftercare.
The Proposed Development will involve the extension of the existing liner system, and the adaptation of the existing surface water management system to create two drainage areas: one around the perimeter of the drilling area, and the other around the perimeter of the oil production facility. This means during future drilling campaigns the drilling area could remain hydraulically isolated, whilst clean surface runoff from the production facility is allowed to drain to the field drain west of the Wellsite.
The land use surrounding the Wellsite is comprised of agricultural and rural buildings with occasional woodlands. The topography in the area gently slopes north towards the Lambwath Stream, which is located ~400m north of the Wellsite. The Lambwath Stream flows in an easterly direction and discharges into the Holderness Drain, approximately 8.8km southwest of the Wellsite.
North Office, Aske Stables, Aske, t 01748 889268 e [email protected] Richmond, North Yorkshire, DL10 5HG w www.envireauwater.co.uk
Envireau Ltd. Registered in England & Wales No. 6647619 Registered office: Chartwell House, 4 St Pauls Square, Burton on Trent, DE14 2EF
Envireau Water Non-Technical Summary The geology at the Wellsite comprises approximately 50m of superficial deposits (glacial Till) overlying Cretaceous age bedrock of the Chalk Group and Carstone Formation to a depth of ~550m. The superficial deposits have limited groundwater potential but are known to support small local water supplies in the region. The Chalk Group (in the Holderness Peninsula) is rarely targeted for water supply due to the deep confinement by the superficial deposits and restricted groundwater circulation, resulting in poor quality of the groundwater.
Beneath the Chalk Group, a thick sequence of low permeability strata of the Lias, Penarth and Mercia Mudstone Groups separate potentially useful groundwater with a resource value from deeper water bearing formations that contain extremely poor quality groundwater (formation water, produced water) with elevated salinity and hydrocarbons.
A hydrogeological risk assessment (HRA) for the Proposed Development has been carried out taking account of current industry guidance. This demonstrates that there are potential risks to the following receptors:
The surface water/field drainage system in the vicinity of the Wellsite, including the Lambwath Stream and any downstream surface water abstractions providing water for agricultural use; The superficial deposits aquifer, including any groundwater abstractions used for domestic/agricultural use; The Chalk (and Carstone Formation) aquifer, including any groundwater abstractions used for domestic/agricultural use; and Deep water bearing formations beneath the Lias Group, Penarth and Mercia Mudstone Group with no resource value.
There is a very high level of embedded mitigation incorporated into the design, construction and management of the existing Wellsite. The same mitigation will be applied to the proposed extension and drilling of additional wells, proposals for long‐term oil production and eventual restoration and aftercare. The HRA shows that with this embedded mitigation in place, the risks to all the identified receptors reduce to either ‘very low’ or ‘none’.
Surface water and groundwater monitoring conducted at the Wellsite has demonstrated the effectiveness of the mitigation measures. The existing monitoring scheme will be retained and any additional requirements agreed with the Environment Agency as part of the environmental permitting (variation) process.
The outcome of the HRA is consistent with the results obtained from a conservative risk analysis using the 3DGWV screening methodology developed by the British Geological Survey (BGS) and the Environment Agency.
A flood risk assessment (FRA) has also been undertaken taking account of current industry guidance. The Wellsite is located in Flood Zone 1 (very low probability of flooding from fluvial and tidal sources) and, overall, is at a very low risk of flooding from all potential sources of flooding.
A drainage assessment concludes that the Wellsite can contain a 1 in 100‐year storm with an allowance for climate change (+30%), without the need to discharge and surface water runoff. As such, the Wellsite will not increase the risk of off‐site flooding and if necessary, can attenuate the volume of water generated from an extreme storm, which would then be removed by road tanker.
Envireau Water 01/06/2021
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page ii of ii
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA June 2021
HYDROGEOLOGICAL AND FLOOD RISK ASSESSMENT
WEST NEWTON A EXPLORATION, APPRAISAL AND PRODUCTION DEVELOPMENT
1 INTRODUCTION
1.1 Background
Envireau Water has been commissioned by Rathlin Energy (UK) Limited (“Rathlin”), to prepare a Hydrogeological Risk Assessment (HRA) and Flood Risk Assessment (FRA) to support a planning application for the Proposed Development of their West Newton A (WNA) Wellsite (“the Wellsite”).
The Proposed Development comprises:
An extension of the existing WNA Wellsite; drill, test, appraise and produce from the two existing wells; and drill, test, appraise and produce from up to six (6) new wells. The overall duration of all phases of the Proposed Development will be up to twenty‐five (25) years.
The project is a conventional oil and gas development and does not include the use of high‐volume hydraulic fracturing (“fracking”).
1.2 Petroleum Exploration at West Newton
Rathlin developed their WNA Wellsite in 2013 and discovered conventional petroleum in the Permian Kirkham Abbey Formation, at a depth of approximately 1,700m below ground level (bgl). Following a successful programme of well tests at WNA, Rathlin now intends to continue the exploration and appraisal activities and introduce the production phase, which will continue the development of the West Newton Prospect.
Rathlin was granted planning permission in June 2015 to construct a hydrocarbon exploration Wellsite at West Newton B (WNB), approximately 2.1km southeast of WNA. The first well at WNB was drilled in July 2020 and the Wellsite is currently in development. The locations of the WNA and WNB Wellsites are shown on Figure 1.
Rathlin’s discovery at West Newton is consistent with historic oil and gas exploration and production in the region. This includes oil fields in North Lincolnshire and gas fields in the Vale of Pickering, North Yorkshire.
1.3 Purpose of This Report
This report has been prepared by Envireau Water and presents both an HRA and an FRA for the Proposed Development. The HRA is based on a hydrogeological conceptual model developed by Envireau Water following a
North Office, Aske Stables, Aske, t 01748 889268 e [email protected] Richmond, North Yorkshire, DL10 5HG w www.envireauwater.co.uk
Envireau Ltd. Registered in England & Wales No. 6647619 Registered office: Chartwell House, 4 St Pauls Square, Burton on Trent, DE14 2EF
Envireau Water comprehensive, desk‐based review of readily available information from the Ordnance Survey, British Geological Survey (BGS), Environment Agency, Natural England and other sources.
The risk assessment has been conducted taking account of the framework for groundwater risk assessment set out by DEFRA in Green Leaves III (GL III) [Ref. 1] and the Environment Agency’s approach to groundwater protection [Ref. 2] and technical guidance [Ref. 3 and Ref. 4].
The FRA has been prepared with reference to the National Planning Policy Framework (NPPF) [Ref. 5], the National Planning Practice Guidance (NPPG): Flood Risk and Coastal Change [Ref. 6], the East Riding of Yorkshire’s Joint Local Minerals Plan [Ref. 7] and East Riding Local Plan Strategy Document [Ref. 8].
Both the HRA and FRA incorporate the requirements of national legislation and wider technical guidance relevant to the exploration of onshore oil and gas including environmental, health and safety and other regulatory controls.
1.4 Pre‐Application Advice
The assessments take account of pre‐application advice that has been provided by East Riding of Yorkshire Council (ERYC) and their statutory consultees [Ref. 9, 10, 11, 12]. None of the consultees have raised an objection to the development. The key comments relevant to the HRA and FRA are summarised in Table 1 below.
Table 1 Pre‐Application Advice
Considered Consultee Key Comments in Report? ERYC The site is located in Flood Zone 1. A Drainage Impact Assessment will be required Section 3.4 confirming how surface water (and foul water if necessary) will be disposed of from & 11 the Wellsite. Surface water will need to be restricted to the greenfield runoff rate and SuDS incorporated where necessary.
ERYC is the lead local flood authority. Soakaway tests should be undertaken on the Wellsite to confirm if this is a suitable method of drainage for any proposed impervious areas of the Wellsite. The Wellsite is not within an Internal Drainage Board area. Consent for any proposed discharge to watercourse or culverting of any watercourse for access will be required from the council. A detailed drainage strategy will be required with any planning application for the Wellsite. Environment Agency An application to the Environment Agency for variations to existing site Section 3.6, environmental permits will be required to include the additional proposed activities. 9 & 11 The applications will need to be supported by detailed environmental risk assessments. Yorkshire Water Groundwater at the Wellsite is unsuitable for public water supply. Details of the Section 3.5 Services proposed oil well design, particularly casing and grouting details, are required to & 9 provide confidence in the low risk to public water supplies. A hydrogeological risk assessment should be provided.
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 2 of 52 Envireau Water 2 WELLSITE SETTING
The Wellsite location and setting are described in the following sub‐sections and presented on Figure 2.
2.1 Description
The Wellsite is located in the Holderness area of the East Riding of Yorkshire, approximately 9km northeast of Hull and approximately 6.7km inland from the North Sea coastline. The village of Withernick is located approximately 1km north and the hamlet of West Newton is located approximately 1.2km southeast of the Wellsite.
The Wellsite covers a total area of 3.46ha (the red line boundary) and is located at National Grid Reference TA 19276 39162 (approximate centre) and at a surface elevation of approximately 13m Above Ordnance datum (AOD). The Wellsite is currently authorised for hydrocarbon exploration.
2.2 Land Use
The land use in the surrounding area comprises arable farming with occasional woodlands, small villages and scattered hamlets and farm buildings. The closest dwellings to the Wellsite are Blackbush Farm (approximately 625m northeast) and Wood End Farm (approximately 640m west).
2.3 Soils
The soil types at the Wellsite have been identified from the LandIS Soilscapes website developed by Cranfield University accessed on 22/02/2021 [Ref. 13] The soils at the Wellsite are classified as ‘slowly permeable seasonally wet slightly acid but base‐rich loamy and clayey soils’ with ‘loamy and clayey’ texture and ‘impeded drainage’.
2.4 Wellsite Walkover
Envireau Water has visited the existing Wellsite on several occasions since it was constructed.
A visit was carried out on 14/04/2021 to specifically inspect the local field drainage system around the Wellsite. The visit confirmed that the field drain Is located approximately 10 to 15 m from the western boundary, is between 1 to 1.5m in depth, and up to 3m wide.
The drain was dry on the day of the visit and the section of drain running close to the western boundary is overgrown. The drain is clear of vegetation immediately upstream and downstream of the Wellsite where it passes through agricultural land.
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 3 of 52 Envireau Water 3 PROPOSED DEVELOPMENT
Rathlin developed the existing WNA Wellsite in 2013. WNA‐1 was constructed in September 2013 and WNA‐2 was constructed in 2019. Conventional hydrocarbons were discovered in the Kirkham Abbey Formation at a depth of approximately 1,700m below ground level (bgl).
Following a successful programme of well tests, Rathlin is proposing to extend the existing Wellsite to test, appraise and produce from the two existing wells (WNA‐1 and WNA‐2) and drill, test, appraise and produce from up to six new production wells. The drilling will be split into multiple campaigns. The purpose of splitting the drilling into multiple campaigns allows for further evaluation of the target formations and learning from previous campaigns to increase efficiency of drilling. The results from each well will inform any decision on the need for additional wells.
3.1 Layout
Plans showing the existing and proposed layout of the Wellsite are provided in Appendix A. The Proposed Development will cover an area of 3.46ha and will comprise a drilling area (housing the production wells) and an adjacent oil production facility.
3.2 Development Phases
The Proposed Development will be carried out in nine phases, which are detailed in Table 2 below. The overall duration of all phases of the development will be up to 25 years.
Table 2 Development Phases
Development Phase Key Features/Activities Expected Duration Phase 1- Appraisal Testing Appraisal of WNA-1 and WNA-2; Mobilisation/Demobilisation (1 and Workover of Existing Both wells subject to a workover programme; week) Wells Installation of temporary equipment to facilitate Appraisal Testing of Existing the flowing of hydrocarbons to surface; Wells (Up to 12 months) Further wellbore treatments or mechanical lifts may be required for the two wells to establish production using a workover rig or coil tubing unit. Wells may be equipped with an artificial lift or pumping system; If required, the two wells will be re-entered and a lateral or deviated well may be drilled. If so, Phase 3 will start. Phase 2- Wellsite Extension Expansion of the existing well pad, including: Mobilisation/Demobilisation (2 Construction, Cellar Installation of security fencing around perimeter; week) Construction and Conductor Installation of storage bunds, pad-wide tertiary Wellsite Extension Installation containment with secondary surface bunding; Construction (12 weeks) Installation of HDPE liner with geotextile both Conductor Mobilisation/ above and below the liner and finished with a Demobilisation (4 days each) layer of MOT Type 1 stone and reinforced Conductor Drilling (28 days concrete where necessary; per well) Installation of surface water management system; Installation of drilling cellars for each well;
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Development Phase Key Features/Activities Expected Duration Drilling of an initial large-diameter hole for each well using a smaller drilling rig (conductor setting rig); Installation of conductor casing for each well; Installation of additional groundwater monitoring boreholes; Phase 3 – Appraisal Drilling Mobilisation of the main drilling rig and ancillary Mobilisation / Demobilisation equipment to the Wellsite; (2 weeks each) Drilling main wellbore(s); Drilling and Completion (15 Temporary storage of drilling mud and rock weeks per well) cuttings for subsequent off-site disposal; Shrouded external lighting illuminating the rig mast, rig floor and ancillary infrastructure; Delivery of fuels, equipment, materials, drilling chemicals, steel casing and tubing; A side-track well may be required for all wells; Phase 4 – Well Treatment Perforation of casing to establish communication Mobilisation / Demobilisation and Clean Up between the target formation(s) and the wellbore (2 weeks each) using a workover rig or coil tubing unit with a Treatment (2 weeks per well) crane; Well Clean Up (2 weeks per Wellbore treatments such as acid treatment or well) artificial lift treatment (i.e., gas lift, mechanical lift, subsurface pump); Installation of N2 storage tanks and a converter unit if gas lift required; If mechanical lift required, a beam pump or a linear rod pump will be used; Produced fluid will be directed through surface production equipment to be separated and stored while transitioning to Phase 5; Phase 5 – Appraisal Testing Initial well tests of appraisal wells; Mobilisation / Demobilisation If Phase 5 identifies that the appraisal wells are (2 weeks each) not commercial and cannot transition into Well Testing of New Appraisal production wells, Phase 8 decommissioning will Wells (Indicative 1 – 2 years) start; Phase 6 – Process Facility Process equipment will be altered, replaced or Delivery of Equipment (6 repositioned to accommodate new flow rates and weeks) pressures from additional wells; Production Facility Operation Installation of an incinerator unit(s) and/or vent (15 – 20 years) stack for emergency shut down and tank pressure/ vacuum; Reconfiguration of process facility, which includes the use of phase separator/treater, bath heater, flow lines above ground, secondary containment bunds, concrete foundations, incinerator/vent stack, propane storage, knock- out pot, storage tanks for crude oil and formation water, HGV unloading bays and gas generators; Natural gas will be used, wherever economically and technically possible, to power Wellsite generators; Phase 7 – Well Workovers, Maintenance workovers may be required on Mobilisation / Demobilisation Routine Maintenance and multiple occasions, which will involve the (1 weeks each) Repairs lowering of tools into a well on a wire or within Workover Operation (depends coiled tubing suspended from a mobile crane or on maintenance requirement) with a small workover rig and may include changing downhole pumps (if installed),
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 5 of 52 Envireau Water
Development Phase Key Features/Activities Expected Duration changing production tubing, re-perforating, re- treating the formation or cleaning the formation; Phase 8 – Well and Following cessation of production, or in the event Mobilisation / Demobilisation Production Facility that drilling and testing does not result in (2 weeks each) Decommissioning commercially viable hydrocarbon volumes, the Plugging and Abandonment (3 wells will be plugged and abandoned in weeks per well) accordance with industry best practice. Removal of Surface Production Facility Equipment (8 weeks per site)
Phase 9 – Restoration and Drilling cellars will be dismantled leaving the Mobilisation / Demobilisation Aftercare lowest pre-cast concrete ring in situ; (1 weeks each) Inspection and testing of exposed subsoils once Earthworks Restoration (8 HDPE liner is removed; weeks) Aftercare (5 years)
3.3 Containment Systems
The existing Wellsite and design of the extended Wellsite take account of the principles of containment set out in CIRIA guidance C736 – Containment Systems for the Prevention of Pollution [Ref. 14].
The existing Wellsite has been constructed using a high‐density polyethylene membrane (HDPE) liner and surface water management system (perimeter cut‐off drain), that provides tertiary containment and is designed to isolate the Wellsite hydraulically from the local water environment.
The existing wells are constructed within cellars that have been tied into the HDPE liner system. This system is known to be effective, as demonstrated by the visible retention of rainwater within the perimeter drain during operational activities (which is removed by tanker as required) and by the results of previous groundwater and surface water monitoring.
The Proposed Development will involve the extension of the existing liner system, and the adaptation of the existing surface water management system to create two drainage areas: one around the perimeter of the drilling area and the other around the perimeter of the production facility. As discussed in Section 3.4 below, this means during future drilling campaigns the drilling area could remain hydraulically isolated, whilst clean surface runoff from the production facility is allowed to drain to the field drain west of the Wellsite.
The planned design is presented in engineering drawings included in Appendix A. The key details are as follows:
The drilling area and production facility will be bounded by topsoil storage bunds (3m high); The drilling area and production facility will be separated by a concrete berm between the two containment ditches which the HDPE membrane is attached to; There will be a perimeter containment ditch around both the drilling area and the production facility; The existing covered containment ditch at the well pad is to be increased in depth and width to 1m deep and 0.5m wide at base; and The proposed containment ditch at the production facility will be smaller.
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 6 of 52 Envireau Water
The liner installation will be carried out in accordance with the guidelines presented in Environment Agency guidance document LFE4 ‐ Earthworks in landfill engineering and specifically Chapter 6 ‐ Construction Quality Assurance (CQA) [Ref. 15 ]. As a minimum the following will be carried out:
Seam and weld testing of the liner (pull tests); Air testing of the liner welds, spark test over panel before covering (contractor & independent); Liner panel layout plan will be produced (showing joint locations, roll number, repairs and pipe penetrations etc.); Air testing of piped drainage system; In situ plate bearing tests, on surface sub‐base material, prior to placement of concrete or track panel surface. This is prior to installation of any drilling equipment; and As‐built topographical survey (upon completion).
These actions will ensure the installed liner has integrity and that the as‐built construction detail of the Wellsite is appropriately documented.
The Proposed Development allows for temporary storage (primary and secondary containment) at the drilling area during drilling campaigns. Permanent storage facilities for hydrocarbon, produced water and other chemicals will be constructed within the production facilities. This will comprise primary storage tanks within a secondary containment bund. In all cases, where two or more storage tanks are installed within the same bund, the recommended capacity of the bund will be the greater of:
110% of the capacity of the largest tank within the bund, or 25% of the total capacity of all of the tanks within the bund, except where tanks are hydraulically linked in which case they should be treated as if they were a single tank.
3.4 Surface Water Management
SuDS Hierarchy Assessment
The Building Regulations 2010 (2015 edition) Part H3 – Drainage and Waste Disposal [Ref. 16] and CIRIA SuDS Manual C753 [Ref. 17] state that surface water should be discharged to the following in order of priority:
1. Into the ground (infiltration) – an adequate soakaway or other infiltration system; or, where it is not reasonably practical. 2. A watercourse or surface waterbody; or where it is not reasonably practicable. 3. A public sewer.
The East Riding of Yorkshire Council Strategic Flood Risk Assessment (SFRA): Level 1 [Ref. 18] states that surface water should be managed using Sustainable Drainage Systems (SuDS) wherever possible, with existing water features retained and incorporated.
The natural soils at the Wellsite are described as ‘loamy and clayey’ with ‘impeded drainage’ (see Section 2.3). Consequently, the construction of soakaway drainage is not considered the preferred discharge mechanism in this case.
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The secondary preference is to discharge clean surface water to a watercourse or surface waterbody, which is the current drainage mechanism for clean surface runoff from the Wellsite during periods of inactivity (see Section 3.4.2 below). Details of the local hydrology in the area surrounding the Site are provided in Section 5 and shows the local field drainage system is suitable for the discharge of surface water from the Proposed Development.
Drainage Strategy
At present, during periods of inactivity, clean surface run‐off can be discharged to the field drain on the western boundary of the Wellsite. The discharge is permitted by the Environment Agency through an environmental permit No. EPR/BB3001FT [Ref. 19]. During drilling or other operational activities, it is not permitted to discharge water to the field drain. Instead, all runoff is collected in the perimeter drain and transported off‐site for subsequent treatment and/or disposal at an Environment Agency permitted wastewater treatment works.
The same principles will be applied to the Proposed Development and the existing environmental permit will be varied on this basis. The design of the surface water management system means there will be two drainage areas; therefore:
During drilling campaigns, or any other operational activities at the well pad, all runoff will be collected in the perimeter drain around the well pad and transported off‐site for subsequent treatment and/or disposal at an Environment Agency permitted waste water treatment works. During periods of inactivity at the well pad, clean surface run‐off will be discharged to the field drain on the western boundary of the Wellsite following analysis of the contained water proven to be within discharge limits. Clean surface run‐off from the production facility will be discharged to the field drain on the western boundary of the Wellsite.
Consistent with the current discharge arrangements, any surface water discharged to the field drain will be via an oil interceptor, at a rate that does not exceed the Greenfield Runoff Rate.
Drainage Impact Assessment
The proposed design and arrangement of the surface water drainage system at the well pad and oil production facility including design drawings, plans and cross sections of the drainage elements, pipe sizes are provided in Appendix A (drawings no. PA09 and PA10). The wellpad and oil production facility will be constructed to act as two hydraulically separated areas. They will be separated by a concrete containment berm and each will have an independent surface water drainage system, as described below.
Well Pad
Rainwater runoff generated at the well pad will drain through the compacted surface and runs along the HDPE liner into the perimeter containment drain. The drain is primarily covered (piped and backfilled) for most of its length but there is an open section along the western boundary of the Wellsite.
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As part of the Proposed Development, the containment drain will be upsized along its entire length to increase its storage capacity. The drain will be trapezoidal in shape and will measure 0.5m at the base, with a top width of up to 2.5m, depth of 1.1m, and covers a length of approximately 435m.
The covered sections of the containment drain will have a 300mm diameter twin wall perforated pipework system set within the drain to convey water. The storage capacity of the containment drain is calculated to be 269m3 (assuming a porosity of 35% for the backfilled sections). Rodding access points are provided at each bend/corner of the system to facilitate rodding or jetting of the pipework. Sumps will be provided at the rodding access point to allow the collected runoff to be pumped out of the pipework system into road tankers for off‐site disposal.
The HDPE liner system runs under the containment drain and will be tied into the topsoil bunds/containment berm located around the edge of the platform, providing additional storage capacity. The containment berm will have a minimum height of 200mm, providing a further 2,645m3 of storage.
The design and construction of the well pad means that rainfall‐runoff generated over the platform area (13,225m2) and also the topsoil bund (1,188m2, which could potentially contribute to runoff) will be contained either within the perimeter containment drain or on the Wellsite platform up to the height of the containment berm.
The stormwater attenuation capacity requirement for the well pad has been calculated for the 100 year + 30% climate change storm to ensure sufficient attenuation will be provided. In this case, the standard storm duration used to assess storage capacity is a 7‐day storm event, which represents a worst case.
The Flood Estimation Handbook (FEH) [Ref. 21] and design rainfall data (FEH2013) for the Site obtained from the FEH Web Service shows the rainfall depth experienced at the Site during a 7‐day, 1:100‐year storm event + 30% climate change allowance is 158mm. Based on the total area requiring attenuation (13,225 + 1,188 = 14,413m2) and rainfall depth of 158mm, the total stormwater attenuation capacity requirement is therefore calculated to be 2,283m3.
Assuming a worst‐case scenario, whereby the perimeter containment drain is full before the storm event (and the surface of the wellpad is saturated), the stormwater attenuation capacity requirement can be attenuated across the platform area up to the 200mm high containment berm. This would result in a water depth of 173mm over the platform area, leaving a 27mm freeboard to the top of the containment berm.
The calculations show that the 7‐day, 1 in 100‐year storm event plus 30% climate change volume can therefore be wholly contained within the well pad, within the perimeter containment drain and above the platform level, with the top water level not exceeding the height of the containment berm.
Oil Production Facility
Similar to the drilling area, rainwater runoff generated at the adjacent oil production facility will drain through the compacted surface and runs along the HDPE liner into the perimeter containment drain.
The perimeter containment drain is trapezoidal in shape and measures 0.5m at the base, with a top width of 1.7m, depth of 0.6m, and covers a length of approximately 420m.
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A 225mm diameter perforated pipework system is located within the drain to convey water. The storage capacity of the containment drain is calculated to be 45m3 (assuming a porosity of 35% for the backfill material). Rodding access points and sumps are provided at each bend/corner of the system to facilitate rodding or jetting of the pipework. The sumps will allow the collected runoff to be pumped out of the pipework system into road tankers for off‐site disposal.
The HDPE liner system runs under the containment drain and will be tied into the topsoil bunds/containment berm located around the edge of the oil production facility platform, providing additional storage capacity. The containment berm will have a minimum height of 200mm, providing a further 2,296m3 of storage.
The design and construction of the oil production facility means that rainfall‐runoff generated over the area (11,483m2) and also the topsoil bund (2,099m2, which could potentially contribute to runoff), can be contained either within the perimeter containment drain or on the facility platform up to the height of the containment berm.
The stormwater attenuation capacity requirement for the oil production facility has been calculated for the 7‐day, 100 year + 30% climate change storm to ensure sufficient attenuation will be provided. Using the FEH2013 rainfall depth for the Site of 158mm (including climate change allowance) and the total area requiring attenuation (11,483 + 2,099 = 13,582m2), the total stormwater attenuation capacity requirement is therefore calculated to be 2,151m3.
In a worst‐case scenario whereby, the perimeter containment drain is full before the storm event (and the surface of the production facility is saturated), the stormwater attenuation capacity requirement can be attenuated across the platform area up to the 200mm high containment berm. This would result in a water depth of 188mm over the platform area, leaving a 12mm freeboard to the top of the containment berm.
The calculations show that the 7‐day, 1 in 100‐year storm event plus 30% climate change volume can therefore be wholly contained within the oil production facility, within the perimeter containment drain and above the platform level, with the top water level not exceeding the height of the containment berm.
Maintenance
A maintenance and management plan for the surface water drainage scheme at the Wellsite will be drawn up and implemented by the Site operators. The plan shall include regular inspections of all drainage elements. This shall include the removal of any obstruction and silt build‐ups where necessary and checks on the physical structure of the drainage elements, to ensure they remain functional.
3.5 Well Construction
Construction Details
The wells will target hydrocarbons in the Permian Kirkham Abbey Formation (KAF) and Cadeby Formation (CF). The wells will be drilled to a depth ranging between approximately 1700m and 1,950m TVD bgl, depending on the target formation, and a horizontal distance of up to approximately 1.5km. The wells will be drilled vertically to a depth of approximately 500 – 900m TVD bgl, below which they will be inclined in order to pass through the target formations at an angle close to horizontal. The exact details of the design will be finalised based on appraisal of available information; however, the typical well construction detail is summarised in Table 3 below.
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Table 3 Summary of Well Construction
Construction Planned Depths Diameter Description Feature (m TVD bgl) (mm) Conductor Casing 0 - 75 508 Cemented steel casing sealing from surface through Superficial Deposits and approximately 25m into chalk bedrock Surface Casing 0 - 560 340 Cemented steel casing from surface into the Lias Group (run inside the conductor casings) Intermediate Casing 0 - 900 244 Cemented steel casing from surface into the Permian Roxby Formation (run inside the surface casing) Production Casing 0 - 1700 178 Cemented steel production casing running from surface into the (approximate) target formations (Permian Kirkham Abbey and Cadeby Formations). Production Liner As required 114 Production liner with slots to allow the flow of hydrocarbons into the well.
*Depending on each individual well design the depths and diameters for all casing strings below the conductor may be subject to change.
Drilling fluids
Drilling fluids (or “muds”) are used in the well drilling process to cool and lubricate the drill bit and bring drill cuttings to the surface. The specification of the drilling fluids is designed to minimise fluid loss or fluid gain to/from the rock formations, whilst allowing the drilling to progress. It is intended to use water based muds (WBM) for the full drilling campaign. There are no plans to use Oil based muds (OBM).
3.6 Environmental Permits
As discussed above, the existing environmental permits for the Wellsite (No. EPR/BB3001FT) [Ref. 19] will be varied to take account of the Proposed Development activities.
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The hydrological setting of the Wellsite and surrounding area is shown on Figure 3.
4.1 Setting
The Wellsite lies within the Lambwath Stream from Source to Foredyke Stream catchment designated by the Environment Agency [Ref. 20]. The overall classification of the catchment in 2019 was ‘moderate’ under the Water Framework Directive. The catchment has a target of reaching a ‘good’ status by 2027.
Surface water runoff from the Wellsite drains towards a land drain, which runs along the western boundary of the Wellsite at a surface elevation of approximately 13m AOD. The drain flows in a northerly direction and discharges into the Lambwath Stream at a point approximately 400m north of the Wellsite. There are several other field drains in the surrounding, which flow in a northerly direction and discharge into the Lambwath Stream.
Lambwath Stream flows in a westerly direction before joining the Holderness Drain approximately 8.8km southwest of the Wellsite. The watercourse then flows in a southerly direction and ultimately drains into the Humber Estuary at Hull.
Beverley and North Holderness Internal Drainage Board (IDB) manage a large number of the local watercourses, including the L Dike between Low Fosham and Lambwath Steam and a section of the Lambwath Stream between the villages of Aldbrough and Skirlaugh. The extent of the watercourses within the IDB’s control are shown in Appendix B. The IDB controls water levels to reduce flood risk and provide sufficient water for agricultural and environmental needs.
The section of the Lambwath Stream downstream from the Hornsea Rail Trail to the Holderness Drain, and on to the Humber Estuary, is designated as a statutory Main River, and is managed by the Environment Agency (shown in Appendix B). The smaller watercourses and field drains in the local area are managed by the Local Lead Flood Authorities (Councils).
4.2 Catchment Characterisation
The key hydrological catchment descriptors relating to the Wellsite, surrounding area and associated hydrological catchment have been derived from the Flood Estimation Handbook (FEH) Web Service [Ref. 21], which are summarised in Table 4.
Table 4 FEH Catchment Descriptors
Catchment Catchment Descriptors Abbreviation Values Catchment Area AREA 3.21 km2 Mean Catchment Altitude ALTBAR 18m Base Flow Index (BFI) associated with each HOST soil class BFIHOST 44% Standard Percentage Runoff (SPR) associated with each HOST soil class SPRHOST 42.56% Proportion of time that catchment soils are defined as ‘wet’ (soil moisture deficit of less PROPWET 0.270 than 6mm)
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Catchment Catchment Descriptors Abbreviation Values Standard Average Annual Rainfall (SAAR) (1961 – 1990) SAAR 628mm
Extent of urban and suburban land within catchment URBEXT2000 0
Description of location of urban / suburban areas within catchment URBLOC2000 0
Concentration of catchment urbanisation (quantification of connectivity of urban and URBCONC2000 0 suburban areas)
The standard average annual rainfall (SAAR) value is 628mm. The Standard Percentage Runoff (SPRHOST) is moderate at ~43% and consistent with the soil type described in Section 2.3. The BFIHOST value of 44% reflects a modest groundwater component in the river discharge. The URBLOC2000, URBEXT2000 and URBCONC2000 descriptors indicate that there is no urbanisation in the catchment, which reflects the rural setting as described in Section 2.2.
The FEH catchment descriptors are consistent with the Wellsite setting described in Section 2, the hydrological setting described in Section 4.1 and the known hydrogeological setting presented in Section 6.
5 GEOLOGY
The geological setting of the Wellsite and surrounding area has been characterised using information from (but not limited to):
British Geological Survey (BGS) 1:50,000 scale sheet 73 (Hornsea) [Ref. 22] Geological memoir for map sheet 81 (Patrington) [Ref. 23] BGS Baseline Report Series: The Chalk aquifer of Yorkshire and Humberside [Ref. 24] Geological data in the End of Well Report (EOWR) provided by Rathlin from the construction of the petroleum exploration and appraisal wells at WNA [Ref. 25] and the drilling prognosis for construction of the petroleum exploration and appraisal wells at WNB [Ref. 26] Geological data obtained during the construction of monitoring wells at WNA and WNB [Ref. 27, 28] Borehole records from BGS GeoIndex and the geological descriptions from BGS Lexicon [Ref. 29, 30]
The geological setting of the Wellsite and surrounding area is presented as Figure 4.
5.1 Regional Geology
The Wellsite is located within the Holderness Plain synclinal basin which is bounded by the Yorkshire Wolds on the western edge and the North Sea on the eastern edge. To the east of the Yorkshire Wolds, a buried fossil cliff line runs in a north‐south direction and was formed as a result of sea‐level rise during the Ipswichian Interglacial Period [Ref. 24]. The buried cliff line separates the Chalk outcrop from the lower lying Holderness Plain where a thick layer of superficial deposits confines the Chalk strata [Ref. 22].
Superficial Deposits
The geological map indicates that glacial Till (comprised of a mixture of clay, sand, gravel and boulders [Ref.30]) is widespread across the region, with sporadic patches of sand and gravel deposits. Alluvium is present along the Lambwath Stream and in areas where watercourses are present across the region. The superficial deposits
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 13 of 52 Envireau Water generally increase in thickness from the eastern boundary of the Yorkshire Wolds in a north‐easterly direction towards the North Sea [Ref. 22, 29].
Bedrock Geology
The bedrock geology in the region is comprised of the Cretaceous age Chalk Group underlain by Carboniferous Jurassic, Triassic and Permian strata. The Jurassic age Lias Group is underlain by the Triassic age Mercia Mudstone and Sherwood Sandstone Groups, which is turn are underlain by the Permian and Carboniferous strata.
Structural Geology
The bedrock strata dip at a shallow angle to the northeast and there are no mapped geological faults within the vicinity of the Wellsite and surrounding area.
The geological memoir for the adjacent Patrington district [Ref. 23] notes that Carboniferous strata at depth are eroded and faulted but the Permian and younger strata are largely undeformed.
Based on the geological results from Rathlin’s WNA West Newton A‐1 and West Newton A‐2 wells, the proposed exploration and appraisal wells will target petroleum trapped within a carbonate shoal structure in the Permian strata.
5.2 Wellsite Specific Geology
The geological sequence at the Wellsite has been determined through an independent study of the published geological map, historic borehole records in the area from the BGS database and data from Rathlin [Ref. 25, 26, 27, 28, 29]. The sequence and estimated thicknesses of the strata are summarised in Table 5.
Table 5 Expected Geological Sequence at the Wellsite
Approximate Depth Approximate Period Group/Formation Description to Base of Unit Thickness (m)* (mTVD) Quaternary Till/Glaciofluvial Deposits Diamicton and beds of sand and gravel. 53 53
Rowe Chalk White, flint-bearing chalk with sporadic marl 18 71 Formation bands. White, well-bedded, flint-free chalk with Flamborough common marl seams (typically about one per 265 336 Chalk Formation metre). Common stylolitic surfaces and pyrite nodules. White Chalk White, thinly-bedded chalk with common Subgroup Burnham Chalk tabular and discontinuous flint bands and 95 431 Formation sporadic marl seams many of which are named Cretaceous and divide the succession White, massive or thickly bedded chalk with Welton Chalk common flint nodules; generally lacking tabular 60 491 Formation flint bands; sporadic marl seams including the Plenus Marls Member Grey, soft, marly, flint-free chalk, typically Grey Chalk Ferriby Chalk weathering buff in exposures; locally includes 10 501 Subgroup Formation pinkish bands; some harder, gritty, shell-debris- rich beds, and thin discrete marl seams.
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Approximate Depth Approximate Period Group/Formation Description to Base of Unit Thickness (m)* (mTVD) Rubbly to massive chalks with marl bands. The Cromer Knoll Hunstanton lower part of the formation is commonly weakly 5 506 Group Chalk Formation sandy. Carstone Coarse sandstone with interbedded mudstone 25 531 Formation Well-bedded marine calcareous mudstones and Jurassic Lias Group silty mudstone with thin beds of argillaceous 93 624 limestones and sandstones Mudstones with subordinate limestones and Penarth Group 20 644 sandstones Predominantly mudstones with subordinate Triassic Mercia Mudstone Group 305 949 siltstones, sandstones and evaporites. Sandstones with some conglomeratic beds and Sherwood Sandstone Group 560 1509 subordinate siltstones/mudstones Zechstein Group (Undifferentiated including: Roxby Formation, Sherburn Anhydrite Formation, Mudstone and siltstone overlying an evaporite Carnallitic Marl Formation, Boulby 97 1606 sequence (predominantly anhydrite and halite) Halite, Billingham Anhydrite Formation)
Brotherton Dolomitic limestone 55 1661 Formation Varied sequence of evaporites including Fordon Evaporite anhydrite and halite, with some gypsum and 50 1711 Permian Formation dolostone Cream, oolitic dolostone with subordinate thin Zechstein Kirkham Abbey beds of fine-grained dolomite. Breccias also 65 1776 Group Formation present. Hayton Anhydrite Anhydrite and dolomite 167 1943 Formation Cadeby Dolomite with variable amounts of anhydrite 32 1975 Formation Rotliegend Yellow Sands Sandstone 22 1997 Group Formation Carboniferous Coal Measures Group Mudstone, sandstone, siltstone and coals >500 >2500 *Thicknesses based on well schematic in End of Well Report for WNA West Newton A‐2 well and geological map.
Superficial Deposits
The geological map indicates that approximately 50m of superficial deposits in the form of glacial Till are present above the bedrock geology at the Wellsite. Sporadic patches of glacial sand and gravel are also mapped in the surrounding area but do not directly underlie the Wellsite.
A nearby BGS borehole record (BGS Ref. TA23NW17) located approximately 2.5km southeast of the of Wellsite indicates that glacial Till (sand, sandy clay, clay, gravel) was encountered to a depth of 50.5m bgl. The borehole record also shows that a sand and gravel band (10.5m thick) was encountered at 31.5m bgl.
Based on information obtained during the construction of two monitoring wells (MBH1 and MBH2) at the Wellsite, glacial Till was encountered to a depth of 47.5m bgl. Sand and gravel bands (course brown sand, medium to large gravels) were encountered at depths of 15m and 39.5m bgl and up to 2.5m thick [Ref. 27].
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The borehole logs for the monitoring wells at WNB (GWMBH01 and GWMBH02), located ~2.1km southeast of the Wellsite, show that glacial Till was encountered to depths of 57m and 51m bgl, respectively. Sand and gravel bands were encountered at various depths through the superficial sequence [Ref. 28].
The information obtained from the construction of the monitoring wells at WNA and WNB and from nearby borehole records confirms the expected superficial deposits based on the geological map.
Bedrock Geology
Based on the geological map, the bedrock geology at the Wellsite comprises ~515m of Cretaceous age Chalk Group (Rowe, Flamborough, Burnham, Welton and Ferriby Formations). A thin strata of the Carstone Formation was found to be present at a thickness of ~25m during the construction of the West Newton A‐1 and West Newton A‐2 wells.
The Chalk Group/Carstone Formation unconformably overlie the Jurassic age Lias Group which is ~90m thick at the Wellsite [Ref. 25] and is underlain by the Triassic age Penarth Group, Mercia Mudstone Group and Sherwood Sandstone Group, which in turn is underlain by the Permian age Zechstein Group. The Permian bedrock strata unconformably overlie the Carboniferous age Coal Measures Group.
Petroleum contained within the Permian strata will be produced from the two existing wells (West Newton A‐1 and West Newton A‐2) and are the target for the proposed exploration and appraisal wells at the Wellsite.
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The hydrogeological setting of the Wellsite and surrounding area has been interpreted based on the known geology and with reference (but not limited) to the following:
BGS Physical Properties of Major Aquifers in England and Wales [Ref. 31] BGS Physical Properties of Minor Aquifers in England and Wales [Ref. 32] BGS Chalk Aquifer System of Lincolnshire Report [Ref. 33] BGS Baseline Report Series: The Chalk Aquifer of Yorkshire and North Humberside [Ref. 24] BGS Baseline Report Series: The Triassic sandstones of the Vale of York [Ref. 34] Groundwater level and quality data from Environment Agency monitoring boreholes [Ref. 35] Geological data obtained during the construction of monitoring wells at WNA and WNB [Ref. 27, 28] Baseline water quality reports for WNA and WNB by Envireau Water [Ref. 36, 28] Water quality data from the deep Sherwood Sandstone published by the BGS [Ref. 37] Data obtained from the Sherwood Sandstone Group and Kirkham Abbey Formation at onshore gas sites in North Yorkshire [Ref. 38, 39] Data from the BGS National methane baseline survey and investigation into the hydrochemistry of methane [Ref. 40, 41] Information on the geothermal potential of the UK by the BGS [Ref. 42] Information from an article on a hypothetical case study in the Sherwood Sandstone aquifer [Ref. 43] Pressure Graph of West Newton A1 from Rathlin Energy dated January 2020 [Ref. 44]
6.1 Terminology
The terms “Groundwater”, “Aquifer” and “Groundwater Body” are defined by the Water Framework Directive (WFD) and Groundwater Daughter Directive (GWDD) [Ref. 45, 46], as follows:
Groundwater – all water which is below the surface of the ground in the saturated zone and in direct contact with the ground or subsoil. Aquifer – a subsurface layer or layers of rock or other geological strata of sufficient porosity and permeability to allow either a significant flow of groundwater or the abstraction of significant quantities of groundwater. Groundwater Body – a distinct volume of groundwater within an aquifer or aquifers.
These definitions do not however differentiate between (relatively shallow) aquifers that contain relatively fresh, recently recharged groundwater with a ‘resource value’ for drinking water and other uses, and deeper systems containing low quality groundwater (formation water or produced water) with ‘no resource value’.
The UK Technical Advisory Group (UKTAG) provides guidance to agencies responsible for implementing the WFD in the UK. The UKTAG Guidance Paper on Defining & Reporting on Groundwater Bodies [Ref. 47] defines a depth of 400m as the default maximum depth at which a groundwater body loses its value as a resource that can be either exploited for human activities and/or support surface flows and ecosystems and/or have a connection with surface water receptors.
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6.2 Groundwater Systems
The groundwater systems at the Wellsite have been assessed using the references listed above. The hydrogeological setting at the Wellsite is described in Table 6 and the groundwater quality described in Section 6.4.
Table 6 Hydrogeological Sequence
Group/ EA Aquifer Description/Comments Formation Designation The superficial deposits at the Wellsite and surrounding area comprise glacial Till; alluvium around the Lambwath Stream to the north; and sporadic pockets of glacial sand and gravel deposits across the region. The glacial Till is classified by the Environment Agency as a Secondary A aquifer. Layers of Superficial sand and gravel within the glacial Till have the potential to contain and transmit groundwater. These Secondary A Deposits layers are likely to be discontinuous but may support small, locally important supplies (see Section 7). Recharge to the superficial deposits will be via direct infiltration of rainfall at surface. Overall, the glacial Till is considered to have a low permeability and due to its substantial thickness will act as a hydraulic barrier between the surface water system and underlying groundwater system in the Chalk Group. The Chalk Group is classified by the Environment Agency as a Principal Aquifer and is an important source of water for drinking, agricultural and industrial use at a national and regional scale. However, in the Holderness Peninsula, the Chalk Group is confined by ~50m of low permeability superficial deposits and is rarely used for water supply due to the restricted groundwater circulation and the resulting poor quality of the groundwater [Ref. 31].
The Carstone Formation is a thin sandstone aquifer and is classified as a Secondary A aquifer by the Environment Agency. It is generally considered to be in hydraulic continuity with the overlying Chalk Group.
Groundwater movement within the Chalk occurs through joints and fractures with very limited contribution from the rock matrix. Fracture networks are well developed within the top 30 – 40m of the unconfined formation but much less developed where the Chalk is overlain by glacial Till in the Holderness Peninsula [Ref. 24].
Recharge to the Chalk Group occurs via direct infiltration of effective rainfall at outcrop, the nearest outcrop lies in the Yorkshire Wolds ~21km west of the Wellsite. Groundwater flows west to east down dip from the Yorkshire Wolds and either emerges as springs at the edge of the superficial cover (glacial Chalk Group Principal deposits) or is pumped from the semi-confined aquifer. Further east, where the Chalk is overlain by a & Carstone Aquifer and thick sequence of superficial deposits (as is the case at the Wellsite), there is very limited active Formation Secondary A recharge/circulation. Groundwater flow and the hydraulic gradient at the Wellsite is therefore very low.
Test pumping data from the BGS show transmissivity values range from less than 1 m2/d to over 10,000 m2/d with a geometric mean of 1,258 m2/d and storage coefficient values ranging from 1.5 x 10-4 to 1.0 x 10-1 with a geometric mean of 7.2 x 10-3 [Ref. 33]. The wide ranges reflect the difference in confined and unconfined chalk aquifer properties across the region. Transmissivity values recorded in the Chalk aquifer of the Holderness Peninsula are towards the lower end of this range, and typically less than 50 m2/d as a result of minimal fissuring and limited groundwater flow [Ref. 24].
In the Holderness Peninsula, groundwater levels are controlled by (and therefore close to) sea level. The low-lying topography means groundwater levels are typically close to surface and may be artesian in places [Ref. 24]. This is confirmed by the monitoring boreholes at the WNA Wellsite targeting the Chalk Group, which show that groundwater levels observed during construction of the boreholes was ~2m AOD [Ref. 27].
Groundwater levels have also been observed in the WNB Wellsite monitoring boreholes (GWMBH01 and GWMBH02) located ~2.1km southeast from the Wellsite, which record water levels of ~1m AOD [Ref. 28]. The groundwater level at the two monitoring wells varies between them by only 1 – 2cm, which confirms the very low hydraulic gradient in the Chalk aquifer locally.
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Group/ EA Aquifer Description/Comments Formation Designation Groundwater levels recorded in the Environment Agency monitoring borehole located ~1.6km southeast range between 1 – 2m AOD, which further confirms the low hydraulic gradient in the Chalk aquifer locally [Ref. 35]. The Lias Group is comprised primarily of low permeability mudstone and is classified by the Environment Agency as a Secondary B aquifer. The Lias Group outcrops ~29km west of the Wellsite Lias Group Secondary B and due to the deep confinement (>500m) by the overlying Chalk and superficial deposits, will act as Unproductive strata at the Wellsite. The Penarth Group and Mercia Mudstone Group form a thick succession of very low permeability mudstones with some subordinate sandstones and limestones. The Mercia Mudstone Group has an extremely low, vertical hydraulic conductivity and forms a confining layer above the underlying Sherwood Sandstone Group [Ref. 32]. Any groundwater within the Mercia Mudstone Group will be Penarth and limited to the thin limestone and sandstone horizons (‘skerries’), which are classified by the Environment Mercia Secondary B Agency as Secondary B aquifers. Yields from skerries commonly range from less than 25 m3/d to 130 Mudstone m3/d for variable amounts of drawdown [Ref. 32], where they are close to surface. However, the Mercia Groups Mudstone Group at the Wellsite is deeply confined by >600m of overlying formations and will therefore act as Unproductive strata at this location. The Penarth and Mercia Mudstone Groups, together with the Lias Group, provide a significant low permeability hydraulic barrier between the overlying Chalk Group and the deeper water bearing Sherwood Sandstone Group. The Sherwood Sandstone Group is classified by the Environment Agency as a Principal aquifer and is an important aquifer resource at a national scale. The aquifer provides a significant source for public water supplies where it is at or close to outcrop. However, at the Wellsite it is deeply confined by in excess of 900m of overlying strata and is not targeted for public or private water supplies.
Recharge to this unit occurs via infiltration of rainfall in areas of outcrop ~45km west of the Wellsite. Due to the depth of the Sherwood Sandstone, the distance from outcrop, and lack of a driving head for Sherwood groundwater flow to occur, there is no active recharge and circulation of groundwater locally, and the Principal Sandstone strata contains connate, saline water (formation water). Aquifer Group Studies of the deep Sherwood Sandstone Group in the Lincolnshire and Yorkshire area record permeability values of ~1 x 10-6 m/s. Whilst the permeability of the sandstone is likely to reduce with depth, high permeability horizons in the deep saline Sherwood Sandstone may be present [Ref. 38,43].
The overlying low permeability Lias Group, Penarth Group and Mercia Mudstone Group act as a significant hydraulic barrier between formation water within the Sherwood Sandstone Group and the more recently recharged water within the Chalk Group. The Brotherton and Cadeby Formations are classified by the Environment Agency as Principal aquifers regionally, whilst other Permian formations are classified as Secondary aquifers. However, due to the distance from outcrop (>65km west of the Wellsite) and depth of these strata at the Wellsite, they are unlikely to contain significant quantities of groundwater. Some formations will act as Unproductive strata. Permian Principal and Strata Secondary The Kirkham Abbey and Cadeby Formations are being targeted for petroleum exploration and appraisal Aquifers by Rathlin locally. These strata contain layers of mudstones and evaporites with a very low vertical hydraulic conductivity, that provide a ‘capping layer’ for the petroleum to accumulate, and a hydraulic break between any overlying water bearing formations. Well pressure tests carried out in the exploratory well at WNA show that the petroleum reservoir in the Kirkham Abbey Formation confirm the ‘capping layer’ in the Kirkham Abbey Formation, which hydrodynamically isolates it from the other formations [Ref. 44]. Productive sandstone layers in the Coal Measures Group are classified by the Environment Agency as Secondary aquifers, where at or close to outcrop. Primary porosity and permeability generally decrease Carboniferous Secondary with depth due to the greater weight of overburden, compaction and increase cementation [Ref. 32]. Due Strata Aquifers to their depth at the Wellsite, and distance from outcrop (>80km west of the Wellsite), the Carboniferous strata are unlikely to contain significant quantities of groundwater.
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6.3 Faulting
Faults can act as barriers or conduits for groundwater flow and are therefore an important consideration for the development of a hydrogeological conceptual model, and the potential for hydraulic connectivity between different geological strata.
The geological map indicates that there are no mapped geological faults locally. As stated in Section 5.1.3, the Carboniferous strata at depth are significantly eroded and faulted, however the Permian and younger strata are largely undeformed. Data provided by Rathlin also demonstrates that there are no significant fault structures locally. Faulting is therefore not expected to provide a plausible pathway for the migration of fluids and gases between the hydrocarbon bearing formations and the overlying strata containing useful groundwater.
6.4 Groundwater Quality
Superficial Deposits
The glacial Till at the Wellsite is mostly comprised of clay with thin layers of sands and gravels. There is no published data on water quality of the superficial deposits close to the Wellsite and it will vary depending on the composition of the strata, and interaction with activities at surface. However, a BGS borehole record targeting the superficial deposits located ~3.3km southeast of the Wellsite records ‘bad’ water quality.
The superficial deposits are susceptible to pollution from anthropogenic sources. Arable farming dominates both the region and the land surrounding the Wellsite and therefore water quality in the superficial deposits is likely to be influenced by the historic use of fertilisers leading to the potential for elevated concentrations of nitrate, sulphate, sodium and chloride [Ref. 24].
Cretaceous Chalk Group & Carstone Formation
Whilst the Chalk Group is classified by the Environment Agency as a Principal aquifer, and therefore an important source of water for drinking and other uses, the Chalk in the Holderness Peninsula is rarely exploited for water supply due to its poor water quality [Ref. 24].
Water quality in the Chalk within the Holderness region is poor because of its confined nature and limited groundwater circulation/active recharge. Ref. 24 presents regional water quality data for the Chalk aquifer and shows groundwaters in the confined chalk are typically reducing in nature and highly mineralised. Nitrate concentrations are also typically low. In addition to this, saline intrusion in the eastern areas of the region further influences groundwater quality, groundwater may contain elevated concentrations of sodium and chloride. Elevated iron concentrations have also been observed in the region. Dissolved methane concentrations in the region typically range between 0.07 and 4.7 μg/L, although concentrations of up to 1,320 μg/L have also been reported [Ref. 42].
Groundwater samples taken from monitoring boreholes at Rathlin’s existing WNA Wellsite have been analysed and are considered to be characteristic of the region. Groundwater samples have also been taken from monitoring boreholes at Rathlin’s WNB Wellsite (approximately 2.1km southeast of the Wellsite) and are consistent with those from WNA [28, 36].
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+ ‐ ‐ Groundwater at WNA and WNB is characterised as sodium‐chloride‐bicarbonate [Na ‐Cl ‐HCO3 ] type. The salinity of the groundwater at WNA is notably lower than at WNB. Sodium concentrations range between 160‐190 mg/L (compared to 400‐500 mg/L at WNB) whilst chloride concentrations range between 170 and 210 mg/L (compared to 530‐720 mg/L at WNB). As WNA is located approximately 1.5 km west of WNB it would be expected to have a lower salinity.
Sulphate concentrations are also lower at WNA ranging between 123 and 147 mg/L (compared to 178 and 208 mg/L at WNB) but are similar to the regional mean of 135 mg/L [Ref. 24]. Iron concentrations at WNA and WNB are variable ranging from 360 to 6,076 μg/L, which is within the reported regional values of 230 to 3,800 μg/L [Ref. 24]. Some observed concentrations at WNA are higher than the reported regional maximum of 3,800 μg/L [Ref. 24].
Nitrate concentrations at WNA and WNB were typically less than 0.2 mg/L (the limit of detection) and consistent with the low expected concentrations resulting from the confined nature of the catchment and typical regional ‐ values of <1.2 mg/L as NO3 ‐N [Ref. 24].
Dissolved methane concentrations of 13 to 21 μg/L were observed at WNA and WNB and are indicative of regional trends. Studies of dissolved methane in groundwater carried out by the BGS in Yorkshire and Lancashire [Ref. 40, 41] indicate that the methane is likely to be of a biogenic origin.
Water quality data is not available for the Carstone Formation. This unit is permeable, thin and hydraulically connected to the Chalk aquifer and therefore groundwater quality within it will be similar to the Chalk.
Jurassic & Triassic Strata
There are no representative local water quality data available for the Lias Group, Penarth and Mercia Mudstone Groups. Any water within these strata is likely to be highly mineralised and of poor quality due to deep confinement by overlying formations and the distance from outcrop (>29km west), resulting in limited recharge and active groundwater circulation. Any groundwater contained within these strata is likely to be formation water with very limited, if any, resource value as defined by UKTAG [Ref. 47, See Section 6.1].
The Sherwood Sandstone Group underlying the Wellsite is present at depths in excess of 900m and is known to contain extremely poor quality (formation water). Salinity concentration maps have been produced across the Yorkshire region and suggest that salinity increases from 5,000 mg/L in the Vale of York to in excess of 200,000 mg/L on the eastern extent of Yorkshire [Ref. 34, 37, 42]. More recent data collected from wellsites in North Yorkshire demonstrate close alignment with the salinity mapping data. A salinity of 180,000 mg/L was reported for the Sherwood Sandstone (depth of ca. 1,141 mbgl) at Ebberston Moor in the North York Moors [Ref. 38], which compares to a mapped value of ~170,000 mg/L.
Naturally occurring petroleum in the region of 0.5 to 1.2 mg/L were also observed in the Sherwood Sandstone at Ebberston Moor [Ref. 38]. As such, the groundwater within the Sherwood Sandstone has no resource value, as defined by UKTAG [Ref. 47, see Section 6.1].
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Permian & Carboniferous Strata
The Permian age Zechstein Group is comprised of halites and evaporites and is likely to contain poor quality water with high salinity and significant petroleum present. Data collected from the Kirkham Abbey Formation at an onshore oil and gas site in North Yorkshire was characterised by a sodium concentration of 84,000 mg/L, a chloride concentration of 170,000 mg/L and an electrical conductivity of 208,000 μs/cm [Ref. 39]. The results are indicative of deep formation water with salinities far greater than seawater. Petroleum was observed in the region of 7.4 mg/L, consistent with water produced from a petroleum reservoir. Due to the depth of the Permian and Carboniferous strata (>1000m) at the Wellsite, any water found in these formations is of extremely poor quality and has no resource value as defined by UKTAG [Ref. 47, see Section 6.1].
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Water dependent features within a 5km search radius of the Wellsite centre have been considered using data obtained from (but not limited to) the Environment Agency, ERYC, Natural England’s MAgiC online database [Ref. 48] and the BGS GeoIndex online database [Ref. 29]. The features described in the following sub‐sections are presented on Figure 5.
As described in Section, the exploratory wells may extend up to 2km horizontally from the Wellsite. A 5km search radius was therefore considered suitable to identify the range (different type, number) of features that need to be taken into account in the development of a hydrogeological conceptual model and the subsequent risk assessment process. This approach is consistent with relevant industry guidance [Ref. 49].
7.1 Surface Water Features
The surface water features within the search radius have been identified from 1:25,000 Ordnance Survey mapping. The hydrological setting is discussed in Section 4 and details of the key features are summarised in Table 7.
Table 7 Surface Water Features within 5km of the Wellsite
Ref. on Approx. Surface Approx. Distance Name Description Figure 5 Elevation (m AOD) from Wellsite Lambwath Watercourse flowing in a westerly direction 1 6 400m north until it reaches Monkbridge drain and then Stream flows southerly towards the Holderness drain. Field drain along the western boundary of Land Drain Located along 2 13 Wellsite, which flows in a northerly direction “Dike” western boundary and drains into the Lambwath Stream. Field drain flowing in a northerly direction, 3 “L Dike” 10 1.7km east which drains into the Lambwath Stream.
7.2 Protected Environmental Areas/Groundwater Dependent Terrestrial Ecosystems
A search of the MAgiC online database has been undertaken and has identified one statutory site within the search radius – the Lambwath Meadows Site of Specific Scientific Interest (SSSI). The Lambwath Meadows SSSI is a series of low‐lying seasonally flooded hayfields (or water meadows), which are supported by water from the adjacent field drains and watercourses during periods of flood (high flow). The SSSI is located ~850m northeast of the Wellsite and is split into different sections, half of which are classified as ‘unfavourable no change’ and the other half as ‘favourable’ [Ref. 50]. The SSSI is located upstream of the Wellsite and not hydraulically connected with the Proposed Development.
There are no statutory Local or National Nature Reserves, Ramsar sites, Special Protection Areas (SPAs) or Special Areas of Conservation (SACs) within the 5km search radius [Ref. 48].
A search of non‐statutory sites has identified various Local Wildlife Sites (LWS) within a 1km search radius of the Wellsite, the closest of which is the Lambwath Stream LWS located ~400m north of the Wellsite. The LWS is located upstream of the Wellsite and is not hydraulically connected with the Proposed Development.
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7.3 Licensed Abstractions
The Environment Agency has provided details of five licensed abstractions within the search radius. Summary details of the licensed abstractions are provided in Table 8.
Table 8 Environment Agency Licensed Abstractions within 5km of the Wellsite
National Approx. Max. Ref. on Licence Licence Target Grid Distance from Use Quantity Figure 5 Holder Number Horizon Reference Wellsite (m3/year) Norman Lambwath 4 2/26/32/176 TA 208 393 1.4km east Spray Irrigation - Direct 8,000 Caley Ltd Stream Norman Superficial 5 2/26/32/177 TA 206 377 1.8km southeast Spray Irrigation - Direct 8,000 Caley Ltd deposits General Use Relating to Yorkwold NE/026/0032 TA 2183 6 Chalk 3.4km northeast Secondary Category 10,950 Pig Pro Ltd /002 4156 (Medium Loss) TA 2176 General Farming & 7 Glenwright 2/26/33/026 Chalk 4.0km southeast 13,637 3568 Domestic General Use Relating to Yorkwold NE/026/0032 TA 2361 8 Chalk 4.3km northeast Secondary Category 14,600 Pig Pro Ltd /003 4032 (Medium Loss)
The licensed groundwater abstractions all target the superficial deposits or Chalk Group. These abstractions are modest in volume, which reflects the known hydrogeological setting and the limited groundwater potential from the superficial deposits and Chalk aquifer locally.
7.4 Environment Agency Observation Boreholes
The Environment Agency has two monitoring locations within the search radius which relate to boreholes constructed into the Chalk Group. Summary details of the monitoring boreholes are provided in Table 9 below.
Table 9 Environment Agency Observation Boreholes within 5km of the Wellsite
Ref. on Figure 5 Name National Grid Reference Source Approx. Distance from Wellsite 9 West Newton TA 20478 37865 Chalk 1.8km southeast 10 Carpenters Arms TA 14705 38885 Chalk 4.8km west
7.5 Environment Agency Discharge Permits
The Environment Agency has provided details of 30 discharge permits within the search radius. The permits are mainly associated with sewage discharge from domestic properties and sewage discharge from Yorkshire Water Services Ltd. The data demonstrates that there are a number of known discharges locally, which may have an impact on surface water and groundwater chemistry. The permitted discharges are not presented on Figure 5. Instead, summary details of the permits and their locations are provided in Appendix C.
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7.6 Private Water Supplies (PWS)
A search of the ERYC register of private water supplies has been undertaken. ERYC has confirmed that they have two recorded PWS within the search radius, summary details of which are provided in Table 10.
Table 10 Local Authority Registered Private Water Supplies within 5km of the Wellsite
Ref. on National Grid Approx. Distance from Name Source Use Figure 5 Reference Wellsite 11 Yorkwold Pig Pro TA 21875 Chalk* 3.4km northeast - Ltd 41531 12 Yorkwold Pig Pro TA 22954 Chalk* 4.5km northeast Domestic Ltd 42041 *Interpreted by Envireau Water
ERYC has noted that the status of the two PWS is ‘previously unused’; however, this has not been confirmed with the owners/operators. EYRC also notes that the source of both supplies is unknown. The PWS records appear to be related to the Yorkwold Pig Pro Ltd licences (Sources 6 and 8 in Table 8). It can therefore be reasonably assumed that both sources target the Chalk Group and are used for farm use, rather than human consumption.
It is recognised that the council’s register of PWS may be incomplete and some isolated properties may utilise PWS that are unregistered. However, a review of mains water maps within a 1km search radius of the Wellsite (Appendix D) confirms that there is a very good mains water network locally. On this basis, and taking account of the hydrogeological setting, it is not expected that there will be any unregistered PWS close to the Wellsite.
7.7 BGS Water Well Records
A search of the BGS GeoIndex database [Ref. 29] has been undertaken and has identified 23 water well records within the search radius. Summary details of records are provided in a table in Appendix E.
A review of the BGS borehole records has confirmed that 15 of the 23 water wells are disused and no longer in use and their locations are not displayed on Figure 5.
The locations of the remaining eight records are displayed on Figure 5. Out of these:
The majority of the boreholes were constructed in the late 19th Century and early 20th Century, before the introduction of mains waters, and are unlikely to be still in use. There is only one record (no. 15 in Appendix E) of a recently constructed borehole, in 2016 Rathlin understands this borehole is in use for livestock watering. All of the boreholes target the Superficial Deposits of the Chalk Group to a maximum depth of approximately 116m.
The BGS data is consistent with the known hydrogeological setting and the limited groundwater potential from the superficial deposits and Chalk aquifer locally.
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7.8 Source Protection Zones (SPZs)
A search of Natural England’s MAgiC online database has been undertaken and has identified that there are no SPZs within the search radius.
The closest SPZ is located approximately 14km southwest of the Wellsite and is related to the Yorkshire Water’s public water supplies at Cottingham and Dunswell, close to Hull.
7.9 Summary
The information obtained from the environmental searches is consistent with the hydrological and hydrogeological setting presented in the previous sections. Based on the above:
Surface water is abstracted for agricultural use. The Lambwath Meadows SSSI is fed by seasonal flooding from adjacent field drains and watercourses. Local groundwater abstractions are dependent on groundwater that is present within the superficial deposits or the top of the Chalk aquifer. Groundwater supplies are modest and used for agricultural and domestic uses. There are no local abstractions or other water dependent features supported by groundwater originating from deeper formations beneath the Chalk Group.
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Based on the preceding review, a hydrogeological conceptual model for the Wellsite and regional area has been developed and is presented on Figure 6A and 6B. The model is based on grouping geological formations with similar hydrogeological and hydrochemical properties into ‘hydrostratigraphic’ units.
In this case, there are five hydrostratigraphic units – namely:
Unit 1: Superficial Deposits Unit 2: Chalk Group & Carstone Formation Unit 3: Lias, Penarth and Mercia Mudstone Groups Unit 4: Sherwood Sandstone Group Unit 5: Permian and Carboniferous strata
The hydraulic properties of these layers have been defined by the preceding data review and can be broadly described as follows:
Unit 1 comprises moderate permeability strata, with limited groundwater storage. Unit 1 contains discontinuous sand and gravel layers that have the potential to transmit low volumes of groundwater but overall, this unit provides hydraulic separation between surface water systems and groundwater in Unit 2. Groundwater in this unit is used for drinking and other uses; however, the water quality is susceptible to impacts by anthropogenic sources. Unit 2 comprises low to moderate permeability strata, with limited groundwater storage. This Unit is confined by Unit 1. There is limited active groundwater circulation and therefore water quality is generally poor but may be suitable for agricultural and other uses with treatment. Unit 3 comprises a sequence of very low permeability strata with very limited groundwater storage. This unit acts as a significant hydraulic barrier between groundwater in Unit 2 and very poor‐quality groundwater (formation water) in Units 4 and 5. Any groundwater in this unit is of poor quality with very limited/no resource value. Unit 4 comprises moderate to high permeability strata, with moderate to high groundwater storage. There is no active circulation or recharge to this unit. Unit 4 contains groundwater that is of extremely poor quality (formation water) and has no resource value. Unit 5 comprises low to moderate permeability strata, with limited storage. The more permeable horizons contain petroleum and extremely poor‐quality groundwater (formation water, produced water) that has no resource value.
Based on the conceptualisation above, Units 1 and 2 contain water with a resource value, which are targeted locally to provide small supplies of water for drinking, agricultural and other uses. Unit 3 acts as a hydraulic barrier between these units and the underlying Units 4 and 5, which contain extremely poor‐quality groundwater (formation water) which is saline and contains hydrocarbons.
The additional wells will be constructed with casings to seal out the formations in Units 1‐4. The Proposed Development will also be constructed with a well pad (as described in Section 3) to further prevent any infiltration of water into the shallow groundwater system of Unit 1 (see Figure 6B).
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9.1 Assessment Methodology
A hydrogeological risk assessment (HRA) has been carried out following a Source‐Pathway‐Receptor (S‐P‐R) approach taking into consideration the following guidance:
DEFRA’s Green Leaves III guidelines for environmental risk assessment and management [Ref. 1]; The Environment Agency’s approach to groundwater protection [Ref. 2] and technical guidance [Ref. 3, 4]; Guidance on the preparation of environmental risk assessments for shale gas operations in the UK [Ref. 49]; and Recommendations made by The Royal Academy of Engineering and the Royal Society in their review of shale gas extraction in the UK [Ref. 51]
Note that whilst the Proposed Development at the Wellsite comprises a conventional oil and gas development, Ref. 49 and 51 are still relevant in the context of the management of deep subsurface activities. In particular, a risk assessment should address risks across the entire lifecycle of the Proposed Development. Risks should also be considered beyond the immediate footprint of the Wellsite and should consider impacts to a distance which is sufficient to capture all significant impacts that require an understanding of the geological and hydrogeological setting. In this case, receptors have been considered based on a review of relevant baseline data within a 5km radius of the Wellsite.
Guidance suggests that the risk assessment may take a tiered approach [Ref. 1]. Low risk, straightforward systems may be assessed with a Tier 1 qualitative approach and more complex aspects with risks that cannot be fully mitigated may need a complex quantitative approach. The selection of the risk assessment approach is therefore iterative, and the choice of approach should be based on how complicated the system is, how high the risks are and how easily, and fully, the risks can be mitigated.
The activities associated with the Proposed Development are well understood and the mitigation measures that are in place (or will be put in place) will follow guidance for the operation of onshore oil and gas industries, and are well defined, tested and known to work. Therefore, in this case, a semi‐quantitative (Tier 1 /2) approach is considered to be an appropriate level of assessment.
9.2 Hazard Identification
Hazards have been assigned for each of the nine phases of the Proposed Development taking account of the hydrogeological conceptual model described in Section 8, and are presented in Table 11.
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Table 11 Hazard Summary
Operational Phase Phase 1‐ Phase 2‐ Phase 3‐ Phase 4: Well Phase 5: Phase 6: Phase 7: Well Phase 8: Well and Phase 9: Appraisal Wellsite Appraisal Treatment Appraisal Process Workovers, Production Facility Restoration and Hazard Testing and Extension Drilling and Clean Up Testing Facility Routine Decommissioning Aftercare Workover of Construction Maintenance and Existing Wells Repairs Spillage of fuels and lubricants from plant X X X X X X X X X and equipment Leakage of domestic sewage and wastewater X X X X X X X X X from welfare facilities Loss of drilling muds, X X X X additives and cement Migration of well fluids, hydrocarbons and produced/formation X X X X X X water from the wellbore and/or productive formations Leakage/spills of produced hydrocarbons, produced water and X X X X X X X other fluids stored on, or transported from, the Wellsite Flushing of Soils/ Mobilisation of X X contaminated soils
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9.3 Risk Assessment
The HRA for the identified hazards is presented in Table 12. As described in more detail in the sub‐sections below, the risk assessment takes account of known S‐P‐R linkages, based on the established hydrogeological conceptual model. The assessment then considers the significance of a hazard occurring, based on the receptor sensitivity and magnitude. The likelihood of a hazard occurring has been assigned taking account of the embedded mitigation that is present within the planned operation and management of the activities. In some cases, additional mitigation is proposed to further reduce potential risk to the lowest possible level.
Sources
The sources associated with the identified hazards at the Wellsite are presented in Table 12 and include:
Plant and machinery leaks or spills; Welfare facilities leaking; Fluid loss during drilling, well testing, well treatment and clean up, workovers and decommissioning; Hydrocarbons and produced water from the wellbore or target formations; Leaks or spills from storage tanks and pipework used during drilling, evaluation and production operations; and Made ground and contaminated soils.
Receptors
Based on the hydrogeological conceptual model, the relevant receptors are:
The surface water drainage system, including the Lambwath Stream and any downstream surface water abstractions providing water for agricultural use; The superficial deposits aquifer, including any groundwater abstractions used for domestic/agricultural use; The Chalk (and Carstone Formation) aquifer, including any groundwater abstractions used for domestic/agricultural use; and Deep water bearing formations beneath the Lias Group/Penarth and Mercia Mudstone Group with no resource value.
Based on the review of water dependant features (Section 7), there are no protected environmental areas that are considered receptors for the purpose of the risk assessment. There are also no abstractions or private water supplies within ~1.4km of the Site; however, they have been included as a receptor in the risk assessment for completeness.
S-P-R Linkages
S‐P‐R linkages have been considered based on the hydrogeological conceptual model for the Wellsite and are presented in Table 12. Wherever there is a linkage (pathway) between a source and a receptor, there is potential for a hazard to occur, and a risk assessment has been carried out.
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Table 12 Risk Assessment Summary
and and
and Repairs
Wells
& Drilling Testing
Facility
Extension Testing Production
Up Risk Analysis (with
Workovers, Receptor Magnitude of Significance of Likelihood of Existing Treatment and
Hazard Source (S) Pathway (P) Receptors (R) S‐P‐R Linkage Justification embedded of
Process Sensitivity Impact Effect Occurrence
Restoration Appraisal Appraisal Well
Clean
mitigation) Wellsite Aftercare Decommissioning
Well 6:
Well Appraisal
9:
3: Construction 5: 7:
2: Maintenance
4: 8: 1:
Phase Facility Phase Phase Phase Phase Workover Phase Phase Phase Phase Routine
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing YHighLowModerateVery Unlikely A HDPE liner (tertiary containment) system is already in place at the wellsite. A HDPE liner will be None water for agricultural use installed during the extension (Phase 2). Discharge of clean surface water to the local watercourse will be implemented by the existing surface water management plan. Water that is not suitable for discharge will be contained on the Wellsite and transported for treatment or disposal at an Runoff to surface water; Superficial deposits aquifer, including any groundwater vertical movement YMediumLowMinorVery Unlikely Environment Agency permitted wastewater treatment works. None Storage tanks, abstractions used for domestic/agricultural use Spillage of fuels and downwards into the pipework, machinery lubricants from plant X X XXX XXXX Superficial deposits; and vehicles on the and equipment downwards leakage Wellsite The Chalk (and Carstone Formation) aquifer, including any through the HDPE wellsite groundwater abstractions used for domestic/ agricultural N liner use Low permeability and substantial thickness of the superficial deposits prevents downwards vertical leakage Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource N value
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing YHighLowModerateVery Unlikely None water for agricultural use Domestic sewage/wastewater tanks will be self‐contained. All sewage/wastewater will be removed by an approved contractor. Superficial deposits aquifer, including any groundwater YMediumLowMinorVery Unlikely None Runoff to surface water; abstractions used for domestic/agricultural use Leakage of domestic Wastewater from vertical movement sewage and wastewater XXXX XX X XX welfare facilities downwards into the from welfare facilities Superficial deposits The Chalk (and Carstone Formation) aquifer, including any groundwater abstractions used for domestic/ agricultural N use Low permeability and substantial thickness of the superficial deposits prevents downwards vertical leakage Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource N value
Surface water drainage system, including Lambwath Stream An HDPE liner (teritary containment) system is already in place at the Wellsite and will be extended as part of the Proposed Development (Phase 2). The additional wells will be constructed within a cellar and any downstream surface water abstractions providing N and conductor casing. Therefore, there is no direct pathway between the drilling activities and the surface water system. water for agricultural use
Loss of drilling Drilling Superficial deposits aquifer, including any groundwater Y Medium Low Minor Unlikely None muds/additives/well muds/additives/ well Migration from the abstractions used for domestic/agricultural use fluids/cement during fluids and cement wellbore into X XXX construction of the grout used during permeable/porous additional wells and drilling and/or formations. The Chalk (and Carstone Formation) aquifer, including any Only water based muds will be used during drilling. Drilling muds will be optimised to prevent losses workovers workovers. groundwater abstractions used for domestic/ agricultural Y High Medium Moderate Unlikely and Enviornment Agency 'lost circulation material' will be used to plug any permeable zones to Very Low use avoid/reduce losses.
Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource YLowVery Low Negligible Unlikely None value
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing N The additional wells will be constructed within a cellar and conductor casing. Therefore, there is no direct pathway between the drilling activities and the surface water system. water for agricultural use
Migration of well Superficial deposits aquifer, including any groundwater fluids, hydrocarbons Hydrocarbons, Y Medium High Moderate Unlikely Very Low Migration from the abstractions used for domestic/agricultural use and produced water and wellbore into produced/formation XXXXXXformation water permeable/porous water from the wellbore present in deep formations. The Chalk (and Carstone Formation) aquifer, including any Well mangement procedures will reduce the likelihood of uncontrolled migration of fluids or and/or productive geological formations groundwater abstractions used for domestic/ agricultural Y High Medium Moderate Unlikely petroleum from the wellbore inot any of the formations penetrated by the appraisal wells. Very Low formations use Environment Agency approved lost circulation agents will be used to minimise losses as required.
Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource YLowVery Low Negligible Unlikely None value
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and and
and Repairs
Wells
& Drilling Testing
Facility
Extension Production Testing
Up Risk Analysis (with Workovers,
Receptor Magnitude of Significance of Likelihood of Existing Treatment and
Hazard Source (S) Pathway (P) Receptors (R) S‐P‐R Linkage Justification embedded of
Process Sensitivity Impact Effect Occurrence
Restoration
Appraisal Appraisal Well
Clean
mitigation) Aftercare Wellsite Decommissioning
Well 6: Well 9:
Appraisal
3: 5: 7: Construction
Maintenance 2:
4: 8:
1:
Phase Facility Phase Phase Phase Phase Workover Phase Phase Phase Phase Routine
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing N water for agricultural use
Superficial deposits aquifer, including any groundwater N abstractions used for domestic/agricultural use Migration along There are no significant fault structures locally and therefore, faulting is not expected to provide a plausible pathway for the migration of fluids and gases between the hydrocarbon bearing formations and geological faults formations containing groundwater. The Chalk (and Carstone Formation) aquifer, including any groundwater abstractions used for domestic/ agricultural N use
Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource N value
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing N water for agricultural use
Superficial deposits aquifer, including any groundwater N abstractions used for domestic/agricultural use Migration along induced Any well treatment operations will be below the formation fracturing pressure. fractures The Chalk (and Carstone Formation) aquifer, including any groundwater abstractions used for domestic/ agricultural N use
Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource N value
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing YHighHighMajorVery Unlikely Very Low water for agricultural use
Superficial deposits aquifer, including any groundwater Y Medium High Moderate Very Unlikely The wells at the Wellsite will be constructed with steel casings that are cemented to surface, making it None abstractions used for domestic/agricultural use Migration through leaking very unlikely that leakage via casings and annuli can occur to the surface water and groundwater well casings and along receptors. Blow our preventers will be in place. Well design and construction are robustly controlled anullli. The Chalk (and Carstone Formation) aquifer, including any by regulations and well mangement procedures. In addition, routine monitroing and integrity tests groundwater abstractions used for domestic/ agricultural Y High Medium Moderate Very Unlikely will be carried out to confirm well integrity. None use
Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource YLowVery Low Negligible Very Unlikely None value
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing YHighHighMajorVery Unlikely Very Low water for agricultural use An HDPE liner (teritary containment) system is already in place at the Wellsite and will be extended as part of the Proposed Development (Phase 2). Discharge of clean surface water to field drains will be via an intereceptor and controlled by an environmental permit. Leakage/spills of Runoff to surface water; Superficial deposits aquifer, including any groundwater Y Medium High Moderate Very Unlikely None produced Hydrocarbons, vertical movement abstractions used for domestic/agricultural use hydrocarbons, produced water and downwards into the produced water and XXX X X XX formation water Superficial deposits; other fluids stored on, present in deep downwards leakage The Chalk (and Carstone Formation) aquifer, including any or transported from, the geological formations through the HDPE wellsite groundwater abstractions used for domestic/ agricultural N wellsite liner use Low permeability and substantial thickness of the superficial deposits prevents downwards vertical leakage Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource N value
Surface water drainage system, including Lambwath Stream and any downstream surface water abstractions providing Y High Low Moderate Unlikely Works will be carefully planned and managed to avoid periods of heavy rainfall. Best practice Very Low water for agricultural use construction techniques to control runoff may include forming temporary bunds, using silt fences, and erosion matts to prevent soil runoff and provide a buffer between the activities and the field drains. Excavated soils would be inspected regularly during the works, and any visually contaminated Superficial deposits aquifer, including any groundwater Y Medium Low Minor Unlikely soils removed from the Site for disposal at an approved facility None Runoff to surface water; abstractions used for domestic/agricultural use Flushing of soils/ vertical movement mobilisation of X X Site soils downwards into the contaminated soils Superficial deposits The Chalk (and Carstone Formation) aquifer, including any groundwater abstractions used for domestic/ agricultural N use Low permeability and substantial thickness of the superficial deposits prevents downwards vertical leakage Deep water bearing formations beneath the Lias Group/Penarth & Mercia Mudstone Group with no resource N value
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Receptor Sensitivity
Receptor sensitivity has been assigned following the methodology presented in Table 13.
Table 13 Receptor Sensitivity
Receptor Description Examples Sensitivity Very High Water resource with an A water resource making up a vital component of an SAC or SPA under the EC Habitats Directive. importance and rarity at an A waterbody achieving a status of ‘High status or potential’ under the WFD. international level with limited Principal aquifer providing potable water to a large population. potential for substitution. EC designated Salmonid fishery. High Water resource with a high A water resource designated or directly linked to a SSSI. quality and rarity at a national or Principal aquifer providing potable water to a small population. regional level and limited A river designated as being of Good status or with a target of Good status or potential under the potential for substitution. WFD. A waterbody used for national sporting events such as regattas or sailing events. EC designated Cyprinid fishery. Medium Water resource with a high Secondary aquifer providing potable water to a small population. quality and rarity at a local scale; An aquifer or surface water body providing abstraction water for agricultural or industrial use. or water resource with a medium A local nature reserve dependent on groundwater. quality and rarity at a regional or national scale. Low Water resource with a low quality A non ‘main’ river or stream or other waterbody without significant ecological habitat. and rarity at a local scale.
It follows that:
The surface water drainage system in the vicinity of the Site drains to the Lambwath Stream. Whilst the stream is not a special protected environmental area, it is an important local feature and has the potential to provide water that is abstracted downstream for agriculture. In this case, the surface water drainage system is conservatively assigned a High Sensitivity. The Superficial deposits are a Secondary A aquifer and is assigned a Medium Sensitivity. The Chalk Group (and Carstone Formation) is a Principal aquifer. However, the Chalk Group in the Holderness Peninsula is rarely targeted for abstraction due to minimal circulation and poor groundwater quality and may only support small domestic/agricultural abstractions. These formations are conservatively assigned a High Sensitivity. Deep water bearing formations beneath the Lias Group/Penarth and Mercia Mudstone Group have no resource value at the Wellsite due to their depth and distance from outcrop. There is no reasonable prospect of them being targeted locally for water supply and they are therefore assigned a Low Sensitivity.
Magnitude of Impact
Magnitude of impact depends on the nature of the hazard and has been assigned following the methodology presented in Table 14.
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Table 14 Magnitude of Impact
Magnitude of Description Examples Impact High Results in a loss of attribute and/or quality Loss of EU designated Salmonid fishery. and integrity of the attribute. Following Change in WFD classification of a waterbody. development, the baseline situation is Compromise employment source. fundamentally changed. Pollution of potable source of abstraction. Medium Results in impact on integrity of attribute, Loss/gain in productivity of a fishery. or loss of part of attribute. Following Contribution/Reduction of a significant proportion of the effluent in development, the baseline situation is the receiving river but insufficient to change its WFD classification. noticeably changed. Reduction/increase in the economic value of the feature. Low Results in some measurable change in Measurable changes in attribute, but of limited size and/or attribute’s quality or vulnerability. proportion. Following development, the baseline situation is largely unchanged with barely discernible differences. Very Low The impacts are unlikely to be detectable Physical impact to a water resource, but no significant or outside the norms of natural variation. reduction/increase in quality, productivity or biodiversity. No significant impact on the economic value of the feature.
Spillage of fuels and lubricants from plant and equipment, leakage of domestic sewage and wastewater from welfare facilities, and flushing of soils/ mobilisation of contaminated soils, has the potential to impact the surface water drainage system, which discharges to the Lambwath Stream, and groundwater within the superficial deposits aquifer. The impact would be a temporary but measurable change (reduction) in water quality, which would have a Low impact.
Loss of drilling muds, additives and cement has the potential to impact the following:
Superficial deposits. The impact would be a temporary but measurable change (reduction) in water quality and therefore, which would have a Low impact. Chalk Group (including Carstone Formation). The impact would result in a notable change in the baseline water quality, which would have a Medium impact. Deep water bearing formations beneath the Lias Group / Penarth and Mercia Mudstone Group. This would result in a Very Low impact because the formations contain extremely poor‐quality groundwater with no resource value.
Migration of well fluids, hydrocarbons and produced/formation water from the wellbore and/or productive formations has the potential to impact:
The surface water drainage system, which discharges to the Lambwath Stream and the Superficial deposits aquifer. This could cause a significant, (potentially permanent) change in water quality that could change the WFD classification and would have a High impact. The Chalk (including the Carstone Formation) aquifer. The Chalk aquifer is rarely exploited for small domestic/agricultural supply in the Holderness Peninsula and is likely to contain poor quality groundwater. There could however be a notable change in water quality that would have a Medium impact.
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The deep water bearing formations beneath the Lias Group / Penarth and Mercia Mudstone Group. This would result in a Low impact because the formations contain extremely poor quality groundwater with no resource value.
Leakage/spills of produced hydrocarbons, produced water and other fluids stored on, or transported from the Wellsite has the potential to impact the surface water drainage system, which discharges to the Lambwath Stream and groundwater within the superficial deposits aquifer. This could result in a permanent/long‐term reduction in water quality, which would have a High impact.
Significance of Effect
The potential significance of effect is defined by combining the receptor sensitivity and the magnitude of impact according to the matrix in Table 15.
Table 15 Potential Significance of Effect
Receptor Sensitivity Magnitude of Impact High Medium Low Very Low Very High Major Major Moderate Moderate High Major Moderate Moderate Minor Medium Moderate Moderate Minor Negligible Low Moderate Minor Negligible Negligible
It follows that there are potentially:
Major effects to the surface water drainage system/Lambwath Stream. Moderate effects to the surface water drainage system/Lambwath Stream, superficial deposits aquifer and the Chalk aquifer (including the Carstone Formation); Minor effects to the superficial deposits aquifer; and Negligible effects to deep water bearing formations beneath the Lias Group with limited/no resource value.
Embedded Risk Mitigation
The significance of effect recognises the potential effects which may arise but does not take account of embedded mitigation measures to avoid or prevent hazards occurring, either by breaking the pathway between the potential sources of pollution and the receptors and/or reducing the likelihood of the hazards occurring.
The existing Wellsite incorporates the following measures, which will not be changed as a result of the Proposed Development:
The existing Wellsite has been constructed in accordance with the principles in CIRIA guidance C736 ‘Containment Systems for the Prevention of Pollution’ and oil and gas industry best practice and regulations (Offshore Installations and Wells (Design and Construction, etc) Regulations 1996; BSOR, 1995). Foul water and sewage from office/welfare facilities will be collected in self‐contained wastewater tanks which are emptied and removed from the Site as required.
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The Wellsite has an existing surface water management plan [Ref. 52]. Surface water on the Wellsite percolates through the hardstanding, is intercepted by the HDPE membrane and is directed to the perimeter containment ditch, where it is collected. The Wellsite can accommodate all the rainfall‐runoff generated in a 1 in 100‐year storm plus +/‐ 30% climate change. Surface water is managed in accordance with the surface water management plan.
The above measures provide significant mitigation that reduce the likelihood of hazards occurring. Further mitigation has also been incorporated into each of the proposed development phases, as summarised in Table 16 and described in the ES Chapter 3: Proposed Development.
The effectiveness of the mitigation will be demonstrated through routine integrity testing at the Wellsite and a scheme of groundwater and surface water monitoring that will be agreed with the Environment Agency as part of the environmental permitting process. The scheme of monitoring is discussed further in Section 10.
Table 16 Embedded Mitigation
Development Phase Embedded Mitigation
Phase 1- Appraisal If acid is utilised for further wellbore treatments, the Wellsite will require an Environment Agency Health Testing and and Safety Executive and Oil and Gas Authority consent. Acid treatment will only occur below the Workover of Existing formation fracturing pressure. Wells There will be no discharge of surface water from the Wellsite during the operations and workovers, as mentioned in the Environmental Permit. All water will be contained and disposed of to an Environment Agency approved facility. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility. Phase 2- Wellsite The pad will be designed in accordance with land permeability and stability investigations performed as Extension part of a geotechnical design process managed by suitably qualified engineers. Construction, Drilling cellars will be installed where each additional well is drilled. Wellsite Extension An impermeable high-density polyethylene membrane (HDPE) liner shall be installed across the Wellsite and Cellar in active drilling areas, hazardous material storage areas and transfer areas. Construction and The Wellsite will be designed in accordance with British Standard and UK guidance ‘Containment Systems for the Prevention of Pollution’. Conductor The Wellsite construction will be in accordance with oil and gas industry best practice and regulations Installation (Offshore Installations and Wells (Design and Construction, etc) Regulations 1996; BSOR, 1995). Inspection of the well design, construction and maintenance by an independent well examiner. During drilling of the additional wells, conductor casings will be installed and cemented from surface to provide a watertight structural foundation for subsequent drilling and the setting of smaller diameter and deeper casing strings. The casing will further prevent vertical migration of fluids between the different water bearing formations. Extractive waste including drilling muds, cement, drill cuttings and spent chemicals will be collected and contained for off-site disposal. Fuels, lubricants, drilling muds and other additives required for the operations will be temporarily stored in bunded containers, providing appropriate primary and secondary containment in addition to the tertiary containment provided by the Wellsite liner. Temporary primary and secondary containment will also be provided for produced liquids. There will be no discharge of surface water from the Wellsite during the operations and workovers, as mentioned in the Environmental Permit. All water will be contained and disposed of to an Environment Agency approved facility. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility.
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Development Phase Embedded Mitigation
Phase 3 – Appraisal Detail design of each well is subject to notification to the Health and Safety Executive under the Borehole Drilling and Site Operating Regulations 1995 and the Environment Agency under the Water Resources Act 1991 before the start of operations. In addition, the design and construction of each well will be implemented under the Offshore Installation and Wells (Design and Construction, etc.) Regulations 1996. Extractive waste including drilling muds, cement, drill cuttings and spent chemicals will be collected and contained for off-site disposal. Fuels, lubricants, drilling muds and other additives required for the operations will be temporarily stored in bunded containers, providing appropriate primary and secondary containment in addition to the tertiary containment provided by the Wellsite liner. Temporary primary and secondary containment will also be provided for produced liquids. There will be no discharge of surface water from the Wellsite during the operations and workovers, as mentioned in the Environmental Permit. All water will be contained and disposed of to an Environment Agency approved facility. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility. Phase 4 – Well If acid is utilised for further wellbore treatments, the Wellsite will require an Environment Agency Health Treatment and Clean and Safety Executive and Oil and Gas Authority consent. Acid treatment will only occur below the Up formation fracturing pressure. There will be no discharge of surface water from the Wellsite during the operations and workovers, as mentioned in the Environmental Permit. All water will be contained and disposed of to an Environment Agency approved facility. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility. Phase 5 – Appraisal Fuels, lubricants, drilling muds and other additives required for the operations will be temporarily stored Testing in bunded containers, providing appropriate primary and secondary containment in addition to the tertiary containment provided by the Wellsite liner. Temporary primary and secondary containment will also be provided for produced liquids. Clean surface run-off water will be discharged via the existing surface water management system to a local watercourse. Water that is not suitable for discharge will be contained on the Wellsite and transported for treatment or disposal at an Environment Agency permitted wastewater treatment works. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility. Phase 6 – Process Permanent storage tanks, bunds and other infrastructure will be installed for produced fluids, fuels and Facility chemicals. The Wellsite will be engineered with a long-term primary, secondary and tertiary containment system. Clean surface run-off water will be discharged via the existing surface water management system to a local watercourse. Water that is not suitable for discharge will be contained on the Wellsite and transported for treatment or disposal at an Environment Agency permitted wastewater treatment works. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility. Phase 7 – Well If acid is utilised for further wellbore treatments, the Wellsite will require an Environment Agency Health Workovers, Routine and Safety Executive and Oil and Gas Authority consent. Acid treatment will only occur below the Maintenance and formation fracturing pressure. Repairs There will be no discharge of surface water from the Wellsite during the operations and workovers, as mentioned in the Environmental Permit. All water will be contained and disposed of to an Environment Agency approved facility. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility. Phase 8 – Well and Cement plugs (barriers) will be set within the wells to ensure all distinct permeable zones penetrated by the Production Facility well are isolated from each other as per prevailing well abandonment guidelines and legislative Decommissioning requirements at the time of the well plugging. Once each well is decommissioned, the casing within each drilling cellar will be cut ~1.5m bgl and a steel plate welded over the casing top to prevent soil from re-entering the borehole.
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Development Phase Embedded Mitigation
Clean surface run-off water will be discharged via the existing surface water management system to a local watercourse. Water that is not suitable for discharge will be contained on the Wellsite and transported for treatment or disposal at an Environment Agency permitted wastewater treatment works. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility. Phase 9 – Restoration Surface aggregates will be inspected prior to removal. Areas where contamination is identified will be and Aftercare removed for subsequent off-site treatment and reuse. Once the HDPE membrane has been removed, the exposed subsoils will be inspected and tested. In the unlikely event that localised contamination is identified; the affected area will be excavated for off-site treatment and/or disposal at an Environment Agency waste facility. Soil samples will be taken, analysed and compared with soil samples taken prior to construction to confirm the absence of contamination. Clean surface run-off water will be discharged via the existing surface water management system to a local watercourse. Water that is not suitable for discharge will be contained on the Wellsite and transported for treatment or disposal at an Environment Agency permitted wastewater treatment works. Foul water, sewage and domestic waste will be collected and contained on the Wellsite for subsequent off- site transfer to an Environment Agency permitted waste treatment facility.
Likelihood of Occurrence
The likelihood of a hazard occurring has been assigned with reference to Table 17 and takes account of the hydrogeological conceptual model and embedded mitigation summarised above. Furthermore, environmental permit(s) will need to be obtained from the Environment Agency to authorise the activities associated with the proposed development at the Wellsite. The permit will require an appropriate EMS to be in place and assigning the Likelihood of Occurrence therefore reasonably assumes that the activities associated with the identified hazards will be well managed and regulated.
Table 17 Qualitative Likelihood of Occurrence
Qualitative Likelihood Description Examples of Occurrence Highly likely High probability of Spillage at a poorly maintained and operated facility. occurrence Uncontrolled activity in or on an aquifer, close to surface water. Uncontrolled known discharge. Likely On balance could occur Controlled but un‐mitigated activity. Complex process where failure of a part is likely to lead to release. Large area where 100% sealing cannot reasonably be expected Moderate Equally likely/unlikely Unmitigated low risk Controllable activity Partially contained site Unlikely On balance wouldn’t Mitigated higher risk occur Simple controllable activity Underlain by poorly permeable strata Existing contained site Very unlikely Very low probability of Essentially no risk occurrence Extreme set of circumstances required to generate low probability Fully mitigated low or medium risk
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Risk Analysis
A qualitative risk analysis has been carried out in accordance with Table 18 and shows that with the embedded mitigation measures in place, the risks to all receptors reduce to very low or none, which are not significant in EIA/planning terms. Where the resultant risk associated with a given hazard is classified as ‘none’ this reflects that the risk is so small/negligible that there is essentially no risk to consider.
Table 18 Qualitative Risk Analysis
Qualitative Likelihood Significance of Effect of Occurrence Major Moderate Minor Negligible Highly likely Very High High Medium Low Likely High Medium Low Very Low Moderately likely Medium Low Very Low None Unlikely Low Very Low None None Very unlikely Very Low None None None
The findings of the risk assessment reflect the very high level of embedded mitigation that is incorporated into the design, construction and management of the Wellsite and the well(s).
Groundwater Vulnerability Screening
The risk analysis has been compared against the 3DGWV screening methodology developed by the BGS and the Environment Agency [Ref. 53] to assess the vulnerability of water bearing formations (receptors) from conventional and unconventional petroleum exploitation activities in the subsurface in England.
The 3DGWV screening methodology spreadsheet has been used to make a vulnerability and risk assessment at a site scale. The risk calculation output is summarised in Table 19.
All formations are considered to be at Low risk (this is the lowest risk group) except the White Chalk Subgroup which is considered to be at a Medium/Low risk; the latter reflects the White Chalk’s Principal Aquifer status and its occurrence at a shallow depth (<400m bgl) at the Wellsite.
Table 19 BGS Risk Calculation Output
Intrinsic Specific Receptor Geological Unit Vulnerability Vulnerability Score Risk Group Classification Score (IntV) (SpecV) Glacial till / Glaciofluvial Deposits B 39.5 79 Low White Chalk Subgroup A 41 82 Medium/Low Grey Chalk Subgroup B 41 82 Low Carstone Formation C 39 78 Low Lias Group C 39 78 Low Penarth Group C 39 78 Low Mercia Mudstone Group C 44 88 Low Sherwood Sandstone Group B 50 100 Low Zechstein Group (Roxby C 63.5 127 Low Formation, Sherburn Formation,
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Intrinsic Specific Receptor Geological Unit Vulnerability Vulnerability Score Risk Group Classification Score (IntV) (SpecV) Carnallitic Marl Formation, Boulby Halite) Brotherton Formation B 65 130 Low Fordon Evaporite Formation C 65 130 Low
The output from the 3DGWV screening methodology compares very well with the risk analysis conducted by Envireau Water and provides confidence in the assessment approach.
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The effectiveness of the mitigation measures, as described in Section 9.3.7, will be monitored through a scheme of surface water and groundwater monitoring. An outline scheme of monitoring is described in the following sub sections and will be agreed with the Environment Agency as part of the environmental permitting process.
10.1 Philosophy
Groundwater monitoring is currently in place at the Wellsite in accordance with the requirements of Rathlin’s existing environmental permit [Permit no. EPR/BB3001FT, Ref. 19].
Based on the hydrogeological setting at the Wellsite and the risks identified in Section 9, the principal risks are to groundwater in the Chalk aquifer and to the surface water/field drainage system immediately west of the Site. It is therefore proposed to monitor:
Groundwater in the chalk aquifer using the two existing monitoring boreholes (MBH1 and MBH2), at the Wellsite; and Surface water runoff collecting in the perimeter containment ditch, as part of the existing Surface Water Management Plan for the Wellsite [Ref. 52].
Water will only be discharged to the field drain from the perimeter ditch if laboratory analysis demonstrates the water is suitable for discharge. If the water is not suitable for discharge, arrangements will be made for disposal by an Environment Agency waste disposal or water treatment facility.
10.2 Monitoring Locations
The locations of the monitoring locations are shown on Figure 7 together with the as‐built construction details for MBH1 and MBH2.
The monitoring boreholes are located to take account of the hydraulic gradient, which is very low and towards the north (see Section 6.2).
The requirements for any additional monitoring points would be agreed with the Environment Agency as part of the permitting process.
10.3 Monitoring Parameters
The scheme of monitoring will comprise water sampling and field and laboratory analysis of chemical and physio‐ chemical parameters, which are already monitored at the Wellsite as part of the Surface Water Management Plan and environment permit requirements (see Section 10.1). A summary of the parameters and the justification for their inclusion in the scheme of monitoring are presented in Table 20.
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Table 20 Suggested Monitoring Parameters
Field Laboratory Parameter Justification/Output Analysis Analysis Water Level Yes No Determination of the hydraulic gradient. pH Yes Yes Field analysis of pH, ORP, T, EC, and TDS will be ORP Yes No used to measure the stability of the chemical BOD No Yes parameters prior to sampling. Values of EC/TDS will Temperature (T) Yes No be used to corroborate laboratory data as part of data Electrical Conductivity (EC) Yes Yes quality assurance. Total Dissolved Solids (TDS) Yes Yes Total Suspended Solids (TSS) No Yes Metals: Mercury (Total Hg), Allows detection of contamination. Required as part Cadmium (Total Cd), Zinc and No Yes of the Wellsite’s environmental permit. Aluminium, Manganese, Iron Major Ions to include: Calcium, These parameters provide a general indication of Magnesium, Potassium, Sodium, water quality and can be used to distinguish between No Yes Sulphate, Chloride, Nitrate surface waters, groundwaters from different
Alkalinity (Total and Dissolved) geological formations and formation/produced waters from deep formations. Organic Petroleum Hydrocarbons No Yes Allows detection of petroleum hydrocarbon (by carbon banding) contamination. Separation by carbon banding allows greater resolution in identifying sources. Dissolved Methane (groundwater No Yes Increases in dissolved methane in groundwater can samples only) give an indication of gas release from the wells.
10.4 Monitoring Frequency
Monitoring will be conducted at quarterly intervals during all phases of development except Production (Phase 6), where it is proposed to carry out monitoring every twelve months. Quarterly sampling is consistent with the monitoring currently carried out at the WNA and WNB Wellsites, as specified in the existing environmental permit [Ref. 19]. If development activities are suspended, then the frequency of monitoring may be reduced in agreement with the Environment Agency.
The results of the existing monitoring programme provide the baseline conditions in groundwater quality at the Wellsite (see Section 6.4.2). Three (3) samples will be collected from the field drain to establish baseline conditions prior to any of the proposed development activities.
10.5 Sampling Methodology
Suitably qualified and experienced personnel will be used to carry out the sampling. Water samples will be collected with reference to the British Standard for guidance on sampling of groundwaters [Ref. 54].
Water samples from the monitoring boreholes (MBH1 and MBH2) will be collected using HydraSleeves, consistent with the current techniques.
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10.6 Quality Assurance and Control
Data collected in the field will be reviewed during sampling to ensure that representative samples are collected for laboratory analysis. Data provided by the laboratory will undergo quality assurance and control (QA/QC) during each sampling round.
10.7 Reporting Frequency
The monitoring data will be reviewed and compared to data from previous monitoring rounds. The results will be presented in a suitable electronic format (e.g., tables and graphs) and discussed with the Environment Agency.
10.8 Trigger Levels / Exceedances
Criteria for an exceedance in monitored parameters will be discussed and agreed with the Environment Agency before operations begin. Any changes to the monitoring program will be evidence based and agreed with the Environment Agency in writing.
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A Flood Risk Assessment (FRA) has been undertaken taking account of the methodology presented in the National Planning Policy Framework (NPPF) [Ref. 5] and the National Planning Practice Guidance (NPPG): Flood Risk and Coastal Change [Ref. 6].
The principal objectives of this assessment are to demonstrate that the Proposed Development at the Wellsite will:
Result in no net loss of floodplain storage; Not impede water flows; and Not increase the risk of flooding at the Wellsite or elsewhere.
11.1 Background Information
Flood Zones
An extract of the Environment Agency Flood Map for Planning (Rivers and Sea) for the Wellsite and surrounding area is presented in Figure 8. The Wellsite lies entirely within Flood Zone 1, which is defined as less than a 0.1% (1 in 1000 year) annual chance of flooding from fluvial or tidal sources.
Flood Risk Vulnerability Classification
The Proposed Development is classed by the NPPF as a ‘Less Vulnerable’ development. It is therefore an appropriate development within Flood Zone 1 [Ref. 5].
Strategic Flood Risk Assessment
District‐wide information on flood risk has been obtained from SFRA [Ref. 18], which provides a detailed and comprehensive assessment of the extent and nature of past and present risk of flooding and its implications for land use in the district.
The primary fluvial/tidal flood risk in East Riding is associated with the Humber estuary, River Hull, River Aire, River Derwent, Market Weighton canal, River Ouse and Dutch River. These watercourses and waterbodies are located a significant distance away from the Wellsite and are not located in the same catchment. The Wellsite is situated outside of Flood Zones 2 and 3 and therefore at very low risk of flooding from rivers and the sea.
The SFRA states that the Yorkshire Wolds and low‐lying areas in the west and east of East Riding fall within the no or less than 25% susceptibility to groundwater emergence. Appendix E of the SFRA shows that the Wellsite is not situated within an area susceptible to groundwater emergence. This classification therefore reflects the hydrogeological setting of the Wellsite and is further described in Section 11.2.4 below.
The SFRA identifies no reported surface water or fluvial flooding incidents in the West Newton area. The Environment Agency has not identified any Critical Drainage Areas in the East Riding of Yorkshire [Ref. 55].
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Historic Flooding
No records of historic flooding from rivers, the sea or groundwater exist in the Environment Agency ‘Historic Flood Map’ online database [Ref. 56] for the Wellsite or local area. The nearest recorded historic flood extent is confined to the corridor of the Lambwath Stream approximately 200m to the north of the Wellsite.
11.2 Sources and Probability of Flooding
Tidal (Sea) Flooding
The Wellsite is situated approximately 6.7km inland from the North Sea at an elevation of 13m AOD and is therefore not at risk from tidal flooding inland. Local watercourses are not tidally influenced.
Fluvial (River) Flooding
The Wellsite lies entirely within Flood Zone 1 (i.e., the zone of lowest flood risk) as identified by the Environment’s Agency’s Flood Map for Planning (Figure 8). The East Riding SFRA contains no records of past fluvial flooding at the Wellsite or in the local vicinity.
Figure 8 shows that the nearest flood zones are associated with the Lambwath Stream which is located approximately 400m north of the Wellsite. The Lambwath Stream flows away from the Wellsite.
Based on the above, the Wellsite is considered to be at ‘Very Low’ risk from fluvial flooding.
Pluvial (Surface Water) Flooding
The Environment Agency Risk of Flooding from Surface Water (RoFSW) map [Ref. 57] has been used to assess the potential risk from surface water flooding to the Wellsite. The mapping classifies the risk from surface water flooding using the following four categories:
High – Greater than or equal to a 1 in 30 year (3.3%) chance; Medium – Between a 1 in 100 year (1%) and 1 in 30 year (3.3%) chance; Low – Between a 1 in 1,000 year (0.1%) and a 1 in 100 year (1%) chance; and Very Low – Less than 1 in 1,000 year (0.1%) chance.
An extract of the RoFSW for the Wellsite and local vicinity is presented on Figure 9, which shows that the western section of the Wellsite is potentially at “Medium to High Risk” from surface water flooding. However, based on a review of the modelled flow pathway, it would appear that the Environment Agency’s modelled flow pathway through the Wellsite does not exist and instead, should be located further west along the field drain. It should also be noted that the Environment Agency’s modelling was undertaken before the Wellsite was constructed and therefore, the land use and topography has changed to some extent since the modelling was completed.
A review of the modelled output in relation to topographical data at the Wellsite and field drain was undertaken to assess the validity of the modelled output. The assessment was undertaken using Environment Agency LiDAR Digital Terrain Model (DTM) data which was flown in 2018 and has a 1m horizontal resolution with a vertical accuracy of
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±15cm [Ref. 58]. The DTM underlying the RoFSW modelling for the Wellsite and surrounding area is NEXTMap Radar which has a much coarser horizontal resolution of 5m. [Ref. 57].
The elevation of the Wellsite and surrounding area based on the DTM data is shown on Figure 10. The LiDAR data indicates that the field drain located on the western boundary of the Wellsite is at a lower elevation than the western part of the Wellsite (where the Environment Agency’s modelled output flows through – see Figure 9). Therefore, the RoFSW flow pathway shown on Figure 9 incorrectly passes through the Wellsite and instead, should be located further to the west along the field drain. This was confirmed during the site visit (see Section 2.4).
Based on the findings, the risk of surface water flooding to the Wellsite is therefore considered to be ‘Very Low’.
Surface water runoff at the Wellsite will be managed in accordance with the Surface Water Drainage Scheme detailed in Section 3.4.3 and accompanying design drawings in Appendix A. The risk of surface water flooding from the Wellsite to the surrounding land, road and field drain is ‘Very Low’.
Based on the above, the overall risk from surface water flooding to / from the Wellsite is considered to be ‘Low’ or ‘Very Low’ and can be managed appropriately at the Wellsite.
Groundwater Flooding
Groundwater flooding is the emergence of groundwater at the ground surface. Groundwater flooding occurs in response to a combination of already high groundwater levels (usually during mid or late winter) and intense or unusually lengthy storm events.
The East Riding SFRA shows that the Wellsite is not situated within an area susceptible to groundwater emergence [Ref. 18]. Groundwater levels at the Wellsite are around 2m AOD, which is based on groundwater levels observed within the existing monitoring boreholes and hydrogeological conceptual model (see Section 6.2). The Wellsite is also underlain by low permeability superficial deposits, which prevents upwards movement of groundwater. Furthermore, the Wellsite has been sealed using a very low permeability HDPE liner that will prevent ingress of groundwater from below.
Based on the above, the risk of flooding to the Wellsite from groundwater is considered to be ‘No Risk’.
Artificial Waterbodies
The Environment Agency’s Risk of Reservoir Failure map [Ref. 59] shows that there is no residual risk of flooding to the Site from a large raised reservoir in the event of a structural failure or breach. The Environment Agency define a large raised reservoir has the potential to hold 25,000 cubic metres of water above ground level [Ref. 60]. There are no other artificial waterbodies within the vicinity or upstream of the Wellsite.
Based on the above, there is no risk of flooding to the Wellsite from artificial waterbodies.
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Proposed Development
To reduce the risk of surface water flooding from the Proposed Development, the Wellsite has been designed with a tertiary containment system which contains incident rainfall. Surface water collecting on the site percolates through the hardstanding, is intercepted by the HDPE membrane and is directed to the perimeter containment ditch, where it is collected. Collected water is then either discharged at the greenfield runoff rate to the adjacent field drain or removed from the Site via tanker, depending on the quality of the water. The drainage assessment concludes that both the drilling area and production facility can contain a 1 in 100‐year storm with an allowance for climate change, without the need to discharge. As such, the Wellsite will not increase the risk of off‐site flooding and if necessary, can attenuate the volume of water generated from an extreme storm, which would then be removed by road tanker.
A residual risk to the Wellsite is the potential blockage or failure of the site drainage system, as well as exceedance of its design standard. In order to reduce these residual risks, a management and maintenance schedule will be prepared which details the drainage infrastructure at the Wellsite, the maintenance tasks required and timescales for undertaking the maintenance.
Based on the above, the risk of flooding at and from the Wellsite is ‘Very Low’. Any residual risks associated with the site drainage system will be managed effectively as part of the system design and maintenance schedule.
Post-Wellsite Restoration
The Wellsite will be returned to its pre‐development condition. All concrete structures and hard standings will be dismantled and removed, the granular working platform and HDPE liner system will be removed. Soil will be replaced, topsoil will be back‐tipped onto loosened subsoil and graded to its original profile. The risk of flooding after the restoration of the Wellsite will be the same as that pre‐development i.e. ‘Very Low’.
Flood Risk Summary
Based on the assessment above, a summary of flood risk is provided in Table 21.
Table 21 Flood Risk Summary
Potential Risk Flood Source No Risk Very Low Low Medium High Tidal X Fluvial X Pluvial X Groundwater X Reservoirs and X other Artificial Waterbodies Proposed X Development Post-Restoration X
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 47 of 52 Envireau Water 12 CONCLUSIONS
This report considers the potential impacts of the Proposed Development at Rathlin’s WNA Wellsite, which relate to local surface water and groundwater systems.
The HRA demonstrates that with embedded mitigation measures in place, the risk for all the identified hazards reduce to either ‘very low’ or ‘none’. These outcomes are consistent with the results obtained from a conservative risk analysis, using an independent methodology developed by the BGS and Environment Agency.
The FRA demonstrates the Proposed Development is at a ‘very low’ or ‘low’ overall risk from all sources of flooding. A drainage impact assessment shows the Wellsite provides sufficient storage to attenuate a 7‐day, 1:100 year + climate change storm event and, so long as surface water is appropriately managed, that the Proposed Development will not adversely impact on drainage and flood risk at the Wellsite or elsewhere.
The findings of the HRA and FRA reflect the geological and hydrogeological conditions at the Wellsite, the very high level of embedded mitigation incorporated into the construction and management of the existing Wellsite, the extension of the Wellsite and proposed drilling of the additional wells, and proposals for long‐term oil production and eventual restoration and aftercare.
The activities associated with the Proposed Development will be incorporated into the existing Surface Water Management Plan for the Wellsite and will be carried out in accordance with an environmental permit.
Envireau Water 01/06/21
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 48 of 52 Envireau Water REFERENCES
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Ref. 12 Lead Local Flood Authority – East Riding of Yorkshire Council (22 September 2020). Pre-Application Consultee Response.
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Ref. 17 CIRIA SuDS Manual C753 (2015).
Ref. 18 Capita. (November 2019). East Rising of Yorkshire Council – Strategic Flood Risk Assessment: Level 1.
Ref. 19 Rathlin Energy (UK) Limited. West Newton Wellsite Environmental Permit No. EPR/BB3001FT. Variation application no. EPR/BB3001FT/V002.
Ref. 20 Environment Agency (updated 17 September 2020). Available at: https://environment.data.gov.uk/catchment- planning/OperationalCatchment/1171 (Accessed on 15 March 2021).
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 49 of 52 Envireau Water
Ref. 21 UK Centre for Ecology & Hydrology (2020) Flood Estimation Handbook web service. Available at: https://fehweb.ceh.ac.uk/ (Accessed: March 2021).
Ref. 22 British Geological Survey. Geological Survey of England and Wales 1:50,000 geological map series, new series. Map sheet 73 (Hornsea) Solid and Drift, 1998.
Ref. 23 Berridge, N.G.; Pattison, J.; Abbott, M.A.W.; Cornwell, J.D.; Holliday, D.W.; Penn, I.E.; Forster, A.; Davenport, M.F.; Balson, P.S. British Geological Survey. Geology of the country around Grimsby and Patrington : a memoir for 1:50,000 geological sheets 90 and 91 and 81 and 82 (England & Wales). 1994.
Ref. 24 Smedley, P.L., Neumann I. and Farrell, R. (2004) Baseline Report Series 10: The Chalk aquifer of Yorkshire and North Humberside British Geological Survey Commissioned Report No. CR/04/128.
Ref. 25 West Newton A-2 well. L46/05-4 End of Well Report. July 2019.
Ref. 26 WN B2 Hz WBD. Drilling Prognosis. Rathlin Energy 2020.
Ref. 27 Rathlin Energy (UK) Limited. (2014) WNA Groundwater Monitoring Boreholes As-Built Design and Location. Drawing no: RE-05-EPRA-WN-SP-006.
Ref. 28 Envireau Water (2020) WNB Baseline Water Quality Data, West Newton B, East Riding of Yorkshire. Ref: P20-097 Rathlin WNB MBH\RPT Baseline WQ.
Ref. 29 British Geological Survey. (2020) BGS Geoindex. Available at: http://mapapps2.bgs.ac.uk/ geoindex/home.html. (Accessed: 22 February 2021).
Ref. 30 British Geological Survey (2020) The BGS Lexicon of Named Rock Units. Available at: https://www.bgs.ac.uk/lexicon/lexicon.cfm?pub=TILL#:~:text=Lithological%20Description%3A,size%20and %20shape%20(diamicton). (Accessed: 22 February 2021).
Ref. 31 Allen, DJ., Brewerton, LJ., Coleby, LM., Gibbs, BR., Lewis, MA., MacDonald, AM., Wagstaff, SJ., and Williams, AT. (1997) The Physical properties of major aquifers in England and Wales. British Geological Survey Technical Report WD/97/34. 312pp. Environment Agency R&D Publication 8.
Ref. 32 Jones, HK., Morris, BL., Cheney, CS., Brewerton, LJ., Merrin, PD., Lewis, MA., MacDonald, AM., Coleby, LM, Talbot, JC., McKenzie, AA., Bird, MJ., Cunningham, J., and Robinson, VK. (2000) The Physical Properties of Minor aquifers in England and Wales. British Geological Survey Technical Report, WD/00/4. 234pp. Environment Agency R&D Publication 68.
Ref. 33 British Geological Survey (2006). The Chalk Aquifer System of Lincolnshire. Research Report RR/06/03.
Ref. 34 Shand, P., Tyler-Whittle, Morton, M., Simpson, E., Lawrence, AR., Pacey, J., & Hargreaves, R. (2002) Baseline Report Series 1: The Permo-Triassic Sandstones of the Vale of York. British Geological Survey Commissioned Report No. CR/02/102N.
Ref. 35 Environment Agency monitoring borehole data. Environment Agency request reference: RFI/2020/183298. Received by email September 2020.
Ref. 36 Rathlin Energy. (2014) West Newton Wellsite Baseline Groundwater Quality. RE-05-WN-BGW-001.
Ref. 37 Gale, I.N. et al (1983). The post Carboniferous rocks of the East Yorkshire and Lincolnshire Basin, Investigation of the Geothermal Potential of the UK, British Geological Survey.
Ref. 38 Envireau Water. (2014) Disposal of Produced Water at Ebberston Moor A Wellsite. Ref: P:\Third Energy EbberstonMoor (1484)\Reporting\Report v7.6.docx.
Ref. 39 Envireau Water. (2014) Disposal of Produced Water at the Pickering Wellsite. Ref. P:\Third Energy PK1 Water Injection (1717)\Technical Reprot\Report PK-1 r1.2.docx.
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 50 of 52 Envireau Water
Ref. 40 British Geological Survey. National methane baseline survey of UK groundwaters. East Midlands Province. https://www.bgs.ac.uk/research/groundwater/shaleGas/methaneBaseline/resultsMidsAndYorks.html#Chalk.[A ccessed 02/08/2020].
Ref. 41 Darling, W.G and Gooddy, D.C. (2006). The hydrogeochemistry of methane: evidence from English groundwaters. Cehmical Geologu, 229(4), 293-312.
Ref. 42 Downing, R.A., et al (1985) Cleethorpes No. 1 Geothermal Well – a preliminary assessment of the resource, Investigation into the Geothermal Potential of the UK, British Geological Survey.
Ref. 43 Bricker, S. H., et al (2012) Effects of CO2 injection on shallow groundwater resources: A hypothetical case study in the Sherwood Sandstone aquifer, UK. International Journal of Greenhouse Gas Control 11, pp337-348.
Ref. 44 Rathlin Energy. January 2020. PEDL 183 Presentation. Pressure Graph for West Newton A1.
Ref. 45 Directive 2000/60/EC of the European Parliament and of the Council of 23 October 2000 establishing a framework for Community action in the field of water policy (Water Framework Directive).
Ref. 46 Directive 2006/118/EC of the European Parliament and of the Council of 12 December 2006 on the protection of groundwater against pollution and deterioration (Groundwater Daughter Directive). The Geological Survey of Great Britain for 1964.
Ref. 47 UK Technical Advisory Group on the Water Framework Directive, Defining and Reporting on Groundwater Bodies, V6.21/Mar/2011, Final 300312.
Ref. 48 Natural England (2020) MAgiC online mapping database. Available at: https://magic.defra.gov.uk/home.htm (Accessed: 22 February 2021).
Ref. 49 Department of Energy and Climate Change (2014). Guidance on the preparation of an environmental risk assessment of shale gas operations in Great Britain involving the use of hydraulic fracturing.
Ref. 50 Natural England. (1989) Lambwath Meadows SSSI Citation.
Ref. 51 The Royal Society and The Royal Academy of Engineering (June 2012). Shale gas extraction in the UK: a review of hydraulic fracturing.
Ref. 52 Rathlin Energy (UK) Limited. October 2015. West Newton A Wellsite – Surface Water Management Plan. Version 1.4. Report by Envireau Water (Ref. P\Rathlin SW Discharge (1763)\West Newton A\Management Plan\SW management plan r4).
Ref. 53 British Geological Survey. 2018 3D Groundwater Vulnerability (3D GWV) assessment for subsurface hydrocarbon activities.
Ref. 54 Water quality – sampling – Part 11: Guidance on sampling of groundwaters (BS ISO 5667-11:2009, BS 6068- 6.11:2009).
Ref. 55 Environment Agency (2020). Area with critical drainage problems. Available at: https://data.gov.uk/dataset/d10fb8e5-f3af-48c1-a489-8c975b0165de/areas-with-critical-drainage-problems (Accessed on 15 March 2021).
Ref. 56 Environment Agency. Historic Flood Map. (Available at: https://data.gov.uk/dataset/76292bec-7d8b-43e8- 9c98-02734fd89c81/historic-flood-map. (Accessed on 15 March 2021).
Ref. 57 Environment Agency. (April 2019). What is the Risk of Flooding from Surface Water map? Available at: https://assets.publishing.service.gov.uk/government/uploads/system/uploads/attachment_data/file/842485/Wha t-is-the-Risk-of-Flooding-from-Surface-Water-Map.pdf (Accessed on 26 March 2021).
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 51 of 52 Envireau Water
Ref. 58 Environment Agency. (May 2020). LIDAR Composite DTM 2019 – 1m. Available at: https://data.gov.uk/dataset/3fc40781-7980-42fc-83d9-0498785c600c/lidar-composite-dtm-2019-1m (Accessed on 15 March 2021).
Ref. 59 Environment Agency. (July 2020). Risk of Flooding from Reservoirs – Maximum Flood Extent. Available at: https://data.gov.uk/dataset/44b9df6e-c1d4-40e9-98eb-bb3698ecb076/risk-of-flooding-from- reservoirs-maximum-flood-extent-web-mapping-service (Accessed on 15 March 2020).
Ref. 60 Environment Agency. (June 2014 updated April 2020). Guidance for reservoirs. Available at: https://www.gov.uk/guidance/reservoirs-owner-and-operator-requirements (Accessed on 15 March 2021).
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Page 52 of 52 Envireau Water
FIGURES
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Figures 518000 519000 520000 521000 522000 523000 524000
N KEY W E
440000 S
WNA Wellsite Extension Boundary
439000 WNA Wellsite Boundary WNA Wellsite
WNB Wellsite Boundary and Access Track - Under 438000 Development
WNB Wellsite
437000
01
436000 01 OS
0 0.5 1 1.5
435000 Kilometres
Reproduction of base map with the permission of The Controller of . 50002. Her Majesty’s Stationary Office © Crown copyright. Licence No AL 1000 Scale 1: 25,000 at A3
Ref: P19-035 - Rathlin WN Field Dev\FIG 1 - WNA All Wellsites Date: 06/01/2021 Rathlin Energy
Figure 1 West Newton Well Sites 517000 518000 519000 520000 521000 522000
N KEY W E
S
441000 WNA Wellsite Extension Boundary
WNA Wellsite Boundary
440000
439000
01
438000 01 TA
0 0.25 0.5 0.75 1 Kilometres
437000 Reproduction of base map with the permission of The Controller of . 50002. Her Majesty’s Stationary Office © Crown copyright. Licence No AL 1000 Scale 1:20,000 at A3
Ref: P19-035 - Rathlin WN Field Dev\FIG 2 - WNA Site Location Plan Date: 04/01/2021 Rathlin Energy
Figure 2 Site Location Plan 517000 518000 519000 520000 521000 522000
N
W E KEY
S
441000 WNA Wellsite Extension Boundary
WNA Wellsite Boundary
Surface Water Flow Direction
440000 Lambwath Stream Main watercourse
439000 Land Drain “Dike”
01
438000 01 “L Dike” TA
0 0.25 0.5 0.75 1 Kilometres
437000 Reproduction of base map with the permission of The Controller of . 50002. Her Majesty’s Stationary Office © Crown copyright. Licence No AL 1000 Scale 1:20,000 at A3
Ref: P19-035 - Rathlin WN Field Dev\FIG 3 - Hydrological Setting Date: 04/01/2021 Rathlin Energy
Figure 3 Hydrological Setting 514000 515000 516000 517000 518000 519000 520000 521000 522000 523000 524000
N SUPERFICIAL DEPOSITS BEDROCK GEOLOGY
W E
444000
S
443000
442000
441000
440000
439000 KEY
WNA Wellsite Extension 438000 Boundary WNA Wellsite Boundary
437000
01
436000 01
435000 TA
0 0.5 1 1.5 2 Kilometres
434000 [C05/083-CSL] British Geological Survey. © NERC. All rights reserved. Scale 1:50,000 at A3 Reproduction of base map with the permission of The Controller of . 50002. Her Majesty’s Stationary Office © Crown copyright. Licence No AL 1000
Ref: P19-035 - Rathlin WN Field Dev\FIG 4 - WNA Geology Date: 04/01/2021 Rathlin Energy
Figure 4 Geological Setting 514000 516000 518000 520000 522000 524000
N KEY W E
S 444000 WNA Wellsite Extension Boundary 24 *#
WNA Wellsite Boundary
31 12 5km Search Radius *#*# 27 )" 29 *#*# 442000 28 (!)" Surface Water Feature (referenced in 11 report Section 7.1) 6 (! Environment Agency Licensed Groundwater Abstraction 13 *# (! 8 440000 .! Environment Agency Observation 1 Borehole 10 (! .! 4 )" Local Authority Private Water Supply
2 9 *# BGS Water Well Record - Superficial .! 438000 (! Deposits 5 15 *# *# BGS Water Well Record - Chalk Group
Lambwath Meadows SSSI 01 3
436000 20 *# (! 01 7 TA
0 0.5 1 1.5 2 434000 Kilometres
Reproduction of base map with the permission of The Controller of . 50002. Her Majesty’s Stationary Office © Crown copyright. Licence No AL 1000 at A3 Contains Environment Agency information © Environment Agency and database right 2020. Scale 1:50,000 [C05/083-CSL] British Geological Survey. © NERC. All rights reserved.
Ref: P19-035 - Rathlin WN Field Dev\FIG 5 - WNA Water Dependent Features Date: 03/03/2021 Rathlin Energy
Figure 5 Water Dependent Features Precipitation
West East Yorkshire Wolds Superficial Deposits Direct recharge to Chalk Large/many at outcrop (Glacial Till) abstractions Hydrocarbon Runoff over Small/few Borehole low permeability Groundwater abstractions Watercourses No Level deposits abstractions Runoff Runoff Active groundwater North Sea Fresh groundwater in Chalk Unit 1: moderate permeability circulation in strata Unit 1 strata, with limited groundwater close to ourcrop Poor quality groundwater in Chalk storage. Rowe Chalk Formation Very poor quality groundwater in Chalk LOW PERMEABILITY STRATA IN UNIT 3 Flamborough Chalk Formation PREVENT MOVEMENT BETWEEN UNITS 2 AND 4 SEE FIGURE 6B
Unit 2: low to moderately Unit 2 permeability strata, with limited Burnham Chalk Formation groundwater storage.
Saline formation water containing hydrocarbons Welton Chalk Formation
CarstoneFerriby Formation Chalk Formation Penarth Group Lias Group Mercia Mudstone Group Unit 3: a sequence of very low permeability strata with very Unit 3 limited groundwater storage. Hydrocarbon bearing strata Sherwood Sandstone Group Unit 4: moderate to high Unit 4 permeability strata, with moderate to high groundwater storage. No resource value. Zechstein Group
Unit 5: low to moderate Unit 5 permeability strata, with limited storage. No resource value. Coal Measures Group
Not to Scale
Adapted from Figure 3.3 of BGS Baseline Report Series: The Chalk Aquifer of Yorkshire and North Humberside (2004).
Ref: P19-035 - Rathlin WN Field Dev\FIG 6A - WNA HCM Regional Date: 06/01/2021 Rathlin Energy
Figure 6A Hydrogeological Conceptual Model Hydrocarbon Pockets of Borehole Alluvium deposits Sealed Well Pad Area
1 Superficial Deposits 0 Drilling Cellar Conductor Casing Rowe Chalk Formation tied into liner Perimeter ditch collects Groundwater with Flamborough Chalk 200 Containing bunds prevent Bunded Storage surface runoff Formation Areas a resource 2 water entering and value leaving site Burnham Chalk Formation 400 Welton Chalk Formation Ferriby Chalk Formation Surface Casing Carstone Formation Runoff Runoff Lias Group Infiltration 600 Penarth Group Unproductive 3 Well pad constructed with HDPE liner to contain Strata surface run-off and prevent infiltration Intermediate Casing Mercia Mudstone Group Superficial Deposits 800 (Unit 1)
cemented steel conductor Sherwood Sandstone 1000 Group casing to protect shallow groundwater systems 4 Roxby Formation Chalk Group (Unit 2) Sherburn Anhydrite 1200 Formation Carnallitic Marl Production Casings Formation Boulby Halite 1400
Formation Depth (m bgl) Groundwater Sealed Well Pad Area (formation water) with no resource 1600 Perimeter Brotherton Formation Perimeter value and Ditch Fordon Evaporites Formation bund hydrocarbon Very low permeability Hardstanding Kirkham Abbey Formation HDPE liner runs Bearing Strata 1800 Production under ditch 01 Liners Hayton Anhydrite Formation Cadeby Formation 5 Surface runoff Yellow Sands Formation 2000 01 Coal Measures Group drains to ditch
2200 OS
Superficial Deposits (Unit 1) 2400
2600 Schematic not to scale
Ref: P19-035 - Rathlin WN Field Dev\FIG 6B - WNA HCM Wellsite Date: 06/01/2021 Rathlin Energy
Figure 6B Hydrogeological Conceptual Model ‘As-Built’ Monitoring Borehole Schematic (MBH1 & MBH2) 519000 519500
N
W E
439500 S
01 MBH1 A! 01 A! MBH2
439000 OS
0 0.1 0.2 0.3 Kilometres Scale 1 : 10,000 at A4
KEY WNA Wellsite Extension A! Existing Monitoring Borehole Boundary
WNA Wellsite Boundary Surface Water Discharge and Monitoring Location
Reproduction of base map with the permission of The Controller of Her Majesty’s Stationary Office © Crown copyright. Licence No. 50002.AL 1000
Ref: P19-035 - Rathlin WN Field Dev\FIG 7 - WNA MBH Locs & Schematic Rathlin Energy Date: 15/03/2021
Figure 7 Monitoring Borehole Locations and Schematic 518000 519000 520000
N KEY W E WNA Wellsite Lambwath Stream S Extension
440000 Boundary
WNA Wellsite Boundary 01 Drainage/flow direction 01 Flood Zone 3
Flood Zone 2 OS
Flood Zone 1
439000
Land Drain (”Dike”)
0125 250 500 Metres Reproduction of base map with the permission of The Controller of Her Majesty’s Stationary Office © Crown copyright. Licence No. 50002.AL 1000
438000 Scale 1 : 15,000 at A4 Contains Environment Agency information © Environment Agency and database right 2020.
Ref: P19-035 Rathlin WN Field Dev \ FIG 8 - WNA Flood Map Planning Rathlin Energy Date: 06/01/2021
Figure 8 Environment Agency Flood Map for Planning (Rivers and Sea) 519000 519500
N KEY
439500 W E WNA Wellsite
S Extension Boundary
WNA Wellsite Boundary 01
Direction of surface water 01 runoff Fosham Road Risk from Surface Water flooding OS High Medium Low Very low
439000
Field Drain “Dike”
050 100 200 Metres Reproduction of base map with the permission of The Controller of Her Majesty’s Stationary Office © Crown copyright. Licence No. 50002.AL 1000 Scale 1 : 5,000 at A4 Contains Environment Agency information © Environment Agency and database right 2020.
Ref: P19-035 Rathlin WN Field Dev \ FIG 9 - WNA SW Flood Map Rathlin Energy Date: 06/01/2021
Figure 9 Environment Agency Risk of Flooding from Surface Water (RoFSW) Map 519000 519500
N KEY
439500 W E WNA Wellsite
S Extension Boundary
WNA Wellsite Boundary 01
Elevation (mAOD) 01 4.7 - 9 9.01 - 10 10.01 - 11 11.01 - 12 OS 12.01 - 13 Field Drain 13.01 - 14 “Dike” 14.01 - 15 15.01 - 16 16.01 - 17 17.01 - 18 18.01 - 19
439000 19.01 - 30
0 50 100 150 200 Metres Reproduction of base map with the permission of The Controller of Her Majesty’s Stationary Office © Crown copyright. Licence No. 50002.AL 1000 Scale 1 : 5,000 at A4 Contains Environment Agency information © Environment Agency and database right 2020.
Ref: P19-035 Rathlin WN Field Dev \ FIG 10 - Elevation Map Rathlin Energy Date: 26/03/2021
Figure 10 Wellsite Elevation Map Envireau Water
APPENDIX A ENGINEERING DRAWINGS
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices THE ORDNANCE SURVEY DATA ON THIS PLAN HAS BEEN REPRODUCED FROM ORDNANCE SURVEY ® BY PERMISSION OF ORDNANCE SURVEY ® ON BEHALF OF THE CONTROLLER OF HER MAJESTY'S STATIONERY OFFICE. © CROWN COPYRIGHT 2020. ALL RIGHTS RESERVED. LICENCE No. 100022432
KEY:
PLANNING APPLICATION BOUNDARY
WATER FEATURES (PONDS / DRAINS)
NOTES:
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2021
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: LOCATION PLAN (SITE OF APPLICATION) 0 50m 100m 200m
CLIENT: RATHLIN ENERGY (UK) LIMITED SCALE IN METRES 1:2,500 Scale: 1:2,500 DWG. No: Size: A2 ZG-RE-WNAEXT-PROD-PA-01 Sheet: 1 of 1 M
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FOR SECTION VIEW DETAILS, REFER TO PLAN: ZG-RE-WNAEXT-PROD-PA-04
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2021
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: EXISTING SITE LAYOUT PLAN
0 5m 10m 50m
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Scale: 1:500 DWG. No: Size: A1 ZG-RE-WNAEXT-PROD-PA-03 Sheet: 1 of 1 EP 13.40 13.30 3.10 13 1 .20 EP
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WNA-1 AND WNA-2 ARE EXISTING WELLS.
FOR SECTION VIEW DETAILS, REFER TO PLAN: ZG-RE-WNAEXT-PROD-PA-06
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2021
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE APPRAISAL TESTING LAYOUT PLAN (WITH WORKOVER 0 5m 10m 50m RIG)
SCALE IN METRES 1:500 CLIENT: RATHLIN ENERGY (UK) LIMITED
Scale: 1:500 DWG. No: Size: A1 ZG-RE-WNAEXT-PROD-PA-05 Sheet: 1 of 1 EP 13.40 13.30 3.10 13 1 .20 EP
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LIGHTING SPECIFICATION:
PORTABLE LIGHTING TOWER (4 X 1000W 2m High Security Fencing METAL HALIDE)
1 4 . 2 0
1 4 . 1 0
NOTES:
WNA-1 AND WNA-2 ARE EXISTING WELLS.
FOR SECTION VIEW DETAILS, REFER TO PLAN: ZG-RE-WNAEXT-PROD-PA-08
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2021
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE APPRAISAL TESTING LAYOUT PLAN 0 5m 10m 50m
SCALE IN METRES 1:500 CLIENT: RATHLIN ENERGY (UK) LIMITED
Scale: 1:500 DWG. No: Size: A1 ZG-RE-WNAEXT-PROD-PA-07 Sheet: 1 of 1 FENCING 2.4m HIGH SECURITY
TARMAC BELLMOUTH IGH SECURITY FENCING TOPSO TO NEW SITE 2.4m H IL STORAGE BU MH D ND (3m HIGH) ENTRANCE BUND (3m HIGH) FLOW CONTROL TOPSOIL STORAGE CHAMBER TARMAC BELLMOUTH RESTRICTION TO EXISTING SITE ENTRANCE BUND (3m HIGH) 7.2 l/s OPSOIL STORAGE (SITE ENTRANCE WIDENED) T ACCESS GATES 12m WIDE 2.4m HIGH SECURITY FENCING 3m HIGH BUND NEW CONTAINMENT DITCH TO PRODUCTION AREA INCLUDING 225Ø TWIN WALL PERFORATED PIPE @ 1:200
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H H W E R OUGHOUT TH I E 2
n LIF T E E
O O I F TH E W
SITE G
D
P D G
T
G
H E N
e
m N I
Ø I T
r 0 W 5 N D
SEC
. A T -1 i D -5 RIL WNA R m LI NG 2
1 U
S
O 2 I CEL L L AR
e AND
O Well F X
C t G
T CO R e E N U CRE TE N SLA N B I r E I
R TO R EM P C A D IN A
I
T U E o Ø THE ORDNANCE SURVEY DATA ON THIS PLAN HAS BEEN
L
Y R n 0 REPRODUCED FROM ORDNANCE SURVEY BY PERMISSION OF C S ® 0 U M A t P
a F 3 N ORDNANCE SURVEY ® ON BEHALF OF THE CONTROLLER OF HER I N i
EN n G MAJESTY'S STATIONERY OFFICE. CROWN COPYRIGHT 2020. O © A
m I
N
E I ALL RIGHTS RESERVED. LICENCE No. 100022432 T
C e
R D C
n I A U N U
t
L
N D G D
C
WNA-4 O O i I N t I R c T KEY:
P h Well A C
E U O
R D T PLANNING APPLICATION BOUNDARY A
O
H
R G C
P T N
I I
L WATER FEATURES (PONDS / DRAINS) O D
L T
I
T
R H N
D C E GROUNDWATER QUALITY MONITORING
T
I M O
T D N BOREHOLES (GWMBH)
I
T A WNA-3 H T N C
T E N
Well I PERIMETER CONTAINMENT 6 O M
D
4 : C DRILLI N NG RODDING/JETTING ACCESS C I E T
1 LLARS T
O BE CO NSTR A U N
PRE-CAST CTED USING W
CO T @ NC G RE E A TE S E
WALLS. HD MANA
MEM PE IMPE N GEM N E R BRANE TO BE B MEABLE M ENT AR PIPED & BACKFILLED PERIMETER
ATTE O EA P NE
D TO N I TH
E OU I RE A T I
C SIDE WA C NFO
ON LL R
P CRE S. C CONTAINMENT DITCH
TE S A ED E
LAB CONCR T L E W T
R CELLAR E L SUR B R N A
OU E S
A ND E (T
O A ACC O N OMM
G ODAT OPEN PERIMETER CONTAINMENT DITCH
W C E
N POW
I ER G
N EN L E
I W RATION
L E I W
OR C ) WELL CENTRE
N O
R
T MPR E
SSIO H
D FL N)
U D ID SEPA G
RA I E T
O ION ARE H
W A T
T
(REIN
A FO
O RCE m
H D CO
R N
L CR
ET 3
C E
(
F O B
UN
T DED
I S
F LAB
) D
D
R
N
E
T U
P
N
WATER MONITORING B
E Ø
E
0 M BOREHOLE TO REMAIN.
G 0
N
I
3 CONCRETE RING TO BE A
A R
G
T REMOVED AND LOCKABLE
O
N
N I
TOP HAT ADDED ON TOP OF T O D S
W
C
U
STEEL CASING. LINERS TO L
L I O
W C L
Emergency BE BAND SEALED TO SITE OF O
W
E G
N F S
I GWMBH #2 N O STEEL CASING. P N Exit Gate SUMP I L
O
C
F
T EXITING SEWERAGE STORAGE N
E
F TANK TO BE REMOVED FLOW
Y
T NEW CONTAIN I MENT R DITCH TO DRILL INC ING A U LUDING 300Ø TW REA SUMP IN W C ALL PERFORATE FLO D P W E IPE @ 1:200 W
S
O
L GR H OUND FLARE F FLO G W AREA I
SU H MP NEW m CONTAINMENT D ITCH TO 4 . PRODUCTION AR EA INCLUDING 2 225Ø PERFORAT ED PIPE @ 1:200 FLOW
TOPS OIL STORAGE B UND (3m HIGH)
TOP SOIL STORAGE BUND (3m HIGH)
TOP SOIL STORAGE B UND (3m HIGH)
2.4m HIGH SEC URITY FENCING
NOTES:
WNA-1 AND WNA-2 ARE EXISTING WELLS. 2.4m HIGH SEC URITY FENCING FOR SECTION DETAILS, REFER TO PLAN NO: ZG-RE-WNAEXT-PROD-PA-10
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2020
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE SITE EXTENSION CONSTRUCTION LAYOUT PLAN 0 5m 10m 50m
SCALE IN METRES 1:500 CLIENT: RATHLIN ENERGY (UK) LIMITED
Scale: 1:500 DWG. No: Size: A1 ZG-RE-WNAEXT-PROD-PA-09 Sheet: 1 of 1 SECTION VIEW A-A THROUGH SITE EXTENSION CONSTRUCTION
KEY:
LIGHTING SPECIFICATION:
NOTES:
WNA-1 AND WNA-2 ARE EXISTING WELLS.
FOR LAYOUT DETAILS, REFER TO PLAN ZG-RE-WNAEXT-PROD-PA-09.
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2021
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE SITE EXTENSION CONSTRUCTION SECTION VIEW PLAN
SECTION VIEW B-B THROUGH SITE EXTENSION CONSTRUCTION CLIENT: RATHLIN ENERGY (UK) LIMITED Scale: 1:200 DWG. No: Size: A0 ZG-RE-WNAEXT-PROD-PA-10 Sheet: 1 of 1 FENCING 2.4m HIGH SECURITY
TARMAC BELLMOUTH IGH SECURITY FENCING TOPSO TO NEW SITE 2.4m H IL STORAGE BU ND (3m HIGH) ENTRANCE BUND (3m HIGH) TOPSOIL STORAGE
BUND (3m HIGH) TOPSOIL STORAGE ACCESS GATES 12m WIDE 2.4m HIGH SECURITY FENCING 3m HIGH BUND
U U U U
S S S S
l l l l Rig Electrician Sleeper Rig Toolpusher Sleeper n n n n
e e e e
i i i i
e e e e
t t t t
Over Rig Mechanic Sleeper Over Rathlin Supervisor p p p p
ACCESS GATES 12m WIDE GWMBH #1 e e e e Sleeper r r r r
Security Rig Canteen Over DRILLING RIG WELFARE & Welfare Rig Changing Room ACCOMMODATION AREA Fire Water Tank Fire Water Tank Rig Laundry CONTROL ROOM AREA Surface Water Unit Treatment Unit Rathlin Canteen Rathlin Toilet Block Rig Potable Water Tank Rig PPE Store DRILL PIPE & CASING LAYDOWN AREA Rig General
Store G
N
I O
Rig Fi C p shing
N
e
Sto TAN E n re KER
F
P T Rig B URNING Y e OP AR EA T I r S i Bo UMP R m lt Store
U
e Rig C t Gen e E e ral
S r S tore
C
H
o G Rig Dr I n illmec
H
t a Store m i
n DRILLING RIG STORES & 4 . m R SUMP ig Electric 2 e WNA-8 WORKSHOP AREA n Store SUMP
t
D Well Rig Electri i c t WNA-2 c Offic
h e
Well R
i
g
M
R
e
i
g
c
h
G
a
e
n
n
i
c
e
WNA-7
r
W a
) l
H
Well o
S
r G
k I
t o
s H
r
h e
m o
3
p A (
E D
N R OI U L & A PRO B D UCED WAT B ER E UNDED G STORAGE G N AREA A I
WNA-6 R
Rig K Welding TANK O Well ER T R
Unit S L OADI A NG L WNA-1 I
P BAY O
Well S
R 2 R R
P
. a o 4 A O
O t o m T h
C m p SU l MP i
e n H
n
I M
G
P
e
H
e
e
r
SEC t i WNA-5 i m
n
g D
e Well
i t O
e e
U s
r i
R l
e
C
A S
I l
T Dir u e t
o ctio n G
al D T THE ORDNANCE SURVEY DATA ON THIS PLAN HAS BEEN
ri o
lling G
Y G
n x
a r
e S REPRODUCED FROM ORDNANCE SURVEY ® BY PERMISSION OF
i U e M t T
ools e P l S e
tor n
a e
F n
i
n
a ORDNANCE SURVEY ® ON BEHALF OF THE CONTROLLER OF HER n
i k
EN e
n e r
R e
r MAJESTY'S STATIONERY OFFICE. © CROWN COPYRIGHT 2020. O y
m r
a
r S
a
i
a ALL RIGHTS RESERVED. LICENCE No. 100022432
D
f G C g t
e
t
f c
o t
i o
i
n o
e
I c r
T r e
N
r e
t e r n
s o #
e
Dir # G e
D c
t e
ion # al e o
Drillin 1 g n
WNA-4 2 r 3
i l l
a
t p Uni t T
c S KEY: u t
h
Well o a t
s
o
r n h Pre
ssure r k e e PLANNING APPLICATION BOUNDARY r Cont rol Unit Mud Logging Unit Store WATER FEATURES (PONDS / DRAINS) Powe r Distribution Room WNA-3 GROUNDWATER QUALITY MONITORING Well
M BOREHOLES (GWMBH)
R M O M
a u u u
f t d
f d
h d
i
c
P l PERIMETER CONTAINMENT
i P
e n P
u
u u
S m RODDING/JETTING ACCESS
m m
u
p
p p G p A
S M A
# NA G e # EME
# NT 1 AR PIPED & BACKFILLED PERIMETER r
2 EA
Dr 3 v illmec HH-220 i s CONTAINMENT DITCH o r OPEN PERIMETER CONTAINMENT DITCH
M Chok
L e D V
a u
S
e
M D S d M a
b anifold Act ) WELL CENTRE
- i
h ve
c Mi h d
e Ta
n u
G k # 1 H a F
u LU a
- ID
d SEP
A G
G a k R
m AT
I k IO
N BU
e N
s R D
e ED a ARE H
A
s r
r
o s e
m s
A o tm r
osph 3
eric e Ac tiv m e Mid T ( ank #2 D r egasser D Cuttings Tank N RoRo Skip U B Wate
r Tank E R G
A o Cetrifuges
R R
O o
Mix Ta T nk
S S
k L
I
i p Emergency O
G GWMBH #2 Flare S Emerge P N Exit Gate ncy Propan SUMP I Kno e O ck-Out C Flare T Store Cement S N Pot ilos E
F
Y
Ce T ment Water I Tan R k U Mud Traile SUMP r C
Mud Trailer E
S
GR H OUND FLARE
G AREA I
SU H MP
m
4 . LIGHTING SPECIFICATION:
2
400W METAL HALIDE ATEX FLOOD LIGHT TOPS OIL STORAGE B UND (3m HIGH) 150W LED FLOOD LIGHT
PORTABLE LIGHTING TOWER (4 X 1000W TOP METAL HALIDE) SOIL STORAGE BUND (3m HIGH)
TOP SOIL STORAGE B UND (3m HIGH)
2.4m HIGH SEC URITY FENCING
NOTES:
WNA-1 AND WNA-2 ARE EXISTING WELLS. 2.4m HIGH SEC URITY FENCING THIS PLAN INDICATES THE LAYOUT OF THE SITE DURING THE DRILLING OF WNA-3 APPRAISAL BOREHOLE, PRIOR TO THE INSTALLATION OF HYDROCARBON PRODUCTION EQUIPMENT.
FOR SECTION DETAILS, REFER TO PLAN NO: ZG-RE-WNAEXT-PROD-PA-10
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2020
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE INITIAL APPRAISAL DRILLING PHASE LAYOUT PLAN 0 5m 10m 50m
SCALE IN METRES 1:500 CLIENT: RATHLIN ENERGY (UK) LIMITED
Scale: 1:500 DWG. No: Size: A1 ZG-RE-WNAEXT-PROD-PA-11 Sheet: 1 of 1 FENCING 2.4m HIGH SECURITY
TARMAC BELLMOUTH IGH SECURITY FENCING TOPSO TO NEW SITE 2.4m H IL STORAGE BU ND (3m HIGH) ENTRANCE BUND (3m HIGH) TOPSOIL STORAGE
BUND (3m HIGH) TOPSOIL STORAGE ACCESS GATES 12m WIDE 2.4m HIGH SECURITY FENCING 3m HIGH BUND
ACCESS GATES 12m WIDE GWMBH #1
curity Se Control Room Welfare es Fire Water Tank Fire Water Tank & Welfare Faciliti Surface Water Treatment Unit
G
N
I O
C
p
N
e
TAN E n KER
F
P T URNING Y e AR EA T I r S i UMP R m
U
e
C
t
E e
S r
C
H
o G
I
n
H
t
a
m i
n 4
. m SUMP 2 e WNA-8 Tank Vent n SUMP
t
D Well
i t WNA-2 c h Well Gantry ov er Storage Tan
( k
B s
W
N W
e G W antry o o v
a er S a torag
a e Ta
d n t ks
m a TA e N
t KE
d R
e
t O
r
e
O
i
r
P n
O LO S i
r ADI
O
l NG
S i
g
u
O l
t S i
S
O l
WNA-7 o
t i
m S
B
D l
o A
t Y i
t S
r ) l
o
i o
S t
a r
p
l
o
o
t S
H
a Well r
r
o
g S t
n a
a r
o
g
t G
r a
e
o I
t g
k
g
a r
e
o
g
r e a
e H
e
T g
r a
e
T
y g
a
e
a
T
g
T m
)
e
a
g
T
n
e 3
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a
T
A
n (
e
a
k
T
n
n
a
k T
n E
a D
k T
k
n
a
k
n N
a
k R
n
R
k
n U k A
B k o
a
E
G d
G
N T A
I
WNA-6 Transfer a R
K n
WNA-1 Pu O m k Well p T
R e Well S
r A Tra L nsfer I P Pump O
S
2 ADD R ITIONAL B P . EAM PUMP 4 S OR A OTHE O O TOGETH R MEANS m ER OF WIT PU T
( H FLO MPING C
B W LIN , p E N R S, WILL BE SUMP
EQUIRE INSTAL e D LE e T D H HRO AS
o UGHOUT TH AND WHEN a E
n LIFE O d F
I THE SITE Vapou G m r
Reco d ve
P OI ry i L H
& P e
n RO Un P DUCED it W r
g ATE
SEC u R i WNA-5 BU m
NDE m D D STORAGE
e ARE
o A p Well
t
e n
U k r
R
e
C I y
T
o ) THE ORDNANCE SURVEY DATA ON THIS PLAN HAS BEEN
Y n SUM REPRODUCED FROM ORDNANCE SURVEY ® BY PERMISSION OF t P
a F ORDNANCE SURVEY ® ON BEHALF OF THE CONTROLLER OF HER
i EN n MAJESTY'S STATIONERY OFFICE. © CROWN COPYRIGHT 2020. m ALL RIGHTS RESERVED. LICENCE No. 100022432
C e
n I
N
t
G D WNA-4 T
i r
t
c B a KEY: e n
h Well am Pump
s
f
o (N F
odding Donkey) PLANNING APPLICATION BOUNDARY r
l
o
m
w
e
r H
s WATER FEATURES (PONDS / DRAINS)
e
a d
e Group GROUNDWATER QUALITY MONITORING r Emul G BOREHOLES (GWMBH) Separator sion Treater #1 as Engine WNA-3 Well Beam Pump PERIMETER CONTAINMENT ( RODDING/JETTING ACCESS Nodding Donkey) Test Emulsion Tre Gas Engin ater #2 e PIPED & BACKFILLED PERIMETER Separa tor CONTAINMENT DITCH
OPEN PERIMETER CONTAINMENT DITCH Emul G sion Treater #3 as Engine
) WELL CENTRE Knock O H ut G
I
Pot H
Gas m Engine 3 (
D FL N UID SEPARA U TION B BUNDED A REA E Gas En G gine A
R
O
T
S
L
I
Emergency O
G GWMBH #2 Gas Engine S P N Exit Gate SUMP I
O
C
T
N
E
F
Y
T
I
R SUMP U C
E
S
H
G
I
SU H MP
Enc m losed Gr 4 ound . LIGHTING SPECIFICATION: Flare 2
FIXED 400W METAL HALIDE FLOOD LIGHT ON 6M LIGHTING COLUMN TOPS OIL STORAGE B UND (3m HIGH)
TOP SOIL STORAGE BUND (3m HIGH)
TOP SOIL STORAGE B UND (3m HIGH)
2.4m HIGH SEC URITY FENCING
NOTES:
WNA-1 AND WNA-2 ARE EXISTING WELLS. 2.4m HIGH SEC URITY FENCING THIS PLAN INDICATES FOUR (4) WELLS ON PRODUCTION, WNA-1, WNA-2, WNA-3 & WNA-4.
BEAM PUMPS (NODDING DONKEYS) SHOWN ON PLAN AS WORST CASE SCENARIO. MAY BE REPLACED WITH LINEAR ROD PUMP OR SUBMERCIBLE PUMPS DURING THE LIFE OF THE SITE.
FOR SECTION DETAILS, REFER TO PLAN NO: ZG-RE-WNAEXT-PROD-PA-14
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2020
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE PRODUCTION PHASE LAYOUT PLAN 0 5m 10m 50m
SCALE IN METRES 1:500 CLIENT: RATHLIN ENERGY (UK) LIMITED
Scale: 1:500 DWG. No: Size: A1 ZG-RE-WNAEXT-PROD-PA-13 Sheet: 1 of 1 SECTION VIEW A-A THROUGH PRODUCTION PHASE
KEY:
PARAMETER EXTENTS
LIGHTING SPECIFICATION:
FIXED 400W METAL HALIDE FLOOD LIGHT ON 6M LIGHTING COLUMN
NOTES:
WNA-1 AND WNA-2 ARE EXISTING WELLS.
FOR LAYOUT DETAILS, REFER TO PLAN ZG-RE-WNAEXT-PROD-PA-13.
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2021
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE PRODUCTION PHASE SECTION VIEW PLAN
SECTION VIEW B-B THROUGH PRODUCTION PHASE CLIENT: RATHLIN ENERGY (UK) LIMITED Scale: 1:200 DWG. No: Size: A0 ZG-RE-WNAEXT-PROD-PA-14 Sheet: 1 of 1 FENCING 2.4m HIGH SECURITY
TARMAC BELLMOUTH IGH SECURITY FENCING TOPSO TO NEW SITE 2.4m H IL STORAGE BU ND (3m HIGH) ENTRANCE BUND (3m HIGH) TOPSOIL STORAGE
BUND (3m HIGH) TOPSOIL STORAGE ACCESS GATES 12m WIDE 2.4m HIGH SECURITY FENCING 3m HIGH BUND
U U U U
S S S S
l l l l Rig Electrician Sleeper Rig Toolpusher Sleeper n n n n
e e e e
i i i i
e e e e
t t t t
Over Rig Mechanic Sleeper Over Rathlin Supervisor p p p p
ACCESS GATES 12m WIDE GWMBH #1 e e e e Sleeper r r r r
curity Se Rig Canteen Over Control Room Welfare DRILLING RIG WELFARE & Rig Changing Room es Fire Water Tank Fire Water Tank ACCOMMODATION AREA Rig Laundry & Welfare Faciliti Surface Water Unit Treatment Unit DRILL PIPE & CASING LAYDOWN AREA Rathlin Canteen Rathlin Toilet Block Rig Potable
D Water Tank
i O
e
s i
l
e
A S l
Dir u
ectio t n G
al D T ri o
lling G
G
x
a
r
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i T e
ools e
l S e
tore n R n
R i
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a
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N r e
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n
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#
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Dire # AN
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t e K io # E
nal e R
Drill 1
in F
g n e 2
r
3 l
P
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Un U Y i T R
t S NING t e A t R
EA T
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r n
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essure r k
U e
e Contro C t l Unit Mu d L E e ogging
S r
Unit C S tore H
o G P I n ower Distrib ution R H t oom
a
R m i O
n 4
. i
m S f M
g UMP M 2
f M i
e c T u T
u ank V u e e WNA-8 nt n
o d SU
d MP d
t
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P
D Well P
l P
p u
i u
u u t
WNA-2 m c m
s m
h p
h p
Well p
e
#
#
r # 1
2 Gan
Drillm 3 try ov ec HH-220 er Storage Tan
( k
B s
W
N W
e G W antry o o v
a er S a torag
a e Ta
d n t ks
m a TA e N
t KE
d R
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t O
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e
O
i
r
P n
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S C i
hoke r AD D I
O
l NG
S V i
g
R u
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t S i
S
S
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e
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-7 M
WNA S t i
a
m S
B
M l
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a o A
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ifo A i f
t
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d
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a F Ri ORDNANCE SURVEY ON BEHALF OF THE CONTROLLER OF HER g g Gen ® i era EN l n MAJESTY'S STATIONERY OFFICE. © CROWN COPYRIGHT 2020. m Sto re ALL RIGHTS RESERVED. LICENCE No. 100022432
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TOP SOIL STORAGE BUND (3m HIGH)
TOP SOIL STORAGE B UND (3m HIGH)
2.4m HIGH SEC URITY FENCING
NOTES:
WNA-1 AND WNA-2 ARE EXISTING WELLS. 2.4m HIGH SEC URITY FENCING THIS PLAN INDICATES THE LAYOUT OF THE SITE DURING THE DRILLING OF WNA-8 PRODUCTION BOREHOLE. PRODUCTION EQUIPMENT ASSOCIATED WITH THE ADJACENT WELLS, WNA-6 & WNA-7, WILL BE REMOVED TO FACILITATE RIG ACCESS.
FOR SECTION DETAILS, REFER TO PLAN NO: ZG-RE-WNAEXT-PROD-PA-16
REVISION HISTORY
0MAR21 JF ORIGINAL FOR ISSUE JF REV DATE BY DETAILS APR ZETLAND GROUP FROM CONCEPTION TO COMPLETION ZETLAND GROUP LIMITED THE INNOVATION CENTRE, KIRKLEATHAM BUSINESS PARK, REDCAR, TS10 5SH T: +44(0)1642 777726 E: [email protected] W: www.zetlandgroup.com
Registered in England No. 05964499. Registered office: The Innovation Centre, Kirkleatham Business Park, Redcar, TS10 5SH
THIS DOCUMENT IS THE PROPERTY OF ZETLAND GROUP LIMITED. IT CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION WHICH MUST NOT BE DUPLICATED, USED OR DISCLOSED OTHER THAN AS EXPRESSLY AUTHORISED BY ZETLAND GROUP LIMITED OR ITS REPRESENTATIVE © 2020
SITE: WEST NEWTON A WELLSITE
PROJECT: WEST NEWTON A WELLSITE EXTENSION FOR HYDROCARBON EXPLORATION, APPRAISAL & PRODUCTION
TITLE: INDICATIVE PRODUCTION WELLS DRILLING PHASE LAYOUT PLAN 0 5m 10m 50m
SCALE IN METRES 1:500 CLIENT: RATHLIN ENERGY (UK) LIMITED
Scale: 1:500 DWG. No: Size: A1 ZG-RE-WNAEXT-PROD-PA-15 Sheet: 1 of 1 Envireau Water
APPENDIX B INTERNAL DRAINAGE BOARD WATERCOURSES
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices N
W E
S
01
01 OS Lambwath Stream
Beverley & North Holderness IDB
Map excerpt from Association of Drainage Authorities 2014-2021
Ref: P19-035 - Rathlin WN Field Dev \ APP B - WNA IDB Map Rathlin Energy Date: 05/03/2021
Appendix B Internal Drainage Board Watercourses Envireau Water
APPENDIX C DISCHARGE PERMITS
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices 514000 516000 518000 520000 522000 524000
N KEY W E
444000 S WNA Wellsite Extension Boundary
WA6073 (! WA5874 WNA Wellsite Boundary WRA8394 (! (! WRA8394 WRA8394 (! NPSWQD004864 5km Search Radius
442000 Surface Water Feature (referenced in report Section 7.1)
WRA7209 WRA8862 (! (! Discharge Permit (! WRA8862 WRA8862 H238 440000 C4112 (! (! WRA8861 C5533 (! (! C5128 2139 YWUCD1/5 C5331 (! (! (! (! 2139
WR17 WRA7861 ! (! C4736 (
438000 (! WRA8796 (! WRA8796 WRA8796 WA6208 WRA6959 (! (! C4270 (! 01 EPRKB3196RL (!
436000 01 TA
434000 0 0.5 1 1.5 2 Kilometres
Reproduction of base map with the permission of The Controller of . 50002. Her Majesty’s Stationary Office © Crown copyright. Licence No AL 1000 at A3 Contains Environment Agency information © Environment Agency and database right 2020. Scale 1:50,000 [C05/083-CSL] British Geological Survey. © NERC. All rights reserved.
Ref: P19-035 - Rathlin WN Field Dev\FIG - APP D Dis Permits Date: 19/03/2021 Rathlin Energy
Appendix D WNA Discharge Permits Envireau Water
Approx. Distance Company Discharge Site Discharge Permit No. from Type/ Description Name Name NGR Wellsite (km) ALLON DAVID SEWAGE DISCHARGES - GRANARY CROSS FARM WA5874 TA1880042800 3.7 FINAL/TREATED EFFLUENT - CONVERSION NOT WATER COMPANY CROS EAST RIDING SEWAGE DISCHARGES - OF 1-8 THE WRA7861 TA1955037990 1.2 FINAL/TREATED EFFLUENT - YORKSHIRE CRESCENT NOT WATER COMPANY COUNCIL EAST RIDING SEWAGE DISCHARGES - OF 1-6 HOLDERNESS EPRKB3196RL TA2217436338 4.0 FINAL/TREATED EFFLUENT - YORKSHIRE COTTAGES NOT WATER COMPANY COUNCIL DAVID SEWAGE DISCHARGES - MAKIN,IVY IVY FARM C5128 TA1660038800 2.7 FINAL/TREATED EFFLUENT - FARMHOUSENEW NOT WATER COMPANY ELLERB SEWAGE DISCHARGES - FOUNDRY M. & S. FINK C4112 TA1690039500 2.4 FINAL/TREATED EFFLUENT - COTTAGE NOT WATER COMPANY MESSRS W. & SEWAGE DISCHARGES - PROPOSED NEW J. C4270 TA2210036200 4.1 FINAL/TREATED EFFLUENT - FARM HOUSE RICHARDSON NOT WATER COMPANY SEWAGE DISCHARGES - MR MELVYN FOUR BAYS WR17 TA2410038100 4.9 FINAL/TREATED EFFLUENT - HOLDEN NOT WATER COMPANY MRS SEWAGE DISCHARGES - CLAPHAM NPSWQ ELIZABETH TA1842542628 3.6 FINAL/TREATED EFFLUENT - HOLME FARM D004864 CLAPHAM NOT WATER COMPANY SEWAGE DISCHARGES - NORMAN WEIGHBRIDGE C4736 TA2030037800 1.7 FINAL/TREATED EFFLUENT - CALEY LTD OFFICE NOT WATER COMPANY SEWAGE DISCHARGES - SOUTH SOUTH COTTAGE C5331 TA1480038700 5.0 FINAL/TREATED EFFLUENT - COTTAGE NOT WATER COMPANY BLACKBURN SEWAGE DISCHARGES - STATION PAUL STATION WA6073 TA1800043100 4.5 FINAL/TREATED EFFLUENT - HOUSE HOUSE HOLDER NOT WATER COMPANY SEPTIC TANK SEWAGE DISCHARGES - T.G. CRAVEN SERVING WA6208 TA1530036800 4.2 FINAL/TREATED EFFLUENT - & SON CONIFER LODGE NOT WATER COMPANY THE BURTON BURTON SEWAGE DISCHARGES - CONSTABLE CONSTABLE WRA6959 TA1890036800 4.6 FINAL/TREATED EFFLUENT - FOUNDATION HALL NOT WATER COMPANY EASTWOOD JOHN SEWAGE DISCHARGES - WOOD END GORDON C5533 TA1850039200 2.4 FINAL/TREATED EFFLUENT - HOUSE WOODEND FARM NOT WATER COMPANY M YORKSHIRE SEWAGE DISCHARGES - WATER ALDBROUGH 2139 TA2362038830 0.8 PUMPING STATION - WATER SERVICES WWTW COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - WATER ALDBROUGH 2139 TA2362038830 0.9 FINAL/TREATED EFFLUENT - SERVICES WWTW WATER COMPANY LTD YORKSHIRE ALDBROUGH [4] SEWAGE DISCHARGES - WATER (NORTH STREET) YWUCD1/5 TA2401438838 2.5 PUMPING STATION - WATER SERVICES SPS COMPANY LTD
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices Envireau Water
Approx. Distance Company Discharge Site Discharge Permit No. from Type/ Description Name Name NGR Wellsite (km) YORKSHIRE SEWAGE DISCHARGES - WATER GREAT WRA8394 TA1821042730 2.5 FINAL/TREATED EFFLUENT - SERVICES HATFIELD STW WATER COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - STW WATER GREAT WRA8394 TA1821042730 2.8 STORM OVERFLOW/STORM SERVICES HATFIELD STW TANK - WATER COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - WATER GREAT WRA8394 TA1821042730 2.8 PUMPING STATION - WATER SERVICES HATFIELD STW COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - WATER NEW ELLERBY WRA8862 TA1667040300 2.8 PUMPING STATION - WATER SERVICES STW COMPANY LTD YORKSHIRE NEW ELLERBY SEWAGE DISCHARGES - WATER SEWAGE WRA8861 TA1673039180 3.1 PUMPING STATION - WATER SERVICES PUMPING COMPANY LTD STATION YORKSHIRE NEW ELLERBY SEWAGE DISCHARGES - WATER SEWAGE WRA8861 TA1673039180 3.1 PUMPING STATION - WATER SERVICES PUMPING COMPANY LTD STATION YORKSHIRE SEWAGE DISCHARGES - WATER NEW ELLERBY WRA8862 TA1667040300 3.1 FINAL/TREATED EFFLUENT - SERVICES STW WATER COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - STW WATER NEW ELLERBY WRA8862 TA1667040300 3.7 STORM OVERFLOW/STORM SERVICES STW TANK - WATER COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - WATER OLD ELLERBY WRA8796 TA1663037450 3.7 FINAL/TREATED EFFLUENT - SERVICES STW WATER COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - STW WATER OLD ELLERBY WRA8796 TA1663037450 3.7 STORM OVERFLOW/STORM SERVICES STW TANK - WATER COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - WATER OLD ELLERBY WRA8796 TA1663037450 4.4 PUMPING STATION - WATER SERVICES STW COMPANY LTD YORKSHIRE SEWAGE DISCHARGES - WATER WITHERNWICK H238 TA1999039720 4.4 FINAL/TREATED EFFLUENT - SERVICES WWTW WATER COMPANY LTD
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices Envireau Water
APPENDIX D MAIN WATER MAPS
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices
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i in 3 3 are approximate only. Date Requested :Date Generated : 07/09/2020, 11:20:52 Scale : 1:1250 07/09/2020, 11:20:59 The position and depth of Y any UPN: Undefined Originator: 7 Waste Water Technical, Midgley, P S Envireau Water
APPENDIX E BGS BOREHOLE RECORDS
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices Envireau Water
Ref. on Error! Referen Approx. Rest BGS Depth ce Name NGR Target* Distance from Year Water Comments Ref. (m) source Wellsite (km) Level not found. 13 TA14 ‘Southfields’ TA 18.3 Superficial 1.1 1931 6.6m - SE3 Withernwick 19510 Deposits north bgl 40230 14 TA14 Whitedale TA 47.0 Chalk 2.3 1895 - Record notes SE2 Withernwick 19510 Group northwest borehole ‘disused’. 40230 15 TA23 Smith Briggs TA 70.0 Chalk 2.4 2016 11.45 - NW17 Farm Burton 20069 Group south m bgl Constable 36900 16 TA14 Whitedale TA 79.0 Chalk 2.7 1887 - Record notes SE17 Station 17250 Group northwest borehole ‘closed 40940 up’ as of 1941. 17 TA23 Tansterne TA 27.0 Superficial 3.3 Unknown 17m Records ‘bad’ NW4 Farm 22170 Deposits southeast bgl water quality and 37460 ‘disused’. 18 TA13 Dowthorpe TA 18.3 Chalk 4.0 Unknown 1.7m Record notes NE38 Hall Estate 15400 Group southwest bgl borehole ‘disused’. 38060 19 TA13 Dowthorpe TA n/a Chalk 4.0 Unknown - Record notes NE39 Hall Estate 15370 Group* southwest borehole ‘disused’. 38050 20 TA13 Coniston TA 54 Chalk 4.2 2011* - Borehole record NE49 Lane, 17015 Group southwest form version dated Coniston 35592 2011. 21 TA13 Dowthorpe TA 54.9 Chalk 4.3 1923 10.5m Record notes NE40 Hall Estate 15420 Group southwest bgl borehole ‘disused’ 37320 and ‘water contaminated’. 22 TA13 Dowthorpe TA n/a Chalk 4.3 n/a - Record notes NE41 Hall Estate 15610 Group* southwest borehole ‘disused’. 36910 23 TA13 Dowthorpe TA n/a Chalk 4.4 n/a - Record notes NW44 Hall Estate 14900 Group* southwest borehole ‘disused’. 38480 24 TA14 Great TA 9 Superficial 4.5 1908 - Record notes ‘in SE7 Hatfield 18340 Deposits* northwest use’ for domestic 43560 and farm supply dated June 1951. 25 TA13 Dowthorpe TA n/a Chalk 4.5 n/a - Record notes NW45 Hall Estate 14970 Group* southwest borehole ‘disused’. 37690 26 TA13 Carpenters TA 48.8 Chalk 4.6 1908 - Records notes well NW51 Arms, 14710 Group southwest ‘disused’ and water Skirlaugh 38860 contaminated. 27 TA14/ Rise TA 6 Superficial 4.7 1906 - Borehole record 16E 15500 Deposits* northwest missing. 42000 28 TA14 Rise Hall TA 116.4 Chalk 4.8 1864 - - SE21 15380 Group northwest 41990
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices Envireau Water
Ref. on Error! Referen Approx. Rest BGS Depth ce Name NGR Target* Distance from Year Water Comments Ref. (m) source Wellsite (km) Level not found. 29 TA14 Rise Hall TA 36 Chalk 4.8 1927 - - SE20 15300 Group northwest 41990 30 TA14 Rise Hall TA n/a Superficial 4.8 n/a - Records notes SE23 15420 Deposits* northwest borehole ‘disused’. 42040 31 TA14 Rise Hall TA 7.9 Superficial 4.8 1895 - - SE22 19510 Deposits northwest 42040 32 TA13 Dowthorpe TA 15.7 Chalk 4.9 n/a 1.4m Records notes NW53 Hall Estate 14510 Group southwest bgl borehole ‘disused’. 37870 33 TA23 Village Well, TA 45.7 Superficial 5.0 1901 - Record notes NW5 Aldbrough 24300 Deposits southeast borehole ‘disused’ 38700 in 1936. 34 TA14 Rise Park, TA 45.7 Chalk 5.1 n/a 1.7m Record notes SE16 Saw Mill 15310 Group northwest bgl borehole ‘disused’. 42360 35 TA13 Skirlaugh TA 29.3 Chalk 5.1 1910 - Record notes NW3 14210 Group west borehole ‘disused’. 39820 *Interpreted by Envireau Water based on information provided in borehole record
Ref: P19-035 Rathlin WN Field Dev \ RPT HRA WNA Appendices