HIA-FRA R1.Docx

FORTERRA WILNECOTE QUARRY EXTENSION

Hydrogeological Impact Assessment and Flood Risk Assessment

For

Forterra Building Products Ltd 5 Grange Park Court Roman Way Northampton NN4 5EA

Envireau Water Cedars Farm Barn Market Street Draycott Derbyshire DE72 3NB

Tel: 01332 871 882 Email: [email protected] Website: www.envireauwater.co.uk

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June 2016 TABLE OF CONTENTS

NON TECHNICAL SUMMARY 1 INTRODUCTION ...... 1 2 METHODOLOGY ...... 1 2.1 Objectives ...... 1 2.2 Data Sources ...... 2 2.3 Assessment Methods ...... 2 3 SITE SETTING ...... 3 4 HYDROLOGY ...... 3 4.1 Major watercourses ...... 3 4.2 Minor watercourses ...... 4 4.3 Canals and other artificial waterbodies ...... 4 4.4 Surface Water Runoff, Catchments and Site Drainage ...... 4 4.5 Hydrological Catchment Descriptors ...... 4 4.6 Surface Water Features ...... 5 4.7 Water Body Classification Status ...... 5 5 GEOLOGY ...... 6 5.1 Soils ...... 6 5.2 Published Geology Data Review ...... 6 5.3 Local Geology ...... 7 6 HYDROGEOLOGY ...... 8 6.1 Middle Coal Measures ...... 8 6.2 Etruria Formation ...... 8 6.3 Halesowen Formation ...... 9 6.4 Groundwater Features ...... 9 7 CONCEPTUAL HYDROGEOLOGICAL MODEL ...... 10 8 ENVIRONMENTAL SETTING ...... 10 8.1 Protected Areas ...... 10 8.2 Source Protection Zones ...... 11 8.3 Landfill ...... 11 8.4 Significant Pollution Incidents ...... 13 8.5 Active Discharge Consents ...... 13 8.6 Licensed Abstractions ...... 14 8.7 Registered Private Water Supplies and Protected Rights ...... 14 9 WATER MANAGEMENT PLAN ...... 15 9.1 Current Water Management ...... 15 9.2 Proposed Water Management ...... 15 9.3 Restoration Strategy ...... 16 10 FLOOD RISK ASSESSMENT ...... 16 10.1 Flood Zones ...... 16 10.2 Sequential and Exception Test ...... 17 10.3 Strategic Flood Risk Assessment ...... 17 10.4 Potential Sources of Flood risk ...... 17 10.4.1 Risk of flooding from the sea (Tidal) ...... 17 10.4.2 Risk of flooding from rivers and streams (Fluvial) ...... 17 10.4.3 Risk of flooding from groundwater ...... 17 10.4.4 Risk of flooding from surface water (Pluvial) ...... 18 10.4.5 Risk of flooding to / from public sewers ...... 18 10.4.6 Risk of flooding to / from artificial waterbodies ...... 18 10.4.7 Risk of flooding to / from roads ...... 18 10.4.8 Restoration flooding ...... 19 10.4.9 Dry Islands and dry access / egress ...... 19 10.4.10 Flood Risk Summary ...... 19 11 HYDROLOGICAL / HYDROGEOLOGICAL IMPACT ASSESSMENT ...... 20 11.1 Assessment Methodology ...... 20 11.2 Hazard Identification ...... 20 11.3 Groundwater and Surface Water Impacts ...... 20 11.4 Chemicals, Fuel and Oil ...... 22 12 SCHEME OF MONITORING ...... 22 13 CONCLUSIONS ...... 23 14 REFERENCES ...... 24 FIGURES

Figure 1 Site Location Figure 2 Watercourses and Artificial Water bodies Figure 3 Overview of Surface Runoff and Drainage Figure 4 Geology Figure 5 Conceptual Model Figure 6 Environmental Setting Figure 7 Environment Agency Rivers and Sea Flood Map Figure 8 Environment Agency Risk of Surface Water Flooding

TABLES

Table 1 Hydrological Catchment Descriptors Table 2 2015 Ecological, Chemical and Overall Risk Status Table 3 Summary of Solid Geology in the vicinity of the proposed extension Table 4 Historic Landfill Sites within a 2km radius Table 5 Authorised Landfill Sites within a 2km radius Table 6 Significant Pollution Incidents within a 2km radius Table 7 Active Discharge Consents within a 2km Radius Table 8 Summary of Potential Flood Risk

APPENDICES

Appendix A Development Phasing Plans Appendix B Site Investigation Plan Appendix C Groundwater Hydrograph Appendix D Concept Restoration Plan

Envireau Ltd. Registered in England & Wales No. 6647619. Registered office: Cedars Farm Barn, Market Street, Draycott, Derbyshire, DE72 3NB, UK

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WILNECOTE QUARRY EXTENSION HYDROGEOLOGICAL IMPACT ASSESSMENT AND FLOOD RISK ASSESSMENT

NON-TECHNICAL SUMMARY

Envireau Water has been instructed by Forterra Building Products Ltd (Forterra) to undertake a Hydrogeological Impact Assessment (HIA) and Flood Risk Assessment (FRA) in order to support a planning development for the proposed extension of Wilnecote Quarry (‘the development site’), Dosthill, Tamworth, Staffordshire. The basis of this assessment is a hydrological and hydrogeological appraisal of the development site, giving consideration to potential impacts to environmentally sensitive features. This also includes a flood risk assessment giving consideration to impacts of flooding to and from the development site.

The development site will form part of an extension area to the east of the existing Wilnecote Quarry. Currently the existing quarry works approximately 80,000 tonnes per annum of high quality Etruria Marl on a campaign basis, usually as two tranches of 40,000 tonnes. Extracted material is stockpiled on site and used in the brick manufacturing factory located adjacent to the quarry.

The development site covers a total area of approximately 24.7ha. The proposal is to extract approximately 0.8 million tonnes of clay over a 12 to 13 year period over 3 main extraction phases. The proposed extension will not deepen the quarry beyond the current depth. Progressive infill of the existing quarry with overburden material from the extension area will occur during each phase. The proposed extension will be undertaken as per the existing working practice, with the operations and potential impacts for the extension being analogous to the current operations. To date, there have been no impacts to the local environs as a result of the current operations.

The hydrogeology at Wilnecote Quarry consists of relatively permeable sandstones of the Halesowen Formation overlying the low permeability clays of the Etruria Marl. Beneath the Etruria Marl are the Middle Coal Measures, also considered to be of low permeability except where layers of sandstone are present or mine workings are present. At the base of the Halesowen Formation, the Etruria Marl acts as a barrier to groundwater flow impeding the downward movement of water thereby promoting lateral groundwater flow.

Due to the low permeability of the clays of the Etruria Marl groundwater ingress into the quarry is essentially zero with the water within the quarry void being surface water runoff.

Given the longevity of the current workings, the groundwater levels of the Etruria Marl and Halesowen Formation are considered to be in a relatively steady state. In essence, the current quarry operations have become a part of the established surface water and groundwater system.

With the current and proposed drainage measures in place it is considered that surface water generated over the development site will not increase the risk of surface water flooding.

The nearest potential environmentally sensitive receptors are the local watercourses, landfills and any potential private water supplies. This assessment has identified and evaluated impacts due to the quarry activities related to the water dependant features in the vicinity. The impacts of the current and proposed activities at the quarry are considered to be “none” provided that the current mitigation measures remain in place, are carried forward for the proposed development and are frequently assessed and adjusted, if required.

Cedars Farm Barn, Market Street t 01332 871882 e [email protected] Draycott, Derbyshire, DE72 3NB w www.envireauwater.co.uk

Envireau Ltd. Registered in England & Wales No. 6647619 P:\Forterra Wilnecote (1960)\Reporting\HIA-FRA r1.docx June 2016

WILNECOTE QUARRY EXTENSION HYDROGEOLOGICAL IMPACT ASSESSMENT AND FLOOD RISK ASSESSMENT

1 INTRODUCTION

Envireau Water has been instructed by Forterra Building Products Ltd (Forterra) to undertake a hydrogeological impact assessment and flood risk assessment in order to support a planning application for the proposed extension of Wilnecote Quarry (‘the development site’), Dosthill, Tamworth, Staffordshire (Figure 1).

The development site will form part of an extension area to the east of the existing Wilnecote Quarry which has been worked for clay since the 1940’s. The development site is a natural continuation of the existing quarry and consists of open fields surrounded by managed hedgerows. Currently the existing quarry works approximately 80,000 tonnes per annum of high quality Etruria Marl on a campaign basis, usually as two tranches of 40,000 tonnes. This material is stockpiled on site and used in the brick manufacturing factory located adjacent to the quarry.

The development site covers a total area of approximately 24.7ha that comprises the current quarried area and adjoining agricultural land. The proposal is to extract approximately 0.8 million tonnes of clay over a 12 to 13 year period over 3 main extraction phases. The 3 phases are shown in plan in Appendix A. Approximately 1,000,000m 3 of overburden material will be removed to allow for the clay extraction. Progressive infill of the existing quarry with overburden material from the extension area will occur during each phase.

Wilnecote Quarry has been worked to a base depth of approximately 40mAOD, circa. 55m below the ground level of the eastern boundary of the current quarry area and circa. 27m below the ground level of the brick manufacturing factory. During Phase 1 of the extension development the base depth of the extension area will be 43mAOD, progressively rising to 54mAOD and 60mAOD during Phase 2 and 3 and as overburden infill material is placed into the quarry void.

The basis of this assessment is a hydrological and hydrogeological appraisal of the development site, giving consideration to potential impacts to environmentally sensitive features. This also includes a flood risk assessment giving consideration to impacts of flooding to and from the development site.

Envireau Water is a specialist water management consulting company with extensive experience in the quarrying industry. The lead consultant on this project – Lee Clarke, has over 10 years experience of water management in the quarrying industry.

2 METHODOLOGY

2.1 Objectives

The objectives of this assessment are summarised below:

• Define current hydrological and hydrogeological conditions at and in the vicinity of the development site relating water and its management; • Identify and evaluate current and potential impacts of the proposed extension area and associated clay workings upon the water environment; and • Propose appropriate mitigation measures, if required. Cedars Farm Barn, Market Street t 01332 871882 e [email protected] Draycott, Derbyshire, DE72 3NB f 01332 874850 w www.envireauwater.co.uk

Envireau Ltd. Registered in England & Wales No. 6647619 Envireau Water

2.2 Data Sources

The following data sources were used in this investigation:

Ordnance Survey (OS) • 1:25,000 digital series mapping and 1:250,000 digital series mapping

The Environment Agency (EA) • Licensed, deregulated, historic or consented activities • Source Protection Zones (SPZs) • Discharge Permits • CAMS status • Landfill and Pollution incident data • Groundwater and surface water quality data • Water Framework Directive (WFD) waterbody classification status

Centre for Ecology and Hydrology, Wallingford (CEH) • Flood Estimation Handbook (FEH) CD-ROM 3 (2009)

British Geological Survey (BGS) • Geological map, 1:50,000 scale (England & Wales), Sheets 154 (Lichfield) • BGS GeoIndex Database

Cranfield University • LandIS Soilscapes

Natural England (NE) • Designated and protected areas

Lichfield District Council, North Warwickshire Borough, Tamworth Borough Council • Private Water Supplies

Severn Trent Water • Public Sewer Records

GWP Consultants • Part IV The Quarries Regulations 1999. Excavations and Tips Summary Management Report. Wilnecote

Terra Geological • Report on Eastern Extension Exploration Drilling 2014 at Wilnecote.

2.3 Assessment Methods

Current hydrological and hydrogeological conditions have been established through a desk study assessment and walkover survey. A walkover survey of the current site, the development site and surrounding area was undertaken by Lee Clarke on 23 th February 2016. The survey included a visual inspection of Wilnecote Quarry, stockpile areas, the main brick factory site and the current mineral extraction area with further information on current water management and operations provided by the quarry Operations Manager. In addition, discharge routes, general drainage pathways and local watercourses were visually inspected and manual measurements recorded.

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An assessment has been undertaken on the significance of the likely direct or indirect impacts on features of ecological, hydrological or geological importance; including the potential impacts on ground and surface waters; any local spring systems; water quality; and any sources of potable supply/licensed abstractions.

It is important to put this assessment into the context of the current operation which has been long established. The proposed extension area will continue with the existing working practice regarding the dewatering set-up, excavation stand-offs and water management arrangements, with the operations and potential impacts for the extension being analogous to the current working area. To date, as far as we are aware, there have been no impacts to the local environs as a result of the current operations.

In addition to the above, potential impacts have been assessed in this report using a Source-Pathway- Receptor (S-P-R) approach. Where S-P-R linkages have been identified, the sensitivity of the receptor, magnitude of impact and significance of effect has been considered in order to assess the overall impact of the proposed extension of Wilnecote Quarry and associated clay working.

Mitigation measures have been considered as part of the assessment.

3 SITE SETTING

The development site is located at the existing Wilnecote Quarry located approximately 3km southeast of Tamworth, Staffordshire between the areas of Dosthill, Whateley and Wilnecote/Hockley (Figure 1). Wilnecote Quarry lies approximately 1km east of the A51 road, 1.1km west of the M42 motorway and 500m east of a mainline railway.

Land at the extension area currently gently slopes to the northwest from an elevation of 108mAOD towards the current extraction area of Wilnecote Quarry (Figure 2). From the south-eastern boundary of the site land gradually rises to a local topographical high point of approximately 120mAOD within Whateley.

Wilnecote Quarry is an active quarry working Etruria Marl (clay) quarry and is operated by Forterra (formerly Hanson Brick), and extends to approximately 21ha in area. The quarried area has been part landfilled, with landfill operations being conducted by Biffa Group Ltd.

Wilnecote Quarry has been worked to a base depth of approximately 40mAOD, which is circa. 55m below the ground level at the eastern boundary of the current quarry workings.

4 HYDROLOGY

4.1 Major Watercourses

The River Tame and its associated floodplain is situated approximately 1.7km northwest of the site at its closest approach and has a top of bank elevation of circa. 63mAOD at this location (Figure 2). The River Tame flows in a north-westerly direction towards the centre of Tamworth where it has a confluence with the River Anker. From Tamworth the River Tame drains in a generally northward direction joining the River Trent at the village of Alrewas, Staffordshire.

A further watercourse known as Kettle Brook is situated approximately 1.5km northeast of the site at its closest approach and has a top of bank elevation of circa. 83mAOD at this point (Figure 2). The Kettle Brook initiates at the village of Freasley located to the southwest of the site. The brook flows on the eastern outskirts of Wilnecote, running parallel to the A5 road before draining into Borrowpit Lake in the centre of Tamworth.

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4.2 Minor Watercourses

Dosthill Brook exists approximately 850m northwest of the site and drains into the River Tame. Dosthill Brook primarily receives inflows from the local Severn Trent Water public sewer network discharges and runoff generated over the A51 road.

An unnamed watercourse exists to the northeast of the development site boundary (Figure 3). This watercourse drains around the eastern and northern boundaries of the development site, ultimately draining to the Dosthill Brook via the local Severn Trent public sewer network. The watercourse was once natural, draining through the central portion of Wilnecote Quarry, although its historic course has since been diverted due to the historic workings at Wilnecote Quarry.

4.3 Canals and Other Artificial Waterbodies

The closest canal to the site is the Birmingham and Fazeley Canal which is located some 2.3km to the west of the site (Figure 2). The Birmingham and Fazeley Canal joins the Coventry Canal approximately 2.7km northwest of the site.

There are no reservoirs any other artificial waterbodies within the vicinity of the site.

4.4 Surface Water Runoff, Catchments and Site Drainage

The unnamed watercourse to the northeast of Wilnecote Quarry receives surface water runoff from a surrounding catchment area to the south-west and east of the Hockley Road (Figure 3).

A large proportion of this runoff collects within a ponded area in proximity to the Hockley Road. This ponded area discharges into the watercourse via a culvert under Hockley Road. The unnamed watercourse continues along the northern boundary of the development site before feeding into the Severn Trent Water surface water public sewer network, which discharges to Dosthill Brook (Figure 3).

The surface water runoff catchment draining to the extension area is expected to be relatively small based on the surrounding local topography. Runoff within the extension area will be managed via a sump and by means of a pumped discharge to a settlement pond as per current operations. Water management at the extension area is discussed in Section 9 of this report.

4.5 Hydrological Catchment Descriptors

The general catchment for the site vicinity has been derived from the Flood Estimation Handbook (FEH) CD- ROM 3 [Ref. 1] and are provided in Table 1.

The SPRHOST value indicates that the proportion of surface water runoff within the catchment is 17.08%. This suggests that the soils have a relatively high permeability with low runoff potential (see section 5.1).

The BFIHOST value of 66.9% reflects the above, indicating that the soils within the catchment provide a particularly high contribution to the base flow in local watercourses through seepage and natural storage processes.

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Table 1 Hydrological Catchment Descriptors

Descriptor Abbreviation Value

Catchment Area AREA 1.58km 2 Mean Altitude ALTBAR 91m Base Flow Index associated with each HOST soil class BFIHOST 66.9% Standard Percentage Runoff associated with each HOST soil class SPRHOST 17.08% Proportion of time when soil moisture deficit was equal to, or PROPWET 0.3 (i.e.30% of the time) below, 6mm during 1961-90 Average Annual Rainfall (1961 – 1990) SAAR 646mm

Extent of urban and suburban land within catchment URBEXT 2000 0.0468 Description of location of urban / suburban areas within URBLOC 2000 0.28 catchment Concentration of catchment urbanisation (quantification of URBCONC 2000 0.528 connectivity of urban and suburban areas)

4.6 Surface Water Features

Ordnance Survey (OS) mapping at a scale of 1:25,000 covering a 2km radius of the site has been evaluated in order to identify surface water features. Surface water features are presented on Figures 2 and 3. The primary surface water features within a 2km radius of the site are the River Tame (and associated wetlands) and Kettle Brook.

The majority of waterbodies in a 2km radius of the site are associated with previous or active quarry workings. The large waterbody situated approximately 1.3km west is associated with the disused Dosthill Quarry (granite) which was purposely flooded.

4.7 Water Body Classification Status

The Water Framework Directive (WFD) specifies the quality elements that are used to assess the ecological and chemical status of a water body. Quality elements are biological (e.g. fish, invertebrates, macrophytes) or chemical (e.g. heavy metals, pesticides, nutrients) [Ref. 2].

The status of a surface water body is judged using separate ‘Ecological classification’ and ‘Chemical classification’ systems. The overall status of a surface water body is determined by whichever of these is the poorer. To achieve ‘good status’ overall, a water body must achieve both good ecological and good chemical status [Ref. 2]. The Ecological classification system has five classes, from high to bad, and uses biological, physio-chemical, hydromorphological and chemical assessments of status.

The Chemical classification system for surface water bodies, used for the most polluting substances, has only two classes, ‘good’ or ‘failing to achieve good’. Chemical status is assessed by compliance with the environmental standards for chemicals that are listed in the Environmental Quality Standards Directive 2008/105/EC [Ref. 2].

Each surface water body is assessed against a number of pressure elements; including but not limited to point source and diffuse pollution risk, source nutrients risk, water abstraction and flow regulation risk, physical or morphological alteration risk. The level of risk that each of the elements poses to a water body is graded as

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Not at risk, Probably not at risk, Probably at risk or at risk; and the highest grade from all the elements provides the Overall risk class for the water body [Ref. 3].

The site is situated within the Tame Anker and Mease WFD Management Catchment and the Humber River Basin District Management Plan. The primary surface water waterbodies in this river basin district for which the site is located in are the River Tame, River Anker and the Coventry Canal. Details of their most recent (2015) ecological, chemical and overall risk status are provided in Table 2.

Table 2 2015 Ecological, Chemical and Overall Risk Status Ecological Status Water body Current 2015 Predicted Overall Risk River Tame Poor Poor At Risk River Anker Moderate Moderate At Risk Coventry Canal Good Good Not Assessed Chemical Status River Tame Good Good At Risk River Anker Good Good At Risk Does Not Requirement Does Not Requirement Coventry Canal Not Assessed Assessment Assessment

Table 2 highlights that the watercourses and other surface waterbodies in the local area are classified as being ‘At Risk’ with the exception of Coventry Canal, which hasn’t been assessed. Therefore, no activity that could impact on the current or predicted status would be allowed.

In the context of this assessment, the current operations have been occurring over many years, with the future operations being analogous to the current operations. Therefore, the activity that would be undertaken at the site will maintain the status quo.

5 GEOLOGY

The geology of the area is described using information from the British Geological Survey [BGS]; 1 Inch to 1 mile scale sheet 154 (Lichfield) [Ref 4] and from Site Investigation data presented in the Report on Eastern Extension Exploration [Ref. 5], and is summarised below.

5.1 Soils

The general soil type at the proposed extension area has been taken from the LandIS Soilscapes website, developed by Cranfield University [Ref. 6]. The soil type for the site is: “Freely draining slightly acid loamy soils”.

5.2 Published Geology Data Review

The geological setting is presented on Figure 4. The geology beneath the existing quarry footprint comprises the Carboniferous Etruria Formation consisting of mudstone with lenticular sandstones and conglomerates. The Etruria Formation is underlain by older Middle Coal Measures, which outcrop west of the quarry. The younger Halesowen Formation of sandstone outcrops to the southeast of the existing quarry.

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The new eastern extension area lies within the outcrop of the Halesowen Formation comprising sandstone and mudstone (overburden material) overlying the Etruria Formation (clay mineral resource), both belonging to the Upper Coal Measures Group.

Superficial deposits in the form of alluvium are present along the River Tame and along two of its tributaries: one flowing through Dosthill Park and the other known as Kettle Brook, located circa. 1.0km north west and 1.5km north east respectively of the existing quarry. The River Tame and its alluvium overlie an outcrop of the Mercia Mudstone Group west of the Middle Coal Measures. Alluvium associated with the Kettle Brook tributary overlies the Halesowen Formation and the Middle Coal Measures.

The solid geology at Wilnecote Qaurry is summarised in Table 3 below.

Table 3 Summary of Solid Geology in the vicinity of the proposed extension

Age Group Formation Description Grey sandstone and mudstones Halesowen Formation Typical regional thickness of 110m Upper Coal Carboniferous Measures Red and ochreous mudstone with lenticular Etruria Formation sandstones and conglomerates. Typical regional thickness of 300m Grey shales with coal – seams and irregular Carboniferous Middle Coal Measures sandstone bands

Based on published mapping, faulting is identified at surface circa. 2km to the north and 2km to the west of the existing quarry. The strike of the western fault is generally orientated north – south and the northern faults are orientated northeast – south west. Published mapping indicates that the western fault is likely to continue in a north-south orientation along the River Tame valley and link up with the northern faults.

The beds of the Etruria Formation and the Halesowen Formation dip eastwards at circa. 4 - 7 degrees.

5.3 Local Geology

Site investigations have taken place across the proposed extension area in 1997 and in August 2014. The thickness of the Halesowen Formation encountered and the location of all investigation boreholes is presented on the borehole plan within Appendix B. The location of the 2014 site investigation boreholes (BH1&1A/2014, BH2&2a/2014, BH3/2014, BH4/2014 and BH5/2014) are also presented in Figure 3. Thickness of the sandstone varies between 3m (at the northwest corner of extension) and 16m.

The geology enc ountered during the 2014 borehole site investigation [Ref. 5] is summarised as follows:

The Halesowen Formation is described as fine to medium grained sandstone with mudstone and coal partings. The sandstone dips 1 to 5 degrees across the eastern area of the proposed extension. Thickness varies between 21m and 35m in the eastern side of the proposed extension area; and

The Etruria Formation is described as very fine grained, very thinly bedded to structureless mudstone with occasional silty mudstones and muddy siltstones. A consistent zone of interbedded sandstone and conglomerate horizons was encountered at depths between 54m AOD and 66mAOD at three site investigation boreholes in the proposed extension area. The horizon thickness varied between 0.5m and 1.45m. Paleosols were also encountered at several of the investigation boreholes. Thickness of the Etruria Formation within the extension area was not proven during the site investigation.

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Ground elevation across the extension area varies from circa.95mAOD on the western side increasing in elevation to circa 108maOD in the eastern side of the extension area.

Based on both previous site investigations, the Halesowen Formation Thickness varies between 4m in the northwest corner and 35m in the eastern side of the proposed extension area.

Within the existing quarry area, the Etruria Formation is approximately 50m thick [Ref. 5] and a similar thickness is expected within the proposed extension area. The existing quarry excavation floor is currently at 40mAOD and the proposed extension area is not intended to be excavated below 43mAOD.

Locally there are no mapped faults within the existing quarry or new extension area. Coal mining has taken place at depth below the quarry floor and proposed extension area including coal workings for the Four Feet and Seven Feet Coal Seam. Earlier excavations at the base of the quarry have exposed the underlying Middle Coal Measures [Ref. 5].

6 HYDROGEOLOGY

The local hydrogeological setting is presented below and has been derived from the BGS minor aquifer handbook [Ref. 6] and from onsite borehole water level data (presented in Appendix B and C).

6.1 Middle Coal Measures

The grey shales of the Middle Coal Measures are considered to be predominantly impermeable with little groundwater movement except through old mine workings. Flooded mine workings of a coal seam (the shallowest considered to be the Four Feet Seam at an approximate depth of 30m below the Etruria Formation) exist beneath Wilnecote quarry. These mine workings will extend underneath the proposed eastern extension.

Water elevations of the flooded mine workings are currently monitored at three piezometers (BH1201, BH1202, and BH1203 as shown on Figure 3) across the existing quarry and range between 64.35mAOD and 68.75mAOD. Historically, GWP consultants have recommended an excavated quarry base level of 41mAOD to prevent quarry floor heave by water pressures in the underlying mine workings. The excavation of the proposed extension quarry base is to be limited to a maximum depth of 43mAOD.

6.2 Etruria Formation

The Etruria Formation is described as a poorly productive unit in the BGS minor aquifer handbook predominantly composing of very low permeability mudstones that yield little or no water. Fractures in its interbedded sandstone and conglomerate horizons can yield moderate quantities of water suitable for small scale agricultural or industrial requirements.

Within the existing quarry area, only very minor dewatering of groundwater within the mudstones has been required to carry out quarrying activities and this is expected to be the case within the proposed extension area. During the 2014 site investigation, a consistent zone of interbedded sandstones and conglomerates was encountered within the Etruria Formation in the proposed extension area however no associated water strikes were noted.

Within the vicinity of the quarry and extension area, groundwater recharge to these sandstone and conglomerate horizons is limited to seepage from the surrounding low permeability mudstones and hence will be limited in volume. Any groundwater that may be present within the permeable horizons underlying the extension area is generally expected to flow along fractures and southeastwards along dip away from the

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Water elevations of the Etruria Formation are currently monitored at one piezometer (BH01/11 as shown on Figure 3) near the brick manufacturing yard and range between 60.46mAOD and 63.81mAOD. This is lower at lower elevations than the range of water elevations recorded within the Middle Coal Measures boreholes and approximately 20m higher than the excavated quarry floor.

6.3 Halesowen Formation

The overlying Halesowen Formation is known to be productive providing large yields of water supply from its sandstone beds. Sandstones of the Upper Coal Measures are typically well – cemented resulting in minimal primary porosity with groundwater flowing along bedding, fractures and joints.

Within the vicinity of the proposed extension area, the sandstone is unconfined and effective rainfall infiltrates through the overlying freely draining soils to recharge groundwater. Topographically, the surface elevation of the sandstones rises from circa.95mAOD on the western side of the extension area to a high of circa. 120mAOD, 500m to the south east, before falling in elevation further away from the proposed extension area.

Water strikes were recorded during the August 2014 exploratory drilling [Ref. 6]. Water strikes (as shown on the site investigation plan in Appendix B) were recorded in 3 of the 5 boreholes at or just below the base of the Halesowen Formation at the sandstone / Etruria Marl boundary ranging from 73.4 to 79.2mAOD. It is considered that above this level the Halesowen formation is unsaturated and that theses water strikes given an indication of the level of the phreatic surface.

When these sandstones are exposed within the quarry workings, they produce a drain point at the boundary between the sandstone and Etruria Marl. This is managed on site by toe drains at the base of the sandstone unit and is required to provide slope stability to the underlying mudstones of the Etruria Formation where exposed. During the site visit undertaken on 23 rd February 2016, the toe drain had a small trickle (circa. 0.25 to 1 l/s). The elevation of this toe drain is currently at 81.2mAOD falling to 78.7mAOD. The inferred phreatic surface is considered to be at or below the level of the toe drain and therefore flows within the drain are considered to be surface runoff and interflows. This is indicative that there is no dewatering zone of influence extending into the sandstone unit.

Similar to the existing quarry, during operational phases, toe drains will be installed along the base of the sandstone to maintain slope stability on the quarry faces. No pumped dewatering of the Halesowen Formation will be carried out.

6.4 Groundwater Features

There are no springs identified on the Ordnance Survey mapping for the area; however a pond is present to the northeast of the extension located on the Halesowen Formation. The elevation of this pond is at circa. 91mAOD. This is some 10m above the highest toe drain elevation and the water strikes recorded during the 2014 exploratory drilling. The pond sits in a basin within a valley location and is considered to be fed by surface water runoff.

During the site visit undertaken on the 23 rd a ditch line and areas of boggy ground were observed to the east of the current quarry lagoon area. The ditch enters into the main water course that runs parallel to the northern application boundary. Severn Trent Sewer records show a surface water sewer feeding this ditch; however, the start of the ditch line and the areas of boggy ground are at circa. 80 – 85mAOD, coincident with the location of the boundary between the Halesowen Formation and the Etruria Marl. This could represent natural groundwater drain points from sandstone units.

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7 CONCEPTUAL HYDROGEOLOGICAL MODEL

A simple hydrogeological conceptual model is presented in Figure 5.

The geology of the development site consists of relatively permeable sandstones of the Halesowen Formation overlying the very low permeability of the Etruria Marl. Beneath the Etruria Marl are the Middle Coal Measures also considered to be of low permeability.

The Etruria Marl acts as a barrier to groundwater flow below the sandstones of the Halesowen Formation. The sandstones of the Halesowen Formation are up to 30m thick at the extension area are mostly unsaturated with the phreatic surface at the base of the formation. The main source of recharge for the sandstone is infiltration of effective rainfall. At the base of the sandstone where the Etruria Marl is present, recharge and downward movement of water will be impeded promoting the lateral movement of water and encouraging storage within the sandstone to be taken up.

The sandstones will have natural drain points that will be present where the boundary of the sandstones and Etruria Marl occurs at the ground surface. The flow direction for the lateral movement of water within the sandstones will be dependent on the location of local drain points. For the current workings (and the quarry extension area), this drain point is exposed and requires a toe drain to provide slope stability for the underlying Etruria Marl quarry slopes. Based on observed drainage rates and the inferred phreatic surface, drainage and / or seepage volumes from the sandstone is limited at the workings and is considered to be surface water or interflow. The recharge area for the sandstones draining to the quarry is relatively small with flows within the toe drain indicative of this.

Groundwater levels within the Etruria Marl are located above the base of the current quarry sump. Due to the low permeability of the clays of the Etruria Marl groundwater ingress into the quarry is essentially zero with the water within the quarry void being surface water runoff

The groundwater head in the underlying coal measures are higher than that of the Etruria Marl inducing an upward vertical hydraulic gradient. As such the base of the quarry workings could be susceptible to ground heave of the quarry floor. For this reason, the quarry floor for the extension area will not drop below 43mAOD in order to maintain the stability of the base of the quarry.

Given the longevity of the current workings, the groundwater levels of the Etruria Marl and Halesowen Formation are considered to be in a relatively steady state. In essence, the quarry operations have become a part of the established surface water and groundwater system.

8 ENVIRONMENTAL SETTING

Searches of the Environment Agency (EA), relevant district councils and Natural England databases have been undertaken to establish and assess the environmental setting of the site and surrounding area. A search radius of 2km from the centre of the development site has been applied (Figure 6).

A 2km search radius has been considered appropriate due to the nature, historic setting and scale of the proposed extension to Wilnecote Quarry and its position in relation to potentially sensitive receptors.

8.1 Protected Areas

Natural England databases accessed on 18/02/2016 indicate that there are a total of nine protected areas within a 2km radius of the development site centre.

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One Local Nature Reserve (LNR) circa. 1.5km northwest of the development site known as ‘Dosthill Park’ is situated on the eastern bank floodplain of the River Tame. Fout further LNRs to the northeast of the site known as ‘Kettle Brook’ are associated with the watercourse and lie within its associated floodplain. The Kettle Brook LNRs provide slow-flowing wetland habitats and a series of lakes fed by the Kettle Brook watercourse.

Kingsbury Brickworks SSSI, the closest protected area to the development site is situated circa. 500m southwest. This SSSI is classed as a Geological Conservation Review Site due to the distinct variation in geological horizons. This SSSI is not a groundwater or surface water dependent feature. Kingsbury Wood SSSI is situated approximately 1.8km southeast of the site. This SSSI in an ancient woodland that lies in proximity to historic quarry workings.

The Middleton Lakes RSPB nature reserve is located approximately 1.5km to 2km west of the development site within the floodplain of the River Tame. The nature reserve comprises wetlands and wet meadows which were formed following infilling and restoration of a previous gravel quarry. Cliff Pool WCC nature reserve comprises a series of wetlands in close proximity to the River Tame.

There are no Special Areas of Conservation (SACs), Special Protection Areas (SPAs), National Nature Reserves (NNRs) or Ramsar sites within a 2km radius of the development site.

8.2 Source Protection Zones

The Environment Agency have defined groundwater Source Protection Zones (SPZs) as a general level of protection for all drinking water sources, identifying those areas close to the sources where the risk associated with groundwater contamination is greatest.

In general, SPZs are defined around public water supplies. There is also a default source protection zone of 50m radius given to all other sources of water supply.

Information supplied by the Environment Agency indicates that there are no defined SPZs within a 2km radius of the development site.

8.3 Landfill

Information sourced from the Environment Agency online database (accessed on 18/02/2016) indicates that there are sixteen historic landfill sites and three authorised landfill sites within a 2km radius of the development site as shown on Figure 6 and detailed in Table 4 and Table 5. Historic landfill sites are places where records of waste being received to be buried are now closed or covered. Authorised landfill sites are potentially active and regulated by the Environment Agency.

The closest landfill site to the development site is Biffa Wilnecote Landfill (Biffa Group Ltd) which is currently authorised under environmental permit (EPR/BV4975IN) to receive a variety of waste types. The licence to receive waste was granted in 1994 and the licence is still active to date. The southern and western areas of the completed excavations of Wilnecote Quarry have been previously backfilled by Biffa Group Ltd. Capping of these areas was completed around 2005 and no further landfill has occurred since this date.

The Environment Agency online database indicates that there has been no reported significant or major pollution incidents at the Biffa Wilnecote Landfill site. All of the landfill sites listed in Table 4, with the exception of Rush Lane Clay Workings and parts of Biffa Wilnecote Landfill are located within a different surface water catchment area to that draining to the development site. Consequently, it is considered that there is a very low risk of any discharge from the historic and authorised landfill sites draining into the development site via surface water runoff/watercourse.

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Three further historic landfill sites are adjacent to the current quarry area. These are Rush Lane Clay Workings; Hedging Lane Industrial Estate and Red Bank Quarry. These are noted to contain household and industrial waste. Although these are in close proximity to the quarry workings and in particular the Rush Clay Working site which abuts the current quarry excavation and the proposed extension area, no known issues with leachates are known to exist for the current quarry operations.

The application proposal includes part landfilling of the quarry void. This landfill will be with inert material derived from the sandstone overburden stripping from the extension area.

Table 4 Historic Landfill Sites within a 2km radius

ID on Waste Control Site Name Waste Type Licence Status Figure 6 Measures Industrial, Rush Lane Clay Unknown (none Closed (date 1 Commercial and Workings listed) unknown) Household Baggeridge Brick Unknown (none Closed 2 Inert and Industrial Works listed) (01/03/1994) Industrial and Unknown (none Closed (date 3 Hockley Quarry No. 3 Household listed) unknown) Industrial and Unknown (none Closed 4 Hockley Quarry No. 1 Household listed) (15/04/1974) Inert, Industrial, Commercial, Closed 5 Hockley Quarry No. 2 Household, Special Gas and Leachate (30/10/1996) (hazard properties) and Liquids/sludge Hedging Lane Unknown (none Closed (date 6 Household Industrial Estate listed) unknown) Unknown (none Closed (date 7 Red Bank Quarry Inert and Industrial listed) unknown) Tame Valley Allo ys Inert, Industrial and Unknown (none Closed (date 8 Limited Liquids/sludge listed) unknown) Unknown (none Closed 9 Tame Valley Alloys Inert and Industrial listed) (29/04/1994) Unknown (none 10 Town Wall Household Unknown listed) Unkno wn (none Closed 11 Fox’s Tip Inert listed) (30/03/1989) Unknown (none Closed (date 12 Glascote Tip Household listed) unknown) Unknown (none Closed (date 13 Land West Of Railway Unknown listed) unknown) Unknown (none Closed (date 14 Land East Of Railway Unknown listed) unknown) Gas Closed 15 Middleton Hall No. 4 Inert and Industrial (11/03/1994) Ever 1276 Ltd Two Unknown (none Closed (date 16 Industrial Gates Landfill Site listed) unknown)

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Table 5 Authorised Landfill Sites within a 2km radius ID on Figure Site Name Waste Type Licence Status 6 Biffa Wilnecote Landfill Effective (issued 17 Waste landfilling EPR/BV4975IN 23/11/1994) 18 Kingsbury Landfill Waste landfilling Effective Co -Disposal landfilling 19 Biffa Dosthill Landfill Site (mixture of hazardous and Issued (01/01/1997) non-hazardous waste)

8.4 Significant Pollution Incidents

Information sourced from the Environment Agency online database (accessed on 19/02/2016) indicates that there are three recorded pollution incidents within a 2km radius of the development site as presented on Figure 6 and detailed within Table 6.

Table 6 Significant Pollution Incidents within a 2km radius ID on Impact to Impact to Figure Date Pollutant Type Impact to Air Water Land 6 Contaminated 20 29/05/2004 Minor Significant No impact Water Sewage 21 27/11/2005 Significant No impact Minor Materials 22 27/11/2005 Oils and Fuel Significant Minor Minor

None of the pollution incidents detailed within Table 6 are associated with or have impacted upon the current workings or operations at Wilnecote Quarry.

8.5 Active Discharge Consents

Information sourced from Environment Agency indicates that there are a total of ten active discharge consent records within a 2km radius of the development site.

Six of the discharge consents have attributed National Grid References. However, the remaining four discharge consent records do not contain grid reference information and are therefore not shown on Figure 6. In addition to this, Wilnecote Brickworks has an environmental permit (No. A2-P1/2014) issued by Tamworth Borough Council allowing the discharge of surface water from the factory site. Details of all eleven discharge consents are provided in Table 7.

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Table 7 Active Discharge Consents within a 2km Radius

ID on Site Address Discharge Type Figure 6 23 Wilnecote Quarry, Dosthill, Tamworth Quarry Discharge Storm sewage overflow 24 Proposed Housing Site, Hockley, Tamworth (Domestic – multiple properties) 25 Kingsbury Works, Dosthill, Tamworth Undefined or Other Domestic Property 26 Mountside, Slade Lane, Dosthill, Tamworth (single) Domestic Property 27 Dosthill House Hall, Twogates, Tamworth (single) 28 Kingsbury Colliery Development, Freasley Lane, Kingsbury, Tamworth Undefined or Other 29 Wilnecote Brickworks, Dosthill, Tamworth Surface Water Drainage Sewerage network – * High Street, Dosthill Combined Sewer Overflow water company Sewerage network – * Wilnecote, Tamworth water company * Freasley Sewage Treatment Works, Freasley, Tamworth, B78 2EY Sewage Disposal Works Sewerage network – * Pumping Station, Tamworth Road, Dosthill, Tamworth Pumping Station * Not shown on Figure 6

8.6 Licensed Abstractions

There are no licensed water abstractions within a 2km radius of the development site. There are also no crown exempt abstraction licences within a 2km radius of the development site.

8.7 Registered Private Water Supplies and Protected Rights

The 2km search radius of the development site encompasses three separate council areas. A search of Tamworth Borough Council (TBC), Lichfield District Council (LDC) and North Warwickshire Borough Council (NWBC) registers of private water supplies has been undertaken in order to identify any registered unlicensed private water supplies within a 2km radius of the development site.

All three councils have searched their databases and have confirmed that they have no registered unlicensed private water supplies within a 2km radius of the development site. However, there may be other ‘potential’ unregistered private water supplies within a 2km radius of the development site as it is not compulsory to register a private water supply when abstracting less than 20m 3/day. Potential unregistered private water supplies are highlighted on Figure 6.

Two potential unregistered private water supplies were identified by reviewing the BGS Geoindex database and are highlighted on Figure 6. A borehole installed at Whateley Lane Farm in the Upper Coal Measures pumps around 3m 3/hr and a 2m shaft is recorded to have been constructed in 1979 at a property near Whateley.

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9 WATER MANAGEMENT PLAN

9.1 Current Water Management

The current extraction area incorporates a sump in order to capture runoff and incident rainfall entering into the excavation and to allow pumping of accumulated water out of the working void. Water captured within the void is currently pumped via a 6 inch pipe to a silt-settlement pond situated to the north of the current excavation (Figure 3).

Decanted water from the silt-settlement pond is discharged via a 4 inch pipe pumped system into an open channel at the permitted discharge point. The current discharge location is highlighted on Figure 3. The current permitted discharge is for a maximum daily rate of 2000m 3 and a maximum instantaneous rate of 23 l/s.

None of decanted water within the settlement ponds is utilised for mineral washing or wheel washing. The silt-settlement pond is routinely inspected and cleared out. The use of flocculants is currently being explored to aid the silt settlement process.

The silt settlement pond arrangement is currently being altered. Planning permission has been granted for two new settlement ponds located adjacent to the existing pond. The new ponds are larger and will allow a greater capacity for balancing water and settling suspended solids.

The current material stockpile area is bunded principally to provide a visual barrier but also to allow for the control of runoff.

Surface runoff and drainage around the periphery of the current excavation is generally directed away from the excavation area by means of landforming or by drainage channels. Based on the natural topography, it is considered that historically a small watercourse existed in the northern section of the current excavation area and that this was diverted around the northern boundary of the excavation to allow the excavation to occur. Aerial imagery suggests that this divert was pre 1999 prior to being owned by Forterra. This water course does not interact with the quarry silt settlement pond and will not do so for the two new ponds being built.

Toe drains are located along the southeastern boundary of the current excavation. As previously mentioned, these toe drains capture groundwater that is seeping from the Halesowen sandstones at the boundary between the Halesowen Formation and Etruria Marl Formation. This serves two purposes; 1) to provide slope stability to the quarry slopes for the underlying Etruria Marl by removing seepage water and 2) allows clean water to be directed away by gravity from the quarry sump area. The toe drain discharges into the water course on the northern boundary of the quarry excavation.

There is no mains foul sewer located at the quarry site. Foul sewage is managed at the main brick manufacturing site which dispose of foul waste to the Severn Trent Water foul sewer network.

9.2 Proposed Water Management

Mineral will be worked in 3 extraction phases as shown in Appendix A commencing in the east and progressing southwards.

Mineral stockpiling will be located in its current location with surface water runoff managed as per the existing set-up.

No new areas of hardstanding will be created at the development site.

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Overburden removed from the proposed extraction area, to allow for the recovery of clays, will be placed in the current quarry void in filling the void to a ground level of circa. 65 – 75mAOD.

As per the current operations, a toe drain will be located at the interface of the Halesowen Formation and the Etruria Marl that will direct water to the northern watercourse. The toe drain will be extended during each phase.

Soils stripped from the proposed extraction area will be formed into bunds on the southern boundary of the development site. These soils will provide a temporary visual bund for the quarry workings but will ultimately be used as topsoils for the quarry restoration, once overburden has been placed within the current quarry void. During soil movement and mounding, best practice guidance will be followed.

During Phase 1 infilling, the current sump area will be infilled and a new sump will be relocated in the northeastern section of the current quarry void. The new sump level will also be raised to 43mAOD. This will continue to provide a means of capturing water entering into the excavation. Water captured within the void will be pumped to the two new settlement ponds to the north of the development site. Decanted water from the lagoon will then be discharged via a pumped system to the permitted discharge location. As per the current operations, the new settlement ponds will be routinely inspected and cleared out.

During Phase 2, infilling will raise the sump level to circa. 53mAOD and elongate the sump area southwards. During Phase 3, infilling will raise the sump level higher to 60mAOD.

All surface water runoff from the worked area will be captured by the void, whilst runoff from infill areas will be directed to the void until restoration has been established.

The foul sewer provided by the brick manufacturing factory will still be used for the development site as per the current system described in section 9.1

9.3 Restoration Strategy

A concept plan of the proposed restoration is provided in Appendix D. Progressive restoration will see the development site restored to grassland. The landform will maintain a lake area with a base level of 60mAOD with a standing water level of circa. 67.5mAOD maintained by a controlled outlet.

A outfall will be created in the northern section of the restoration area that will allow water to exit the lake. This will outfall to the culvert that borders the northern boundary of the current brick stockyard area.

10 FLOOD RISK ASSESSMENT

This FRA has been written and submitted in accordance with National Planning Policy Framework (NPPF) [Ref. 7] and the accompanying online resource, Planning Practice Guidance: Flood Risk and Coastal Change [Ref. 8].

The principal objectives of this assessment are to demonstrate that the proposed extension to the existing quarry will not increase the risk of flooding or vulnerability to flooding at the site or elsewhere.

10.1 Flood Zones

The proposed quarry extension area is located entirely within Flood Zone 1 (annual flood probability of less than 0.1%) as highlighted on the Environment Agency Rivers and Sea Flooding Map presented in Figure 7.

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This flood zone classification reflects the elevated position of the proposed extension area and distance away from local watercourses.

10.2 Sequential and Exception Test

The Sequential Test defined within NPPF [Ref. 7] gives guidance on the appropriate types of development that can take place within specific flood risk zones. The purpose of the Sequential Test is to direct certain types of new development to areas at the lowest probability of flooding.

The flood risk vulnerability classification of the proposed quarry extension area is classified in NPPF as ‘Less Vulnerable’. The proposed quarry extension area does not increase the current flood risk vulnerability classification of the existing quarry. This is the least flood-vulnerable of all vulnerability categories and as such a high degree of flood resilience is expected. The quarry extension area is considered appropriate for Flood Zone 1.

NPPF indicates that the Exception Test is not relevant to the proposed quarry extension.

10.3 Strategic Flood Risk Assessment

District-wide information on flood risk has been obtained from the Tamworth Borough Council (TBC) Council Level 1 Strategic Flood Risk Assessment (SFRA) [Ref. 9]. The SFRA provides a detailed and comprehensive assessment of the extent and nature of the risk of flooding and its implications for land use in the district.

The SFRA indicates that the district has a history of flooding associated with the River Tame and River Anker. Notable flood events include June 1955, December 1992 and summer 2007. These flood events principally affected the nearby residential area of Fazeley, which is situated circa. 3km north-west of the proposed quarry extension area in proximity to the River Tame. However, the SFRA makes no reference to any reported historical or recent flood events or local drainage issues at the existing quarry or extension area.

10.4 Potential Sources of Flood risk

10.4.1 Risk of flooding from the sea (Tidal)

The proposed quarry extension area is substantially inland and not at risk of flooding from the sea. None of the watercourses located in the vicinity of the site are tidally influenced.

10.4.2 Risk of flooding from rivers and streams (Fluvial)

The EA Rivers and Sea Flood Map (Figure 7) indicates that the extension area is located entirely within Flood Zone 1; at a low risk of fluvial flooding. The extension area is situated a substantial distance away on significantly higher ground relative to the three primary watercourses in the local area; the River Tame, River Anker and Kettle Brook.

It is therefore considered that there is no risk of fluvial flooding from either the River Tame, River Anker or Kettle Brook.

There are no further watercourses or local drainage ditches that pose a risk of flooding to the extension area.

10.4.3 Risk of flooding from groundwater

The TBC SFRA indicates that there have been no major reported groundwater flooding events within the boundary of the site or within the surrounding local area. Detailed OS mapping indicates that no springs are recorded to exist within the boundary of the proposed quarry extension area.

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Groundwater within the development site will be controlled by means of pumping and toe drains and has been in practice for many years at the current excavation area.

Basal levels for the quarry sump area have been calculated by GWP consultants in order to avoid ground heave. The base level for the development site will be above the calculated level.

Therefore, providing basal levels are maintained above the calculated “heave level” and that water is managed in the excavation as per the current practice, then the risk of groundwater flooding is considered to be none.

10.4.4 Risk of flooding from surface water (Pluvial)

Figure 8 shows an extract of the EA Surface Water Flood Map for the site and surrounding area. The EA categorise the risk from surface water flooding using the following four categories: • High – Greater than a 3.3% probability of occurrence in any given year; • Medium – Between a 1%-3.3% probability of occurrence in any given year; • Low – Between a 0.1%-1% probability of occurrence in any given year; and • Very Low – Less than a 0.1% probability of occurrence in any given year.

Figure 8 shows surface water flooding within the current quarry void. Runoff entering into the void travels along haul roads and collects in the sump area where it can accumulate safely before being discharged via pumping.

Figure 8 also shows the watercourse on the northern boundary. The current route of the water course and the associated topography does not facilitate a route into the excavation during a storm event.

Given the above, the risk of flooding from surface water at the proposed extension area is considered to be very low.

10.4.5 Risk of flooding to / from public sewers

The quarry site does not connect into or intersect any local public sewer network. Severn Trent Water are responsible for maintaining their public sewer assets in the Wilnecote area, so the probability of a public sewer failing in the local area is considered very low.

The potential risk of a public sewer failing, resulting in flooding to the extension area, is considered be none based on the elevated position of the extension area in relation to the built-up area of Wilnecote to the north.

10.4.6 Risk of flooding to / from artificial waterbodies

There are no canals, reservoirs or any other artificial waterbodies within the vicinity of the proposed extension area. The closest canal to the extension area; the Coventry Canal is located some 3km northwest.

It is therefore considered that there is no risk of flooding from canals, reservoirs or and other artificial waterbodies to the proposed extension area.

10.4.7 Risk of flooding to / from roads

It is considered that runoff generated over Hockley Road and Rush Lane will drain directly to the respective existing highway drainage systems. Runoff will not drain into the extension area due to the gradient and camber of these roads.

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Surface water runoff generated over the extension area will drain directly to the quarry void as per current quarry operations and will not drain informally to either Hockley Road or Rush Lane.

It is therefore considered that the risk of flooding to and from roads in the local area including Hockley Road and Rush Lane is none.

10.4.8 Restoration flooding

The proposed restoration area will incorporate a lake feature with a controlled outflow. Runoff generated within the restored area will drain to the lake area before discharging. The discharge will be to the northern boundary watercourse that runs adjacent to the northern boundary of the brick stockpile yard.

The quarry void has provided attenuation of surface runoff for many years. Therefore, any discharge from the restoration area will take this into consideration and outflows will be controlled so as not to cause flooding downstream. Outflow structures will provide a means to attenuate runoff during storm events with discharges equal to or less than the greenfield runoff rate or within keeping of the downstream watercourse capacity during storm events, whichever is the lesser.

Therefore, provided that control measures are in place for the discharge from the restoration area, the risk of flooding from the restoration area is considered to be none.

10.4.9 Dry Islands and dry access / egress

Based on the location of the quarry entirely within Flood Zone 1, a dry access / egress route during a 1 in 100 year (+30% climate change allowance) storm event will always be available.

10.4.10 Flood Risk Summary

A summary of the potential sources of flood risk detailed in Section 10.4 is highlighted in Table 8.

Table 8 Summary of Potential Flood Risk Potential Risk Flood Source None Very Low Low Medium High Tida l X Fluvial X Pluvial X Groundwater X Public Sewers X Artificial Waterbodies X Roads X Restoration X

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11 HYDROLOGICAL / HYDROGEOLOGICAL IMPACT ASSESSMENT

11.1 Assessment Methodology

A hydrological / hydrogeological impact assessment for the proposed development has been carried out using a Source-Pathway-Receptor (S-P-R) approach described in GL III [Ref. 10] and using the existing quarry operations as an analogy to potential future impacts. Where S-P-R linkages have been identified, the sensitivity of the receptor, magnitude of impact and significance of effect has been considered in order to assess the overall impact.

11.2 Hazard Identification

The data review has identified sensitive receptors that may be impacted upon by the proposed development.

• River Tame and associated wetlands; • Local watercourses – Kettle Brook and Dosthill Brook • Historic and active landfills; • Registered private and public water supplies • Potential unregistered private water supplies within 2km of the development site; • Open water body and small watercourse to north of site • Ground heave of quarry sump • Slope stability of Etruria Marl quarry slopes • Local Nature Reserves • Sites of special scientific interest • Groundwater contamination

11.3 Groundwater and Surface Water Impacts

No licensed or registered private groundwater supplies exist within 2km of the proposed extension area. However BGS borehole records exist at two properties within the search radius and these are considered potential private water supplies with one potentially abstracting from sandstones within the Halesowen Formation and the other potentially abstracting from the Upper Coal Measures as described in Section 8.7.

The potential abstraction from the sandstones is the 2m shaft at the property near Whateley. This is located some 800m away from the current sandstone exposure in the quarry and would be circa. 650m away from the proposed sandstone exposure in the development area. Given this distance and that groundwater levels for the sandstones within the proposed extraction area have been recorded at the boundary of the sandstones and Etruria Marl, it is considered that this potential abstraction would not be impacted upon by the proposed development.

Given the nature of the proposed development, it is considered that groundwater levels within the Upper Coal Measures will be unaffected by the development and as such the potential abstraction from the Upper Coal Measures would not be impacted upon.

Historic and active landfills exist within 2km of the proposed extension area. The closest landfills are located abutting the western and southern side of the existing quarry. To date there has been no issues with the landfills or leachates entering into the current quarry area. Groundwater movement within the vicinity of the landfills and the extension area is inhibited by the low permeability of the clays of the Etruria Marls which are likely to be acting as a liner to the landfills. At the proposed extension, a standoff will be provided from the landfill to maintain a “liner” between the landfill and the excavation. As a result, it is considered that there will be no impact to or from the proposed workings on the surrounding the landfill.

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The primary surface water features within the vicinity of the quarry includes the River Tame (and associated wetlands) and its tributary the Kettle Brook. The River Tame is situated on low permeability mudstones of the Merica Mudstone Group to the west of the quarry. Through extensive faulting and uplift, the Mercia Mudstone group abuts the Middle Coal Measures that outrcrop to the west of the quarry. The low permeability nature of the Mercia Mudstone Group, Middle Coal Measures and the Etruria Formation would limit groundwater movement and in essence the River Tame groundwater system would be distinct to that of the quarry. Therefore the River Tame is not considered to be impacted by the proposed workings.

The Kettle Brook, located 1.5km away from the proposed extension area, is likely to receive groundwater recharge from the Halesowen Formation (underlying its alluvium). However, its recharge volume is not impacted by the limited seepage volume taking place along cut sandstones faces of the existing quarry and therefore is not considered to be impacted by the proposed extension area.

Locally, a small water course and pond exist adjacent to the north of the proposed extension area. During the site visit on 23 February 2016, the water course was observed to have a small trickle flow from an upgradient pond at an elevation of 91mAOD. This is circa. 10m above the inferred phreatic surface and water strikes recorded during the 2014 exploratory drilling. The toe drain for the sandstones at the quarry currently feeds into this watercourse circa. 140m downstream of the pond. This will continue to be the case for the extension area. The pond sits in a basin within a valley location and is considered to be fed by surface water runoff. Post restoration, water from the restoration area will also flow into this watercourse further downstream. The outflow from the restoration will be controlled so that the restoration area provides storm attenuation and flood risk mitigation. Given the above, it is considered that there would be no impact upon the watercourse by the proposed development.

There are SSSI’s and Local Nature Reserves at circa. 2km from the development site. It is considered that any impact to these sites is unlikely and would have already manifested for the current quarry extent. The local watercourse that the quarry discharges into flows through Dosthill Nature Reserve and therefore, has the potential to be impacted upon. However, the quarry discharge is currently regulated with a discharge permit and the quarry treats water prior to discharge, with discharge occurring from a pumped system. To date, there has been no issues relating to this discharge and impacts to the Dosthill Nature Reserve. The water discharging to the local watercourse from the restoration area will be clean water and as mentioned will be discharged at a controlled rate. Given the above, it is considered unlikely that there would be impacts to the SSSI’s and the Local Nature Reserves as a result of the proposed development.

The quarry has the potential for ground heave to occur should the sump be excavated below a calculated level. The sump for the proposed extension will be above that of the current extraction area. As the extraction progresses, the sump level will also be raised due to infilling. On this basis, it is considered that there will be no impact as a result of ground heave in the sump areas.

The quarry can experience slope stability issues on the Etruria Marl quarry slopes due to seepage water from the overlying sandstones of the Halesowen Formation. This is currently managed by toe drains at the base of the overlying sandstones. This will continue to be the case for the proposed extraction and as such there would be no impact to the slopes of the quarry.

Sediment mobilisation has the potential to occur from the mineral stockpiling area. The mineral stockpile area for the proposed development will be located in its current location. This location is bunded and controls runoff leaving the site. To date, there have been no issues with sediment mobilisation and runoff from this area. This will continue to be the case for the proposed development.

Soils and overburden stripped from the extraction area have the potential to mobilise and impact off site. The soils and overburden stripping will be undertaken in such a manner that should soils and overburden

P:\Forterra Wilnecote (1960)\Reporting\HIA-FRA r1.docx Page 21 of 24 Rev: 12/07/16 Envireau Water become mobilised that these are contained within the quarry extraction area and that they do not have a pathway to enter into the local watercourse or offsite drainage pathways. No overburden or soils will be removed from site and overburden will be placed within the current extraction area. Soils stripped from the proposed extraction area will be formed into bunds. During soil movement and mounding, best practice guidance will be followed. As part of this best practice, soil mounds will be seeded at the first available opportunity to encourage vegetative growth and soil stabilisation. As such, it is considered that there will be no impacts from the soil stripping and bunding.

11.4 Chemicals, Fuel and Oil

The development site will be operated according to best management practice and conform to ISO 14001 standards in order to protect the surface and groundwater systems as per current operations. This will include the appropriate management / storage of fuel, effluents, oils, lubricants and chemicals as described in an approved environmental management system.

The storage of oils, fuels, lubricants and chemicals will all be contained within impervious bunds at the main brick manufacturing site to a capacity of at least 110% of the tank capacity in order to contain any spillage in the unlikely event of the tank walls being breached. Containers for chemicals and fuel will be kept closed and in a secure location such that they cannot leak into the surface water or groundwater systems. Oils, fuels, lubricants and chemicals will not be stored at the development site. Vehicle maintenance will occur within designated areas at the main brick manufacturing site as per current operations that will allow for the containment of spillages from oils, fuels or lubricants.

Vehicle parking, and essential infrastructure will all remain at the main brick manufacturing site. No infrastructure or plant buildings will be constructed at the development site.

Environmental best practice is currently undertaken at Wilnecote Quarry and will be maintained and adhered to at the development site. It is considered that the risk to the water environment from potential spillages / uncontrolled discharges is ‘very low’.

12 SCHEME OF MONITORING

It is considered that based on the findings to date that the current scheme of monitoring water levels within the Etruria Formation at the existing quarry is appropriate and can be applied to the proposed extension area.

It is intended that monitoring of groundwater levels at the existing quarry and proposed extension area will continue until restoration is complete and that data will be collected and maintained in an appropriate manner.

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13 CONCLUSIONS

The sandstones of the Halesowen Formation at the extension area are mostly unsaturated with water levels at the base of the formation. At the base of the Halesowen Formation, the Etruria Marl acts as a barrier to groundwater flow and therefore, recharge and downward movement of water will be impeded promoting the lateral movement of groundwater.

The proposed extension will not deepen the quarry beyond the current depth with basal levels progressively getting higher as infilling occurs.

Given the longevity of the current workings, the groundwater levels of the Etruria Marl and Halesowen Formation are considered to be in a relatively steady state. The quarry water management system is also well established. Therefore, the quarry operations have become a part of the established surface water and groundwater system and have not caused issues to the neighbouring environs to date. In essence, the current quarry operations have become a part of the established surface water and groundwater system. Extraction at the development site is analogous to the current operations and will be undertaken using the same operational procedure.

Water captured within the extension area quarry void will be pumped to settlement ponds located at the existing quarry site. Decanted water from the settlement ponds will be discharged into a surface drain at the consented discharge location (Discharge consent permit No. T/16/20602/T). This drain enters into a culvert heading northwest before entering into Dosthill Brook. Recirculation of water from the development site to the main Wilnecote brick manufacturing area will not be undertaken.

Foul sewage will be managed by means of public foul sewer at the main Wilnecote brick manufacturing site as per current operations.

With the current and proposed drainage measures in place it is considered that surface water generated over the development site will not increase the risk of surface water flooding.

The nearest potential environmentally sensitive receptors are the local watercourses, landfills and any potential private water supplies.

This assessment has identified and evaluated impacts due to the quarry activities related to the water dependant features in the vicinity. The impacts of the current and proposed activities at the quarry are considered to be “none” provided that the current mitigation measures remain in place, are carried forward for the proposed development and are frequently assessed and adjusted, if required.

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14 REFERENCES

Ref. 1: Flood Estimation Handbook (FEH) CD-ROM3 (2010). Centre for Ecology and Hydrology, Wallingford.

Ref. 2: Method statement for the classification of surface water bodies (Version 3). Monitoring Strategy, January 2013. Environment Agency.

Ref. 3: River Basin Management Plan Glossary. December 2009. Environment Agency.

Ref. 4: British Geological Survey [BGS]; 1 inch to 1 mile scale. Sheet 154 (Lichfield)

Ref. 5: Wilnecote Quarry: Report on Eastern Extension Exploration Drilling 2014. April 2015. Terra Geological

Ref. 6: Soilscapes (Cranfield University). 2015. Cranfield Soil and AgriFood Institute. http://www.landis.org.uk/soilscapes/

Ref 7. National Planning Policy Framework. March 2012. Department for Communities and Local Government.

Ref. 8: Planning Practice Guidance: Flood Risk and Coastal Change. June 2014. Department for Communities and Local government.

Ref. 9: Tamworth Borough Council Strategic Flood Risk Assessment for Local Development Framework. Level 1 Volume 1. September 2009. Halcrow Group Ltd

Ref. 10: Green Leaves III - Guidelines for Environmental Risk Assessment and Management: Green Leaves III. Revised Departmental Guidance Prepared by Defra and the Collaborative Centre of Excellence in Understanding and Managing Natural and Environmental Risks, Cranfield University November, 2011.

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