Wredon & Wardlow Quarries

BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

26th June 2009

Report prepared for:

Tarmac Limited Tunstead House BUXTON Derbyshire SK17 8TG

Tel. 01298 768444 Fax. 01298 768454

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

26th June 2009

Report prepared by:

Gavin Chaplin B.Sc. M.Sc. Senior Hydrogeologist

Report checked by:

Henry Lister B.Sc. M.Sc. Senior Hydrogeologist

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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Wredon & Wardlow Quarries, Nr. Cauldon Low, Staffordshire Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

CONTENTS Page Number

EXPERIENCE & QUALIFICATIONS

1 INTRODUCTION...... 1

1.1 Background...... 1 1.2 Aim, Scope and Methodology of Assessment...... 1 1.3 Data Sources...... 2 1.4 Report Structure...... 4

2 BASELINE STUDY...... 5

2.1 Site Location & Access...... 5 2.2 Existing Workings...... 5 2.3 Existing Depth Restrictions...... 6 2.4 Topographic Setting & Adjoining Land Use...... 6 2.5 Designated Sites...... 7 2.6 Landfill Sites...... 7 2.7 Geology...... 7 2.7.1 Regional Geology...... 8 2.7.2 Local Geology...... 9 - Lower Carboniferous (Dinantian) and Older...... 9 - Upper Carboniferous (Namurian)...... 10 - Triassic...... 10 - Tertiary...... 10 - Quaternary...... 11 2.7.3 Geological Structure...... 11 2.7.4 Mining...... 12 2.8 Hydrology...... 12 2.8.1 Metrological Data...... 12 2.8.2 Surface Water Catchments...... 14 2.8.3 Surface Watercourses...... 14 2.8.4 Surface Waterbodies...... 15 2.8.5 Flooding...... 15 2.9 Hydrogeology...... 16

BCL Document Reference: C/TL/W&W/EIA08.002 26th June 2009 Consultant Hydrogeologists Limited Wredon & Wardlow Quarries, Nr. Cauldon Low, Staffordshire Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

2.9.1 Aquifer Characteristics of the Carboniferous Limestone...... 16 2.9.2 Aquifer Recharge...... 18 2.9.3 Regional Groundwater Flow...... 18 - Proven Karstic Drainage within the Wider Area...... 19 2.9.4 Local Aquifer and Groundwater Characteristics...... 19 - Proven Karstic Drainage within the Local Area...... 20 - Reconnaissance Survey...... 20 - Site Piezometers...... 20 - Kevin Quarry Piezometers...... 22 - Groundwater Levels and Flow Direction within the Mass of the Limestone...... 22 - Depth to Groundwater within the Mass of the Limestone...... 24 - Seasonal Groundwater Level Variation...... 24 - Abstractions...... 25 - Water Resource Availability (CAMS)...... 26

3 THE PROPOSED DEVELOPMENT...... 27

3.1 Overview...... 27 3.2 Quarry Operations...... 27 3.3 The Phased Extraction Programme...... 28 3.3.1 Phase 1...... 28 3.3.2 Phase 2...... 28 3.3.3 Phase 3...... 28 3.4 Restoration...... 29 3.5 Water Management During Extraction...... 29 3.5.1 Phases 1 & 2...... 29 3.5.2 Phase 3...... 29 3.6 Water Management following Restoration...... 31

4 IMPACT ASSESSMENT & MITIGATION MEASURES...... 33

4.1 Background...... 33 4.2 Generic Potential Impacts...... 33 4.3 Potential for Impact upon Groundwater Levels and Flow...... 34 4.3.1 Operational Phases 1 & 2...... 34 - Position of Workings in relation to the Watertable (i.e. groundwater held within the mass of the Limestone)...... 34 - Potential for Interception of Karst Conduit Flow...... 34

4.3.2 Operational Phases 3...... 37 4.3.3 Transfer Licensing...... 37 4.3.4 Restoration...... 38 4.4 Potential for Derogation of Groundwater Quality...... 39 4.5 Potential for Derogation of Surface Water Quality...... 41 4.6 Flood Risk...... 41

5 SUMMARY & CONCLUSIONS...... 43

TABLES Table 1: Summary Details of SSSI local to the Proposed Development 7 Table 2: Summary Regional Stratigraphic Sequence 8 Table 3 Area LTA monthly rainfall and potential transpiration (mm) 13 Table 4: Derivation of Effective Rainfall for Various Surfaces using the Grindley Water Budget Method 13 Table 5: Licensed Abstractions 25

FIGURES (all figures are included at Appendix 2) Figure 1: Site Location Figure 2: Current Topographic Survey & Extant Pre-Eminent Planning Boundaries Figure 3: SSSI Boundaries Figure 4: Location of Landfill Sites Figure 5: Published Geological Mapping Figure 6: Catchment Boundaries & Surface Watercourses Figure 7: Known & Inferred Karstic Features Figure 8: Average Groundwater Levels measured within Site & Neighbouring Piezometers Figure 9: Maximum Groundwater Levels (95th Percentile) measured within Site & Neighbouring Piezometers Figure 10: Depth to Groundwater from Existing Ground Level During Average and Maximum (95th Percentile) groundwater Levels Figure 11 Groundwater Level Hydrographs from Site & Neighbouring Observation Piezometers

Figure 12: Groundwater Level Hydrographs from Piezometers installed at Kevin Quarry Figure 13: Location of Licensed & Unlicensed Abstractions Figure 14: Phasing of Proposed Development and Proposed Extent & Depth of Workings at Exhaustion of Mineral

APPENDICES Appendix 1: References Appendix 2: Figures Appendix 3: SSSI Citations Appendix 4: Geological Logs for Piezometer Boreholes Appendix 5: Groundwater Level Data from Piezometers Appendix 6: Preferred Fluids Handling Procedures

BCL CONSULTANT HYDROGEOLOGISTS LIMITED

EXPERIENCE & QUALIFICATIONS

BCL is an independent consultancy specialising in all aspects of hydrogeology and hydrogeology as they relate to minerals extraction, water supply and environmental issues.

Gavin Chaplin (the author of this report) holds a first degree [Geology] conferred by Keele University, 1990 and a Master of Science Degree [Groundwater Engineering], Newcastle University, 1993.

The staff of BCL have provided specialist services and advice to the extractive industry since 1990. During this time experience has been gained from involvement in the study of hydrogeological and hydrological systems in connection with planning matters at over 100 quarries throughout the United Kingdom and Ireland; including involvement with Tarmac’s Staffordshire Moorlands and adjoining Derbyshire Peak District operations extending over some 15 years.

This report has been prepared by BCL Consultant Hydrogeologists Limited with all reasonable skill, care and diligence, within the terms of the Contract made with the Client. The report is confidential to the Client and BCL Consultant Hydrogeologists Limited accepts no responsibility to third parties to whom this report may be made known. No part of this report may be reproduced without prior written approval of BCL Consultant Hydrogeologists Limited.

To reduce paper usage, this document has been formatted for double-sided printing.

BCL Document Reference: C/TL/W&W/EIA08.002 26th June 2009 Consultant Hydrogeologists Limited

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Wredon & Wardlow Quarries, Nr. Caulcon Low, Staffordshire Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

1 INTRODUCTION

1.1 Background

1.1.1 Tarmac Limited (Tarmac) is preparing a Consolidating Planning Application (the Application) in respect of Wredon and Wardlow limestone quarries (together referred to herein as the Site), Near Cauldon Low, Staffordshire.

1.1.2 Operations at the Site are currently authorised by a number of planning permissions (Permissions). These Permissions convey differing boundaries, expiry dates and depth limitations.

1.1.3 The Application seeks to regularise the existing Permissions into a single permission, under a revised programme of working and restoration (the Proposed Development). In so doing, the Application proposes that the currently consented lateral and depth limits should remain unchanged.

1.1.4 BCL Consultant Hydrogeologists Limited (BCL; the authors of this report) has been instructed by Tarmac to assess the potential hydrological and hydrogeological impacts associated with the Proposed Development. Instruction and project briefing was received from Wardell Armstrong Limited, agents for Tarmac, at a meeting held at their Stoke on Trent Offices, 4th September 2008.

1.1.5 This report presents the findings of a hydrological and hydrogeological Baseline Study and Impact Assessment that is intended to inform consultations both prior to submission of the Planning Application and during its determination.

1.2 Aim, Scope and Methodology of Assessment

1.2.1 The collection and interpretation of baseline data, together with a comprehensive review of previous study reports, has allowed the development of a conceptualised understanding of the nature of, and interactions between, the groundwater and surface water systems operating within and around the Site.

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1.2.2 This understanding has been employed to aid determination of the likely impacts of the Proposed Development upon the water environment. Significant potential impacts identified during the course of investigations have been addressed by the incorporation of mitigation measures into the design of the Proposed Development.

1.2.3 The scope of investigations has been informed by both mineral and local planning policies, which reinforce the need to pay due regard to the likely effect of development upon various aspects of the water environment.

1.2.4 Where appropriate, the assessment methodology has been informed by prevailing guidance, most notably including PPS25 Ref.1* (and its associated Practice Guide Ref.2) and Environment Agency Science Report SC040020/SR1 Ref.3.

1.3 Data Sources

1.3.1 Site specific data include the following:

i. Topographic surveying carried out at the Site by Tarmac. ii. Extant Planning Consents Plan, Tarmac Drawing No. K35/03a, January 2004. iii. Walk over reconnaissance of the Site (made by BCL on various occasions from 2000 onwards). iv. Results of mineral evaluation drilling carried out by previous operators of the Site, supplemented by piezometer borehole logs. v. Groundwater level data for the period November 1995 to February 1996 and January 2000 to present, from piezometers installed at the Site during October to November 1995. vi. Groundwater level data for the period March 1999 to present, from piezometers installed within the neighbouring Kevin Quarry, also operated by Tarmac. vii. Groundwater levels from an Environment Agency monitoring piezometer installed within the curtilige of the Site.

1.3.2 Published documents and other sources of information (from which, certain of the data above have sourced) that have been examined include:

* - See References included here at Appendix 1

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i. Ordnance Survey (OS): Topographic maps at scales of 1:50,000, 1:25,000, and 1:1,250. ii. British Geological Survey (BGS): Published 1:50,000 scale geological mapping, sheet-no. 124: Ashbourne. iii. Environment Agency (EA): a. “Policy and Practice for the Protection of Groundwater”. b. Source Protection Zone (SPZ) spatial mapping data. c. Radial search of licensed abstraction register. d. Flooding (spatial mapping data). e. Dove Catchment Abstraction Management Strategy (CAMS), February 2006. f. Register of Waste Disposal Sites. iv. Natural England (NE): Spatial mapping & citation information for Designated Sites of ecological interest.

1.3.3 Reports of previous geological and hydroegological investigations made available by Tarmac have also bee reviewed (See references 4 to 6 for details).

1.3.4 At the time of report preparation, in addition to topographic site surveys, information relating to the design of the Proposed Development, as supplied by Tarmac, comprises:

i. Wredon / Wardlow Complex, Phase 1 (Quarry Development Plan), Tarmac Drawing no. W69-08-D001, September 2008. ii. Wredon / Wardlow Complex, Phase 2 (Quarry Development Plan), Tarmac Drawing no.’s W69-08-D002, September 2008. iii. Wredon / Wardlow Complex, Phase 3 (Quarry Development Plan), Tarmac Drawing no.’s W69-08-D003, September 2008. iv. Wredon / Wardlow Complex, Drawing Reference W69 MPD.DXF, drawing illustrating quarry development to the maximum (currently) permitted depth of working. v. Assorted digital elevation data relating to the design of the Proposed Development.

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1.4 Report Structure

1.4.1 Baseline data concerning the topography, geology, hydrology and hydrogeology of the study area, which are drawn together to inform a conceptual understanding of the extant hydrogeological and hydrological regimes, are presented at section 2.

1.4.2 An account of the Proposed Development, including description of intended working methods, depths, elevations and water management measures ,both during operations and for the support of the proposed restoration, is given in section 3.

1.4.3 Assessment of the potential impacts of the Proposed Development and description of mitigation measures proposed to ameliorate significant such impacts are made in section 4.

1.4.4 A summary of the findings of hydrogeological and hydrological assessment together with report conclusions and recommendations are given in section 5. Unless otherwise stated, all diagrams referred to by this report are included as appendix 2.

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2 BASELINE STUDY

2.1 Site Location & Access

2.1.1 The Site is centred upon National Grid Reference (NGR) 40855, 34725, some 9.5 kilometres (km) west of Ashbourne and 5km north of Alton. The Site is accessed from the north, via a minor un-adopted road, off the A52 running between Ashbourne and Stoke on Trent. The Site location is illustrated at figure 1.

2.2 Existing Workings

2.2.1 The Site comprises two discrete voids, created by historical mineral extraction within the (Lower) Carboniferous Limestone, that are separated by a narrow intervening ridge. The ridge is oriented from south-west to north–east with Wardlow Quarry to its north-west and Wredon Quarry to its south-east.

2.2.2 The Site is tabular in form, being elongated for some 1.25km from north-west to south-east, attaining some 450m at its widest point from south-west to north-east. The area of the Site totals some 47.5 hectares (ha), of which some 43ha comprises quarry void.

2.2.3 Wardlow Quarry, which comprises the north-western section of the overall Site, occupies some 27.8ha and has been progressed to a general floor level some 40m below pre-extraction ground level. This equates to an elevation of 295 metres above Ordnance Datum (maOD). A large sump has been developed within the northern area of the quarry floor, to a level of some 275maOD.

2.2.4 Wredon Quarry, occupying the south-eastern area of the Site, has a void amounting to approximately 15.2ha, having been progressed to a floor elevation of some 290maOD. This equates to a maximum depth of some 50m below original ground level.

2.2.5 There are no substantial quarry plant currently installed within Wardlow Quarry, whilst a mineral processing and asphalt coating plant are present within Wredon Quarry. The Site is currently dormant, local aggregate production having been transferred to Tarmac’s nearby Cauldon Low Quarry.

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2.2.6 A current topographic survey for the Site is reproduced here at figure 2.

2.3 Existing Depth Restrictions

2.3.1 A complex series of extant Permissions relate to workings at the two quarries, having both overlapping vertical and overlapping lateral boundaries. The boundaries of the three pre-eminent Permissions are illustrated at figure 2.

2.3.2 The relevant Permissions restrict workings across the greater part of Wardlow Quarry to a maximum depth of 275maOD and across the majority of Wredon Quarry to 290maOD. The Permission authorising workings within the boundary area (i.e. the ridge between the two quarries) does not convey any depth limit.

2.4 Topographic Setting & Adjoining Land Use

2.4.1 The Site is excavated within a northwest to southeast trending ridge that forms part of the Weaver Hills. The ridge rises to the south-east, ranging between 300maOD and 371maOD (at Weaver Hill, NGR: 40948, 34639, some 600m distant).

2.4.2 To the southwest of the Site, ground levels fall steeply towards the River Churnet, where the valley floor, in the vicinity of Alton (NGR: 4071, 3426, 5km south), resides at around 105maOD.

2.4.3 Ground levels generally rise to the north-east of the Site (attaining 359maOD at Musden Low, NGR: 41185, 35008, 3.5km north-east), although the relief in this area is markedly less pronounced than to the south-west.

2.4.4 With the exception of lands directly to the South of the Site, which are occupied by Kevin Quarry (also operated by Tarmac), adjoining lands are dominated by agriculture; in the main comprising upland grazing pasture.

2.4.5 The neighbouring Kevin Quarry is also excavated into the Carboniferous Limestone, and is subject to a planning condition restricting the depth of working to 231.6maOD. Kevin Quarry consists of two principal sinkings. The current site survey shows the quarry floor elevation to be approximately 275maOD in its northern sinking and 238maOD within its southern sinking.

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2.5 Designated Sites

2.5.1 The locations of Sites of Special Scientific Interest (SSSI) local to the Proposed Development are illustrated at figure 3. Outline details, taken from the Natural England Citation Database, are given below at table 1. Full citations are included at appendix 3.

Table 1 Summary Details of SSSI local to the Proposed Development Site Distance & Direction from Type Summary Description Identification Proposed Development* Rue Hill 115m north Biological Fragmented parcels of calcicolous grassland (15WDB) upon re-vegetated former mineral workings. Primary interest derives from characteristic and diverse flora, including a number of nationally uncommon plants. Caldon Dales 840m north-northeast Biological Unimproved, traditionally managed calcareous and neutral grassland within steep-sided dry valley. Contains one of the largest surviving examples of meadow oat-grass. Many of the higher plants are infrequent or rare in the county. Caldon Low 1,580m north-northwest Geological Carboniferous Limestone section of considerable palaeogeographic and stratigraphic significance. Bath Pasture 1,920m southwest Biological A large, floristically rich, unimproved acid grassland with both dry and wet communities. Predominant acid grassland is complimented by a number of semi-natural habitats, including wet neutral grassland, swamp, scrub and woodland. Stanton 1,950m east Biological Extensive unimproved grassland, heathland and Pastures & deciduous woodland, notable for its size, Cuckoocliff diversity of habitats, range of grassland Valley communities ad floristic richness. Cauldon 1,970m north-northwest Geological Important cross-section through Namurian Railway Cutting Shales and Limestones. Swineholes 2,950m north-northwest Biological Black Heath: Mature Heather Wood & Swineholes Wood: Floristically rich flush / bog Blackheath communities. * - at shortest distance between Proposed Development and SSSI

2.6 Landfill Sites

2.6.1 The locations of known local Landfill Sites, as taken from the Public Register maintained by the EA, are illustrated at figure 4.

2.7 Geology

2.7.1 The geology within and surrounding the Site has been characterised by reference to the following data sources: i. Geological logs of mineral exploration boreholes drilled within the Site.

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ii. Logs from groundwater monitoring boreholes (piezometers) drilled within and surrounding the Site. iii. BGS publications.

2.7.1 Regional Geology

2.7.1.1 The Site lies at the south-westerly limit of the Lower Carboniferous (Dinantian) outcrop of the Peak District, in an area which is commonly termed the “Staffordshire Shelf’.

2.7.1.2 The distribution and form of regional geological strata, as presented by published BGS 1:50,000-scale mapping, is illustrated at figure 5. A summary stratigraphic sequence for the region is presented below at table 2.

Table 2 Summary Regional Stratigraphic Sequence Period Epoch Formation Description Approx Thickness Boulder Clay Highly variable, clayey, gravely or sandy. Highly Poorly sorted, argillaceous gravels and Alluvium, Variable Terrace Deposits commonly comprising gravel overlain by silt or fine- grained sand. Quaternary Quaternary Holocene & & Holocene Pleistocene Pleistocene Solifluction deposits consisting of an ill-sorted mixture Head Deposits of upslope materials, fluvially reworked in places. Sediments preserved by collapse into steep sided solution features within the Lower Carboniferous Limestones. These sediments usually consists of Pocket Deposits Namurian Mudstones, Triassic Siltstones and

Tertiary Tertiary Sandstones and the Brassington Formation; a collection of grey, red and green mottled clays and Pliocene & Earlier Earlier & Pliocene pebbly sands. Mercia Mudstone Group Mudstone and Siltstone with some Sandstone 100m

Triassic Triassic Red brown and yellow Sandstones and 200m to 250m Sherwood Sandstone Group Conglomerates Westphalian Interbedded Mudstones, Siltstones and Sandstones 100m to 400m (Coal Measures) with Coals and Seatearths

Upper Upper Interbedded Mudstones, Siltstones and Sandstones 500m to 600m

(Silesian) (Silesian) Namurian Carboniferous Carboniferous Pale grey, thickly bedded calcarenites passing 150m Kevin Limestones laterally into apron-reefs.

Carboniferous Carboniferous Milldale Variable sequence of medium and dark grey, well 400m Limestones bedded limestones with large knoll reefs locally Lower Lower Deposits formed by perecontemporaneous 80m to 100m (Dinantian) (Dinantian)

Carboniferous Carboniferous Rue Hill Dolomites dolomitisation of the lower part of the Milldale Limestone Redhouse Red-brown and grey-green feldspathic pebbly >150m Devonian Sandstone Sandstones with Mudstone and Siltstone bands.

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2.7.2 Local Geology

2.7.2.1 The strata present local to the Site and relevant to this assessment, are described from oldest to youngest below.

- Lower Carboniferous (Dinantian) and Older

2.7.2.2 The Carboniferous Limestone sequence of the area commences with the Rue Hill Dolomites. The lithology was formed by a penecontemporaneous phase of dolomitisation within the lower parts of the (overlying) Milldale Limestones.

2.7.2.3 The Dolomites were recorded within a deep borehole drilled by the BGS upon the southeastern margins of Cauldon Low Quarry, to the north of the Site. Known as the Cauldon Low borehole, drilling proved the thickness of the Lower Carboniferous in the vicinity of the Site to be between 500m and 700 m. The borehole indicated these deposits to be underlain by the Devonian Redhouse Sandstones, a sequence of red brown and grey green, feldspathic and pebbly sandstones.

2.7.2.4 The Site is excavated into the Lower Carboniferous (Dinantian) Kevin and the Milldale Limestones, the former overlying the latter.

2.7.2.5 The Milldale Limestones are a variable sequence of limestones that tend to be faintly to slightly weathered, very fine to coarse grained and strong.

2.7.2.6 The Milldale Limestone present in the vicinity of the Site varies from light / medium to dark grey with pinkish, brownish, greenish and yellowish tints. Thin clay horizons are present, which, may be associated with wayboards. Iron staining is common throughout this formation, and a broad 8m to 10 m thick bed of argillaceous limestone was also identified.

2.7.2.7 The Kevin Limestones are faintly to slightly weathered, light grey, very fine, to fine grained, strong limestones. Previous geological investigations Ref.5 identified discrete zones of dark reddish brown, slightly silty clay within the strata, which, as with the Milldale Limestones, may be associated with wayboards.

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2.7.2.8 To the south of the Site, within the area of Kevin Quarry, the Kevin Limestones attain a thickness of up to 180m. However, the limestone appears to thin northwards; a reduced thickness of some 80m to 150 m being present at Cauldon Low Quarry (NGR: 40775, 34895).

- Upper Carboniferous (Namurian)

2.7.2.9 The Namurian (Upper Carboniferous) deposits that overstep the Dinantian (Lower Carboniferous) Limestones to the west and southwest of the Site comprise alternating sequences of interbedded mudstones, siltstones and sandstones.

- Triassic

2.7.2.10 The Triassic deposits present at outcrop beyond Namurian strata to the south of the Site, comprise the Sherwood Sandstone Group and the lower horizons of the Mercia Mudstone Group (i.e. the Denstone Formation).

2.7.2.11 The Sherwood Sandstone deposits consist of sandstones and conglomerates, while the Denstone Formation comprises siltstone, mudstones and sandstones.

- Tertiary

2.7.2.12 Directly to the south and southwest of the Site lie four separate Pocket Deposits of Pliocene and earlier age. These deposits are sediments that have been preserved by virtue of their collapse into steep-sided solutional features within the Carboniferous Limestones.

2.7.2.13 These solutional features are palaeokarstic in nature Ref.7, being fossilised features that are decoupled from the present hydrogeological system of the area. The caverns into which these deposits have slumped would have been developed by solution during the Pliocene and early Pleistocene periods, and have since become relict (essentially hydraulically non-functional) due to erosional lowering of regional karst base levels.

2.7.2.14 Sediments present within the solutional pockets generally include Namurian mudstones, Triassic Siltstones and Sandstones and the Brassington Formation; a collection of grey, red and green mottled clays and pebbly sands.

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- Quaternary

2.7.2.15 Extensive periglacial Head deposits mantle the south and southwestern flanks of the Weaver Hills. These deposits result from glacial solifluction, being composed of an ill-sorted mixture of up-slope materials.

2.7.2.16 Extensive glacial drift deposits of Boulder Clay are present approximately 0.5km to the north of the Site. These deposits also tend to be highly variable in nature and can be clayey, sandy or gravely.

2.7.3 Geological Structure

2.7.3.1 As previously described, the Site is located within the Staffordshire Shelf area of the Peak District, within which, the Carboniferous Limestones that dominate the area, are characterised by gentle folding and generally low dips Ref.8.

2.7.3.2 The dominant structure in the vicinity of the Site is the Cauldon Low Anticline (CLA), which possesses an approximate north to south-aligned axis. The CLA plunges in both directions at an approximate dip of 110°, thus forming an elongated north to south dome. The eastern limb of the CLA possesses shallow dips, although it is poorly defined, while the western limb is much steeper dipping with beds inclined from 50° to beyond vertical Ref.9. The anticline is therefore partially recumbent in nature.

2.7.3.3 The axis of the CLA runs to the immediate west of the Site Quarry. Consequently it may reasonably be anticipated that Site may lie within the vicinity of its eastern limb. However, the angle of dip at the Site, which varies from some 10° to 20° in a southerly and southwesterly direction, suggests the presence of a syncline between the Site and the CLA axis to the west. The southwards plunge of the CLA suggests that the postulated syncline is lying in a similar fashion.

2.7.3.4 The form of outcrop of the Milldale and Kevin Limestones prior to mineral extraction at the Site tends to corroborate the presence of a syncline, the axis of which appears to lie some 0.5km to the east of the CLA (i.e. some 100m to 300 m northwest of the Site).

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2.7.3.5 Local to the Site, bedding planes within the Carboniferous Limestones dip in a number of directions varying from west-south-westerly to south-westerly, at angles of between 8° to 200°. Again, this is consistent with the presence of a syncline to the west.

2.7.3.6 Within the strata exposed by the two quarry voids comprising the Site, variations in localised dips are also observed that are due to faulting.

2.7.3.7 A major northwest to southeast-aligned fault, that downthrows to the southwest by an unknown degree, is situated to the immediate north of the Site. This fault is visible within the northeastern face of Wardlow Quarry, and partially visible in the eastern corner of Wredon Quarry. The fault has had the affect of locally juxtaposing the Kevin Limestones against the Milldale Limestones.

2.7.3.8 In addition to the major fault described above, investigations have suggested that the Site is affected by numerous, more minor, faults. However, identification and tracing of such faults over any distance is problematic due to the minimal amounts of associated downthrow.

2.7.3.9 Extremely well defined and persistent vertical joints of variable frequency affect the limestones within the Site, which are often observed to be infilled with clay.

2.7.4 Mining

2.7.4.1 A number of disused shafts are shown by published BGS mapping to be present to the south, between the Site and the Weaver Hill and Hudford Brook Risings. It is anticipated that these operations were associated with the extraction of ore formed by localised (hydrothermal) mineralisation. The limestones of the Staffordshire Shelf province lie outside the main ore-fields; consequently they are not generally significantly mineralised except for localised deposits of limited extent Ref.8.

2.8 Hydrology

2.8.1 Metrological Data

2.8.1.1 Long-term average (LTA) monthly rainfall data, taken from MAFF Technical Bulletin 34 (Area 15 East), are given at table 3 below.

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Table 3 Area LTA monthly rainfall and potential transpiration (mm) mm Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Area Average 65 51 49 48 58 52 60 71 62 61 73 64 714 Rainfall Potential 1 8 30 52 79 91 93 71 43 19 3 0 490 Transpiration

2.8.1.2 The above data have been complemented by further estimates for monthly effective rainfall derived using the method of Grindley Ref.10.

Table 4 Derivation of Effective Rainfall for Various Surfaces using the Grindley Water Budget Method rc = 75 (permanent grassland); PE – Well Watered Short Grass Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Rainfall 65 51 49 48 58 52 60 71 62 61 73 64 714 Pe 1 8 30 52 79 91 93 71 43 19 3 0 490 rf-Pe 64 43 19 -4 -21 -39 -33 0 19 42 70 64 dPsmd 0 0 0 4 21 39 33 0 -19 -42 -36 0 dAsmd 0 0 0 4 25 30.1 42.9 7 -19 -42 -48 0 Psmd 0 0 0 4 25 64 97 97 78 36 0 0 Asmd 0 0 0 4 29 59.1 102 109 90 48 0 0 Ae 1 8 30 52 83 82.1 102.9 78 43 19 3 0 502 Effective Rainfall 64 43 19 0 0 0 0 0 0 0 22 64 212 rc = 200mm (woodland); PE - Woodland Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Rainfall 65 51 49 48 58 52 60 71 62 61 73 64 714 Pe 1 8 30 52 79 91 93 71 43 19 3 0 490 rf-Pe 64 43 19 -4 -21 -39 -33 0 19 42 70 64 dPsmd 0 0 0 4 21 39 33 0 -19 -42 -36 0 dAsmd 0 0 0 4 25 30.1 46.6 17 -19 -42 -61.7 0 Psmd 0 0 0 4 25 64 97 97 78 36 0 0 Asmd 0 0 0 4 29 59.1 105.7 122.7 103.7 61.7 0 0 Ae 1 8 30 52 83 82.1 106.6 88 43 19 3 0 515.7 Effective 64 43 19 0 0 0 0 0 0 0 8.3 64 198.3 Rainfall Open Water Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Correction 1.43 1.14 0.92 0.95 0.91 1.02 1.24 1.37 1.47 1.99 2.29 1.95 Constants Ae 2.43 9.14 30.92 52.95 79.91 92.02 94.24 72.37 44.47 20.99 5.29 1.95 506.68 Effective 62.57 41.86 18.08 -4.95 -21.91 -40.02 -34.24 -1.37 17.53 40.01 67.71 62.05 207.32 Rainfall

2.8.1.3 To supplement the above data, average annual rainfall for the area of the Site has been obtained for the period 1985 to 1995 from the EA Cauldon Low Rainfall Station (No. 3570; NGR: 4058 3480). The gauging station resides at an altitude of 293rnaOD, and is situated some 2km to the northwest of the Site. Data for the stated period indicates an annual average rainfall total of 883mm per annum (mm/a).

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2.8.2 Surface Water Catchments

2.8.2.1 The surface water catchment boundaries local to the Site, as taken from data supplied by the Centre for Ecology and Hydrology (CEH) Ref.11 (formerly the Institute of Hydrology), are illustrated at figure 6.

2.8.2.2 At a regional scale, the Site is located in the Dove Catchment. At the local scale, the information supplied by the CEH indicates the Site to straddle a boundary between sub-catchments of the River Dove (northern Site area) and the River Churnet (southern Site area).

2.8.2.3 Quarrying beneath original ground surface has modified the local catchment; the areas of quarry void have effectively been removed from the surface water catchments illustrated at figure 6. Drainage of incident rainfall upon the quarry voids is made in accord with the local groundwater catchment (see later section 2.9).

2.8.2.4 Notwithstanding the foregoing, areas peripheral to the voids, including extensive overburden storage / screening mounds (to the west and south), and office / car- parking areas together with workshop and haulage yard areas (to the north), continue to drain in accord with the general surface water catchment patterns as illustrated at figure 6.

2.8.3 Surface Watercourses

2.8.3.1 The predominant watercourse in the vicinity of the Site is the River Dove. The Dove flows generally from north to south, some 5.3km southeast of the Site at its closest approach. Here, in the vicinity of Lower Ellastone (NGR: 41245, 34248), the floor of the river valley resides at around 95maOD.

2.8.3.2 As described, runoff from the northern peripheral Site area drains generally north- eastwards to the River Dove. This drainage is made via a network of northward flowing minor tributaries, which eventually coalesce to form the River Hamps, itself a tributary of the River Manifold. The Manifold meets the Dove at the foot Dove Dale at NGR 41453, 35032, some 6.5km northeast of the Site.

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2.8.3.3 Drainage from the southern margins of the Site travels generally southwards to the River Churnet. This drainage is made via the Hudford Brook, becoming the Hole Brook, which joins the Churnet at NGR: 40966, 34209, some 4.8km south of the Site. The River Churnet discharges to the River Dove between Rocester and Uttoxeter, at NGR: 41022 33761, some 9.2km south of the Site.

2.8.3.4 The Hudford Brook, which is the closest watercourse to the Site, rises to the southeast, within a narrow valley immediately to the east of Kevin Quarry. Groundwater provides the source of the Brook; the Hudford Brook and Weavers Hill Risings forming the headwaters for flow. The Hudford Brook becomes the Hole Brook, flowing southwards through Wootton Park toward the Churnet.

2.8.4 Surface Waterbodies

2.8.4.1 There are relatively few local surface water features shown on OS maps covering the area of outcrop of the Carboniferous Limestone. It is considered probable that this reflects the permeable nature of the strata, with relatively free vertical passage for incident rainfall to form recharge for groundwater.

2.8.4.2 Aside from ephemeral ponds contained within the floor of Wredon, Wardlow and Kevin Quarries, and a number of minor dewponds used for cattle watering, the closest surface waterbodies to the Site are a series of elongate ponds, known collectively as Canada Lake. These ponds are situated in Wootton Park, within the valley of the Hudford Brook to the east of Ramshorn, some 2.5km south of the Site.

2.8.5 Flooding

2.8.5.1 The Site lies within Flood Risk Zone (FRZ) 1 as defined by the EA Ref. 12. The EA have therefore determined that the likelihood of flooding each year (from rivers or the sea) at the Site is 0.1% (1 in 1000) or less. In addition, there have been no reported or observed incidents of significant flooding resulting from incident rainfall at the Site.

2.8.5.2 The closest areas of known flooding from surface water (FRZ 2 / 3a & 3b) reside within the valleys of the Churnet and the Dove, several kilometres distant from the Site.

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2.9 Hydrogeology

2.9.1 Aquifer Characteristics of the Carboniferous Limestone

2.9.1.1 As described, the Site comprises extractions within the Lower Carboniferous Limestone (The Milldale and overlying Kevin Dinantian Limestones).

2.9.1.2 Carboniferous Limestone typically possesses an extremely limited primary porosity (less than 1%). The dominant groundwater flow mechanism is fissure / fracture flow (i.e. groundwater movement is made through open cavities, such as fractures, fissures and joints).

2.9.1.3 Although mechanically strong, the Carboniferous Limestone can undergo solutional weathering (karstification) which, under certain circumstances, can produce caves (conduits) through which groundwater can flow preferentially.

2.9.1.4 Karstification has occurred within the vicinity of the Site. Recorded caves and related features situated in the vicinity of the Site are shown at figure 7.

2.9.1.5 Figure 7 also indicates the nature of the subterranean connections, or preferential flow routes, which exist within this area. This information has been taken from work presented by Gill and Beck Ref.13.

2.9.1.6 Although proven preferential flow routes exist within the local Carboniferous Limestone aquifer, the overwhelming volume of the aquifer comprises strata possessing tight fissures and fractures, where groundwater flow is extremely restricted.

2.9.1.7 Atkinson Ref.14 estimated that caves occupy less than 0.03% of the total cross sectional area of a Carboniferous Limestone aquifer. Consequently, the Carboniferous Limestone can be conceptualised as an aquifer where solutionally developed preferential flow routes dominate flow, while the vast majority of the aquifer’s storage is contained within the fractured and fissured rock mass.

2.9.1.8 Carboniferous Limestone aquifers are generally highly anistropic, hydraulic conductivities varying significantly with direction.

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2.9.1.9 Hydraulic conductivities parallel with the strike of the geological bedding are usually higher than those associated with the dip direction, since strike directed groundwater flow can utilise bedding planes, which are laterally continuous, whereas dip directed flow must utilise infrequent and discontinuous joints to pass through beds of the dipping limestone. For the Carboniferous Limestone aquifer of the Mendip Hills, a ratio of dip to strike hydraulic conductivity of 0.63:1 was found to be appropriate.

2.9.1.10 The mean bulk hydraulic conductivity of the Carboniferous Limestone aquifer, as determined by slug and pump tests, has been found to be some 0.21 metres per day (m/d) with a standard deviation ranging from 0.04m/d to 3.4m/d Ref.15.

2.9.1.11 A typical bulk, or primary, porosity of the Carboniferous Limestone aquifer has been defined as some 0.18% Ref.16, typically possessing a specific yield of between 1% and 3% Ref.17. The low storage volume within such aquifers is commonly reflected by the high seasonal watertable fluctuations and the peaky nature of borehole hydrographs, obtained within this rock Ref.18.

2.9.1.12 The Carboniferous Limestones of the Proposed Development and its region are classified by the EA as a Major Aquifer. This is due to the rock possessing significant fracturing, an extensive well-developed joint system and the potential for high bulk permeability.

2.9.1.13 The Namurian interbedded mudstones, siltstones and sandstones which overstep the Carboniferous Limestone to the west and south-west of the Site, and the Triassic deposits which lie to the south, are regarded as a collection of interbedded minor aquifers and partial, or complete, aquifuges (impermeable rocks incapable of absorbing or transmitting significant amounts of water) and aquicludes (rocks which may absorb large amounts of water but which, when saturated, are unable to transmit it in significant amounts).

2.9.1.14 At a regional scale, the younger deposits which flank the Carboniferous Limestone to the west and southwest of the Site are regarded collectively an aquitard (a much less permeable formation adjacent to a permeable aquifer).

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2.9.2 Aquifer Recharge

2.9.2.1 Effective rainfall (i.e. that part of rainfall remaining after accounting for reductions attributable to evaporation, evapotranspiration and soil moisture deficit), for the Site area has been estimated to be some 212mm/a.

2.9.2.2 It is recognised that effective rainfall enters into the Carboniferous Limestone aquifer from both allogenic (i.e. water which has flowed on to the limestone off neighbouring non-karst catchment area) and autogenic recharge (i.e. the direct percolation of rainfall incident upon the Carboniferous Limestone aquifer to the piezometric surface).

2.9.2.3 Concentrated allogenic recharge enters into the Carboniferous Limestone, having flowed off the Namurian deposits, at the swallets and sinking streams that are located on the western and south-western margins of the section of the aquifer local to the Site (figure 7).

2.9.2.4 The unsaturated zone of the strata possesses the potential for both concentrated and dispersed recharge Ref.19, due to the presence of the highly fractured, weathered subcutaneous zone typical of karstic aquifers.

2.9.3 Regional Groundwater Flow

2.9.3.1 Topographical and dye tracing information Ref.13 suggests that the Site may lie on a groundwater divide between the Churnet sub-catchment to the south and southwest (into which the Weaver Hill and Hudson Brook Risings discharge) and the River Hamps / Manifold sub-catchments to the north-east.

2.9.3.2 The foregoing is consistent with the mapping of surface catchment boundaries published by the CEH (figure 6). Whilst the published CEH data represents surface catchments, the mapping appears to incorporate the influence of the local karstic drainage systems, where those systems are known to interact and affect surface drainage.

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- Proven Karstic Drainage within the Wider Area

2.9.3.3 Within the River Hamps / Manifold catchment, dye tracing has demonstrated that two swallets and an active stream way within a cave, which lie to the immediate west of Cauldon Low Quarry, are connected to the Manifold River and Ilam Risings (a series of springs located upon the River Manifold, directly upstream from its confluence with the River Dove).

2.9.3.4 Two further swallets, lying to the north-east of the Site have proven connections to the Manifold River Risings. Dye-tracing results, together with geochemical characterisation Ref.20, indicates that well developed preferential flow conduits exist within this catchment, and that the dominant direction of groundwater flow is thus east-northeasterly towards the Manifold River.

2.9.3.5 Further to the east, groundwater flow within the Dove catchment also appears to be made in a east-northeasterly direction towards the River Dove. However, there is evidence of some release of groundwater along the strike of the strata, around the southern margin of the Carboniferous Limestone, where resurgences provide flow to the Dove via a number of minor tributaries.

2.9.4 Local Aquifer and Groundwater Characteristics

2.9.4.1 Information upon local groundwater characteristics within the Carboniferous Limestone of the Site has been gained from previous karstic mapping exercise, a Site reconnaissance survey and the drilling and subsequent collection of data from piezometers, both within the Site and the adjoining Kevin Quarry.

2.9.4.2 The data collected by Tarmac has been augmented by data collection from an Environment Agency piezometer situated adjacent the entrance to the Site from the A52.

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- Proven Karstic Drainage within the Local Area

2.9.4.3 Trace-proven conduit connections have been established between sinking streams at Ribden Swallets (305maOD) and Sallymoor Swallets (259maOD to 290maOD) with the Hudford Brook Rising (229maOD) and Weaver Hills Rising (230maOD). These features, which lie to the west, southwest and south of the Site, are illustrated at figure 7.

- Reconnaissance Survey

2.9.4.4 A survey of the solutional features present within the Site has been carried out as part of previous research undertaken at the quarries.

2.9.4.5 The survey found no formerly active solutional features. Similarly, Site personnel reported that cave systems had not been encountered during workings.

2.9.4.6 A potential infilled dip-orientated vadose “key-hole” passage was recorded in the upper levels of the eastern corner Wredon Quarry. However it was concluded that this feature may be palaeokarstic in nature and possibly associated with the Pocket Deposits that lie to the south and southwest.

2.9.4.7 Palaeokarstic features are fossilised features that are completely decoupled from the present hydrogeological system of an area. Consequently, the solutional features into which the Pocket Deposits had slumped, and the potential cave passage within Wredon Quarry are not thought to be significant with regard to the present hydrogeology of the area.

- Site Piezometers

2.9.4.8 Between 30 October 1995 and 6 November 1995, six-no. 100mm diameter boreholes were drilled within the Site by Specialist Drilling and Testing Limited of Belper.

2.9.4.9 Boreholes WQ/95/1 and WQ/95/2 were drilled within the main Wredon Quarry void, WQ/95/3 and WQ/95/4 were located upon the screening mound at the Site’s southern boundary. Borehole WQ/95/5 was located in a field to the south-east of the Site and WQ/95/6 was situated with Wardlow Quarry. The positions of the piezometers are illustrated at figure 8.

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2.9.4.10 Drill returns were sampled throughout the drilling of the six boreholes; geological logs from the drilling exercise being reproduced here appendix 4.

2.9.4.11 The ground surface elevation of the six 1995-series boreholes varied between 296maOD and 359maOD; the boreholes’ depths ranging from 65m to 129m. The mean elevation of the base of drilling in these boreholes was 230mAOD ± 0.8 m.

2.9.4.12 Twenty-four representative samples were selected from the drilling arisings for geochemical analysis in order to determine purity and act as lithological indicators.

2.9.4.13 Subsequent to drilling, and before completion as monitoring wells, all six boreholes were gamma logged in order to determine lithological variations and the presence of clay minerals, which could occur in features such as fissure fills, infilled caves and wayboards. The gamma logging was undertaken by BEL Geophysical Limited and took place on 3 and 6 November 1995.

2.9.4.14 Results of the logging, sampling and gamma-survey of the boreholes were utilised as part of the geological assessment that informs this report.

2.9.4.15 All six boreholes were completed with groundwater monitoring installations, which consist of 50 m of clean slotted 50 mm standpipes lowered to the base of each borehole, and plain 50 mm casing to the surface.

2.9.4.16 Following emplacement of the piezometer standpipes, all boreholes were backfilled with limestone chippings up to surface level. Two 2-linear metre bentonite seals were installed in each of the boreholes; initially just above the top of the slotted standpipes, secondly at surface to prevent the ingress of runoff water. Each of the boreholes was protected with a lockable cover.

2.9.4.17 The positions and the elevations of boreholes were surveyed to National Grid and Ordnance Datum during November 1995 by Cambrian Surveying Services Limited of Wrexham.

2.9.4.18 Following completion of the boreholes as piezometers, groundwater levels were manually dipped on a sporadic basis by quarry staff.

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2.9.4.19 A continuous record is available for the period January 2000 to present, during which time monthly readings have been made by BCL. Readings have been taken from each of the six Site boreholes, together with the EA observation piezometer that adjoins the Site. The collected data is reproduced here at appendix 5. All six piezometers originally installed and the Ea piezometer remain functional at the time of report writing.

- Kevin Quarry Piezometers

2.9.4.20 The locations of 5-no. groundwater monitoring piezometers situated within Kevin Quarry to the south of the Site are illustrated at figure 8. Data has been collected according to a variable schedule since March 1999. The piezometers are currently monitored by BCL on a bi-monthly interval. The collected data is reproduced here, along with that from the Site, at appendix 5.

2.9.4.21 Of the five piezometers originally installed, four remain in existence, a single piezometer having been destroyed by quarry operations.

- Groundwater Levels and Flow Direction within the Mass of the Limestone

2.9.4.22 The collected data has been utilised to prepare interpolated plots of average and maximum groundwater level* within the mass of the Carboniferous Limestone that comprises the economic mineral of the Proposed Development. The plots are included here as figure 8 and figure 9.

2.9.4.23 Examination of the interpolated groundwater plots indicates the presence of a conformable and mappable watertable surface within the Carboniferous Limestone comprising the Site and its surrounding area.

2.9.4.24 Seasonal average groundwater levels beneath the Site range from some 257maOD in the north to approximately 244maOD upon the Site’s southern boundary.

2.9.4.25 The data indicates an overall northwest to southeast direction of groundwater flow. A relatively steep hydraulic gradient of some 0.02 (1:50) is apparent within parts of a notional transect down hydraulic gradient to the southeast.

* Defined here as the 95th-percentile; upon which all further references to peak groundwater levels are based.

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2.9.4.26 A flattening of the groundwater gradient is observed to the south of the Site, where gradients reduce to some 0.006 (1:150) beneath Kevin Quarry. This, along with other variations in hydraulic gradient, are considered to be attributable to a combination of three principal factors:

i. Groundwater recharge over the Site voids and the adjacent Kevin Quarry is likely to be enhanced due to the lack of vegetation (and hence reduced evapotranspiration) and rapid infiltration. ii. Relatively steep hydraulic gradients exist to the north of piezometers WQ/95/4 and WQ/95/5. However to the south of these boreholes the gradients drop significantly. Cave systems are thought to develop headwards from the spring outlets towards their catchment boundaries Ref.21. In the presence of such headwardly developed preferential flow routes, it is common to find lower hydraulic gradients within the vicinity of springs, with the gradients steepening significantly at the distal ends of the catchment. iii. The presence of the disused mineral workings within this area may provide zones of high permeability. However, as the extent of such workings is unknown, it is difficult to assess the potential of this factor.

2.9.4.27 The groundwater flow direction indicated by the piezometers data is consistent with the understanding of karstic drainage derived from historical research. The data indicates flow towards a discharge zone situated in the vicinity of Hudford Brook and Weaver Hill Risings in the valley to the immediate east of Kevin Quarry.

2.9.4.28 Thus, the collected data strongly indicates that the groundwater flowing beneath the Site rises within the headwaters of the Hudford Brook, becoming the Hole Brook, before discharging to he Churnet River at NGR: 40966, 34209, some 4.8km south of the Site.

2.9.4.29 The presence of a preferential flow route positioned beneath the north-west to southeast trending dry valley situated immediate southwest of the Site is supported by the interpolated groundwater level data. This is consistent with the trace-proven conduit connection between the sinking streams at Ribden Swallets and Sallymoor Swallets, with the Hudford Brook and Weaver Hills Risings. This preferential flow route is predominantly strike-orientated and appears to lie beneath the northern sinking of Kevin Quarry.

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- Depth to Groundwater within the Mass of the Limestone

2.9.4.30 The Depth from existing ground level to groundwater, assuming both seasonal average and maximum (95th Percentile) conditions is illustrated as a pair of contoured plots presented at figure 10.

2.9.4.31 The floor of the sump within Wardlow Quarry, at some 275maOD, resides approximately 28m above the average groundwater level interpolated for this area, with a minimum unsaturated thickness prevailing during peak groundwater levels of some 8m.

2.9.4.32 The depth to average groundwater level beneath the floor level of Wredon Quarry is some 45m, with a depth during peak groundwater periods of approximately 35m.

- Seasonal Groundwater Level Variation

2.9.4.33 The collected piezometer data reveal an expected pattern of seasonal variation with troughs observed during the summer months and rapid recovery, typically during November / December, to a peak level in late winter / early spring.The typical seasonal variation during any given year across the piezometer network is some 20m. No definitive longer-term trends can be discerned from the data-set, although the average range from absolute peak to trough groundwater level across the piezometers is some 28m (i.e. somewhat greater than the typical annual range).

2.9.4.34 Seasonal variation of groundwater levels recorded within the EA observation borehole located at the Site entrance is relatively subdued, at between 8m and 9m. Differences in local hydraulic conductivity may partly explain this observation. However, for this to be the primary explanation, it might be expected that a similar phenomena would be observed within at least one of the remaining piezometers, which is not the case. Instead, it is considered that the position of the EA’s observation borehole, being upstream upon the hydraulic gradient from the area of enhanced recharge afforded by the quarry voids, is likely to be the dominant influence upon seasonal groundwater level behaviour in this area.

2.9.4.35 Groundwater hydrographs, prepared for data collected from all observation points discussed by this report, are presented as figure 11 and figure 12.

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- Abstractions

2.9.4.36 Information concerning existing licensed abstraction was requested from the EA during early September 2008. Summary details of the licensed abstractions reported by the EA are presented below at table 5 and the locations shown at figure 13 (which also shows the location sof unlicensed supplies as reported by East Staffordshire Borough and Staffordshire Moorlands District Councils).

2.9.4.37 The EA data indicates that the only licensed abstraction from the Lower Carboniferous Limestone, in the area of the Site, is from a borehole at Wredon Quarry itself.

Table 5 Licensed Abstractions within 3km of the Site (provisional; to be updated) Map NGR Operator Licence No. Purpose Source details No. N E

1 407500 350300 Blue Circle Non-evaporative cooling and Cauldon Cement Works – River 3/28/27/6 1 407800 350200 Industries Plc process water Hamps Tarmac Limited Wredon Quarry, Staffs , Borehole. Alstonefield 2 408820 347280 3/28/27/13 Dust suppression Groundwater Management Unit (Carboniferous Limestone) Mr J E Greenall Wootton – Tributary of the 3 411300 345400 3/28/29/52 Private Water Undertaking Northwood Brook WBB Minerals Mineral Washing and Process Moneystone Quarry, Oakamoor 4 404550 345030 3/28/30/84 Limited Water – River Churnet South Alton, Staffs – Hulme Boreholes. Staffordshire Alton Groundwater Management 4 3 5 06548 42902 Water Plc 3/28/30/115 Public Water Supply Unit (Sherwood Sandstone) (Nb NGR is digitised point on assumption that boreholes are within inner SPZ) JCB (Excavators) Power Production & Private A spring (surface source) known 6 408200 345100 3/28/30/128 Limited Water Undertaking as Gander Well Alton Towers Gander Well Springs 7a 408200 345100 Limited 3/28/30/135 (underground source) 7b 407700 345100 reservoir Industry, other than cooling Basin Wood, Farley – streams 8 407600 344800 and springs (surface water) 3/28/30/136 Basin Wood, Farley – streams 8 407400 343500 and springs (surface water) Alton Towers – Lodge borehole - Industrial other than cooling, 9 407080 342730 3/28/30/163 Alton Groundwater Management and private water supply Unit (Sherwood Sandstone) 409070 342740 South 3/28/30/167 Crumpwood Boreholes. Alton Staffordshire Groundwater Management Unit 10 Water Plc Public Water Supply (Sherwood Sandstone). (Nb NGR is digitised location of pumping station on OS tile) 407900 342910 Alton Towers 3/28/30/205 Alton Towers – Slain Hollows Limited Borehole. Alton Groundwater 11 Industrial purposed and top up Management Unit (Sherwood Sandstone) Map No.’s relate to locations illustrated at figure 13.

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2.9.4.38 The licence pertaining to Wredon Quarry permits the abstraction of up to 46 cubic metres per day (m3/d) for dust suppression. The licence is currently effectively inactive due to the mothballing of the quarry.

- Water Resource Availability (CAMS)

2.9.4.39 The Site is situated with the Dove Catchment Abstraction Management Strategy (CAMS) area.

2.9.4.40 The resource availability reported for the two Water Resource Management Units (WRMS’s) s in the catchment shows the water requirements of the local ecology and natural habitats are not currently being met. The Dove CAMS therefore sets a policy of hands-off flow (HOF) conditions to regulate abstraction in the catchment.

2.9.4.41 HOF conditions allow the EA to restrict abstractions at times of low flow to prevent environmental damage.

2.9.4.42 Based upon the EA’s Sustainability Appraisal, current licensing strategy aims to recover resources in order to protect flows and encourage a more sustainable situation in the catchment. This policy applies equally to both surface water and groundwater abstraction.

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3 THE PROPOSED DEVELOPMENT

3.1 Overview

3.1.1 Workings at the Site are authorised under a number of planning permissions, imparting inconsistent and overlapping boundaries (both vertical and horizontal) and a variety of differing a range of depth limitations and expiry dates. The boundaries of the three dominant Permissions are illustrated at figure 2.

3.1.2 The extant Permissions restrict extraction within the greater part of Wardlow Quarry to an elevation of 275maOD and to 290maOD within the bulk of Wredon Quarry. The existing Permission governing extraction within the boundary area between the two quarries does not carry any depth limitation.

3.1.3 The Proposed Development (the subject of the Application) aims to rationalise the existing planning authorisations into a single unified planning permission, under a revised programme of extraction and restoration. In so doing, the Application does not seek any further lateral or vertical working beyond that already consented.

3.2 Quarry Operations

3.2.1 Access to and from the Site will remain the existing metalled road leading directly to the A52. The access road will be kept swept as required for the duration of the development.

3.2.2 The mineral reserve that is subject of the Application are currently consented and amount to some 28.4 million tonnes.

3.2.3 On recommencement of operations the existing process plant and coating plants will be refurbished or a new processing and coating plants installed.

3.2.4 The planned output from the Proposed Development is approximately 1.0 million tonnes per annum; similar to historical output levels. Up to 25% of total output may be coated stone.

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3.2.5 Stone will be transported to the processing plant by dumper with process waste being tipped behind working faces.

3.2.6 Extraction will be undertaken utilising conventional drilling and blasting techniques. As-blasted mineral will be manoeuvred by wheeled loading shovel for dumper transport to the existing plant for processing, stockpiling and eventual sale from Site. All processed stone and coated stone will be transported to market by road. Materials will be supplied to the local civil engineering and general building markets.

3.3 The Phased Extraction Programme

3.3.1 It is planned that the Proposed Development will be undertaken in three principal Phases, as illustrated at figure 14.

3.3.1 Phase 1

3.3.1.1 Phase 1 of the Proposed Development involves the removal of the existing north- south ridge dividing the two quarry voids, to a maximum depth of 275maOD. This will create a single working floor within an enlarged quarry void, within the area currently occupied by Wardlow Quarry. The existing processing plant and stocking areas within Wredon Quarry will be retained during this phase.

3.3.2 Phase 2

3.3.2.1 Phase 2 of the proposed Development will commence with the removal of some 800,000m3 of material from the existing overburden storage mound situated upon the southern boundary of the Site. Progressively stripped materials will be utilised within the restoration of the existing mineral processing waste tip within Wardlow Quarry.

3.3.2.2 Extraction within Phase 2 will deepen workings within the area currently occupied by Wredon Quarry to maximum depths of 310maOD and 290maOD.

3.3.3 Phase 3

3.3.3.1 The third and final Development Phase involves the deepening of extraction within the existing central spine area (the spine having been removed during Phase 1) to a final depth of 200maOD.

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3.3.3.2 Planned contours at completion of mineral extraction are illustrated at figure 14.

3.4 Restoration

3.4.1 Bench restoration will be carried out progressively as the workings deepen. The final quarry floor level will be treated by re-spreading quarry waste and sowing with an appropriate seed mix.

3.4.2 At completion of extraction, all buildings plant and machinery will be removed as part of the restoration of the site. Following restoration the site will be put into aftercare for a period of 5-years.

3.5 Water Management During Extraction

3.5.1 Phases 1 & 2

3.5.1.1 Operations during Phases 1 & 2 will remain above the maximum recorded groundwater level (as depicted at figure 9).

3.5.1.2 As with historical workings at the Site, the quarry void proposed during Phases 1 & 2 will remain above the watertable within the mass of the Carboniferous Limestone and thus free of significant groundwater ingress from this potential source.

3.5.1.3 As at present, incident rainfall will tend to collect within the lowest sinking of operations, where a series of bunded sumps will be created to accommodate run-off. The free-draining nature of the limestone will facilitate ready percolation of collected waters to groundwater. Therefore, during Phases 1 & 2, it is anticipated that the workings will be free draining.

3.5.2 Phase 3

3.5.2.1 The planned workings during Phase 3 of the Proposed Development will progress downwards within the central area of the Site from an initial floor level of 275maOD, to a final depth of 200maOD.

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3.5.2.2 The collected piezometer data indicates that groundwater will be encountered within Phase 3 workings at circa 250maOD to 255maOD (when applying average groundwater conditions as illustrated at figure 8). Utilising the interpolated portrayal of peak groundwater levels indicates that workings will intercept the watertable during seasonal maxima at some 260maOD to 265maOD.

3.5.2.3 For all but the initial 15m (estimated) lift, to provide safe and efficient working conditions, it will be necessary to actively dewater the quarry during the duration of Phase 3 workings. Of the total reserves (permitted), Tarmac has reported that some 3 million tonnes lie beneath the average watertable.

3.5.2.4 Four principal options exist for the discharge of waters generated during the dewatering operation that will be required for the majority of Phase 3 workings, namely:

i. Pumped discharge from Site direct to Surface Watercourse; the closest watercourse to the Site considered suitable for receipt of discharge is the (headwaters of the) Hudford Brook, at NGR: 40919, 34606, some 830m south- southeast of the closest Site boundary. ii. Pumped discharge to the existing sump within the lowest sinking of Kevin Quarry. The sump located within Kevin Quarry at NGR 40852, 34614, some 800m south of the closest sections of proposed workings at the Site, resides at an elevation of some 237maOD. The sump is periodically flooded to a depth of between 1m and 3m during the winter months. Piezometer data and regular observations made during monitoring visits made by BCL suggest that this flooding results from a combination of winter rainfall and elevated groundwater levels (i.e. that the sump is below the level of peak winter groundwater. iii. Pumped discharge to karstic swallets contained within the dry valley south of the Site. Figure 7 illustrates the positions of the two principal Sallymoor Swallets, which are situated some 430m and 570m south of the proposed Phase 3 workings. iv. Pumped discharge to a purpose designed (drilled and blasted) recharge pond to be sited upon the proposed 290maOD floor level of the area currently occupied by Wredon Quarry.

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3.6 Water Management following Restoration

3.6.1 Long-term active water management is not anticipated to be required following completion of extraction operations. Dewatering will cease and all quarry infrastructure and pumping equipment will be removed.

3.6.2 The lowest sinking created during Phase 3 of operations will gradually become inundated with a combination of groundwater and rainfall ingress to create a restoration pond. Examination of the available data indicates that an equilibrium (final rest) water level within the central void of circa 222maOD to 224maOD. This equates to a water depth of some 22m to 24m.

3.6.3 The average seasonal variation of groundwater, as established from piezometer data, is some 20m. However, this range is a function of the limited storage potential of the strata (less than 1% storage potential per unit volume of aquifer), and will therefore not translate to a similar magnitude of fluctuation within the restoration pond (100% storage potential). From experience of similar such restoration projects, an annual fluctuation range of circa 1m to 1.5m may be anticipated.

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4 IMPACT ASSESSMENT & MITIGATION MEASURES

4.1 Background

4.1.1 Baseline assessment has facilitated the conceptualisation of the extant groundwater and surface water regimes operating within and around the Site. In turn, this understanding has been utilised to inform assessment of the impacts that are potentially posed by the Proposed Development upon the water environment.

4.1.2 Where significant potential for adverse impact is identified, mitigation measures have been devised. Where appropriate, the iterative nature of the EIA process, has allowed for the incorporation of such measures into the design of the Proposed Development. Both specific, “stand-alone”, mitigation measures and those incorporated into the design of the Proposed Development are described.

4.2 Generic Potential Impacts

4.2.1 As is typical of the majority of quarrying operations, working and subsequent restoration of the Proposed Development in the planned manner has the potential to impact upon the water environment in the following primary ways:

i. Potential modification of extant groundwater levels and flow rates surrounding mineral extraction areas (during and following works). ii. Potential for derogation of surface water quantity. iii. Potential derogation of existing groundwater quality. iv. Potential for derogation of surface water quality.

v. Potential increase of extant downstream flooding risk.

4.2.2 The potential primary impacts outlined above may lead in turn, to secondary impacts upon:

i. Potential impact upon volumes available to existing groundwater and / or surface water abstractions. ii. Potential impact upon floral and / or faunal habitats as a result of flow derogation within surface watercourses / wetland areas.

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iii. Potential impact upon quality of groundwater and / or surface water available for abstraction. iv. Potential impact upon floral and / or faunal habitats as a result of quality derogation within surface watercourses / wetland areas.

4.3 Potential for Impact upon Groundwater Levels and Flow

4.3.1 Operational Phases 1 & 2

- Position of Workings in relation to the Watertable (i.e. groundwater held within the mass of the Limestone)

4.3.1.1 Extraction operations during Phases 1 & 2 of the Proposed Development will remain some 15m (in the area currently occupied by Wredon Quarry) and some 3m (Wardlow Quarry) above the maximum level of groundwater at the Site. Therefore, with respect to groundwater contained within the mass of the limestone that is transported via diffuse flow, operations during Phases 1 & 2 will not encounter significant quantities of groundwater.

4.3.1.2 In view of the foregoing there will be no requirement to dewater the workings during Phases 1 & 2 of the Proposed Development and therefore there will be no significant impacts upon groundwater contained within the mass of the limestone. Consequently, mitigation measures are not considered necessary in respect of this potential impact.

- Potential for Interception of Karst Conduit Flow

4.3.1.3 Evidence gained from surface mapping, inspection of exposed limestone sections within the existing quarry voids and results of borehole drilling, have not elucidated the presence of significant active conduits within the rock to be removed during the Proposed Development.

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4.3.1.4 Notwithstanding the foregoing, it must be acknowledged that the highly heterogeneous nature of karstic flow systems can make for tenuous prediction, particularly when based upon point observations such as boreholes. Recognition of this factor is of fundamental importance to any evaluation of the potential for impact upon localised groundwater flow paths that may exist above the level of the watertable within the matrix of the limestone.

4.3.1.5 In view of the inherent and effectively irresolvable uncertainty, it is considered that a precautionary approach should be applied to assessment. This is consistent with current EA guidance Ref. 3. The precautionary approach in this regard necessitates adoption of the assumption that significant water bearing conduits may exist above the watertable, and further, that the expansion of limestone quarrying has potential for interception of such conduits.

4.3.1.6 Given the absence of local groundwater abstractions, the potential for impact associated with interception of water bearing conduits, which it is nnecessary to anticipate, is considered to be of significance only in relation to specific points of groundwater resurgence. In view of the conceptualised understanding of the local karstic system, the potential receptors for impact in this regard are considered to be the Hudford Brook and Weaver Hill Risings situated some 800m south-east of the Site (see figure 7; map references 3 & 4, NGR: 40917, 34608 and 40925, 34601 respectively).

4.3.1.7 Should principal or subsidiary conduits associated with karstic drainage to the Hudford Brook and / or Weaver Hill resurgences be intercepted by the Proposed Development, then significant potential exists for reduction in flow within the receiving watercourse; the Hudford Brook.

4.3.1.8 It is important to recognize that any loss in flow at Hudford Brook will be matched, as a minimum, by (increased) ingress to the workings. This will necessitate disposal of such waters from Site, for the prevention of interference with operations. Therefore, it is considered that the potential for impact that has been identified for the Hudford Brook and Weaver Hill risings may be adequately mitigated by contingencies for appropriate targeting of water that will, in any case, need to be discharged from the Site.

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4.3.1.9 The options for discharge of groundwaters from the Site have been discussed previously (albeit in the context of the inevitable requirement to dewater during Phase 3 of the Proposed Development), and may be summarised thus:

i. Pumped discharge from Site direct to the Hudford Brook (NGR: 40919, 34606, some 830m south-southeast). ii. Pumped discharge to the existing sump within the lowest sinking of Kevin Quarry (NGR 40852, 34614, some 800m south). iii. Pumped discharge to Sallymoor Swallets (NGR: 40817, 34685 and 40841, 34661, 430m and 570m south). iv. Pumped discharge to a recharge pond sited upon the floor of the southeastern sections of workings (area currently identified as Wredon Quarry).

4.3.1.10 Of the foregoing, options i) is considered to be the most robust course of action. Whilst option iii) has potential for limiting disturbance to the character and patterns of existing discharge from the Hudford Brook and Weaver Hill Risings (and hence, the discharge hydrograph for the Hudford Brook), its success would rely upon limited re-circulation to the quarry. In turn, this would depend upon the nature of the conduits intercepted in the first instance (i.e. interception of principal conduits, should this occur, would probably render discharge to the swallets a purposeless exercise, as much of the water would simply re-circulate back into the quarry workings).

4.3.1.11 It is considered that a range of practicable and robust measures have identified for the preservation of existing groundwater resurgences in the event that the Proposed Development intercepts major water bearing conduits. Consequently, no further mitigation measures are considered necessary in this regard.

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4.3.2 Operational Phases 3

4.3.2.1 As described, in line with prevailing guidance, operations during proposed Phases 1 & 2 carry an assumed risk of intercepting groundwater (within water bearing conduits above the level of the watertable). Although no direct evidence has been determined that definitively indicates the likelihood of this occurrence, adoption of the precautionary principle requires the assumption be adopted that the risk will, in fact, materialise. Accordingly, mitigation measures have been proposed as appropriate.

4.3.2.2 In contrast to the foregoing, all the available data indicates that the proposed workings within Phase 3 of operations will inevitably encounter groundwater. It is considered that the potential receptors for impact, as discussed above in relation to the potential for interception of water bearing conduits, are singularly relevant to the sub-watertable workings that will occur within Phase 3.

4.3.2.3 The mode of discharge associated with the 4-no. options for disposal of groundwater as identified above, are considered such that any impact that may (otherwise) occur upon the Hudford Brook and Weaver Hill risings as a result of sub-watertable workings, may be successfully mitigated. Consequently, no further mitigation measures are considered necessary in this regard.

4.3.3 Transfer Licensing

4.3.3.1 Given the anticipated timing of the Proposed Development (and depending upon the actual mode of discharge), the possible requirement to discharge groundwaters during proposed Phases 1 & 2 and certain need during Phase 3, will require authorisation in the form of a Transfer Licence as issued by the EA.

4.3.3.2 The Transfer Licensing regime is currently anticipated to commence during October 2009.Given the lack of a dewatering history at the Site, it will be necessary to acquire a Licence prior to the commencement of dewatering.

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4.3.3.3 It is important to recognise that Planning Permission involving sub-watertable workings may be granted without grant of a Transfer Licence. Indeed, reference to relevant policy guidance Ref.22, demonstrates that, in view of the nature of the Application, this should be the expectation of the EA and the wider planning system. With the impending introduction of the new system of authorisations, it can be seen that the primary regulation of sub-watertable working is about to pass from the Mineral Planning Authority (MPA) to the EA.

4.3.4 Restoration

4.3.4.1 At completion of extraction, all quarry plant and associated pumping infrastructure will be removed and the basal sections of Phase 3 workings will become progressively inundated with groundwater and rainfall ingress. At achievement of (dynamic) equilibrium conditions, a restoration pond will result, with a level of circa 222maOD to 224maOD, equating to a water depth of some 22m to 24m; representative of the extant undisturbed level of the watertable at the Site.

4.3.4.2 It is anticipated that, at equilibrium pond level (i.e. circa 222maOD to 224maOD), groundwater within the undisturbed strata surrounding the quarry void will be re- established at levels approximating to those that currently prevail. A marginal depression of groundwater levels within the host rock will occur upon the upstream (north-west) margin of the Site with an increase in levels upon the downstream (southern and south-eastern) periphery of the Site; due to the localised flattening of the watertable caused by the presence of the restoration pond.

4.3.4.3 The adjustment in groundwater levels at achievement of the new equilibrium is likely to be contained within a limited section of the aquifer surrounding the quarry. This is due to the inherently low hydraulic conductivity of the strata, which is capable of supporting relatively steep hydraulic gradients. The effect of watertable flattening associated with the restoration pond will diminish rapidly with increasing distance from the restored quarry void. Furthermore, examination of the prevailing groundwater gradient established from piezometer data, indicates that the magnitude of adjustment, at even limited distances from the restored quarry void, is likely to be small in comparison to the scale of existing, undisturbed, seasonal groundwater level variation.

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4.3.4.4 In the longer term, following establishment of new groundwater equilibrium levels, the discharge from the Hudford and Weaver Hill Risings will return to rates that approximate to pre-development patterns. However, during the intervening period, between cessation of dewatering and achievement of new equilibrium groundwater levels, the fact of preferential groundwater ingress to the filling Phase 3 void will remove a proportion of groundwater from the system currently discharging to these risings.

4.3.4.5 It is considered that the potential for impact upon flow at the Hudford and Weaver Hill Risings for the period following cessation of dewatering may be successfully mitigated by adoption of a programme of managed and progressive withdrawal of dewatering. That is to say that, the augmentation of flows at the risings that is likely to be necessary during working of Phase 3 (and achieved by the pumped discharge of dewatering water from the Site, according to the modes described above at 4.3.1.10 and also previously at 3.5.2.4) should be continued during the aftercare period for the Site. This should be a managed process, with discharge rates being progressively decreased according to the results of on-going hydrometric monitoring (e.g. piezometer readings, etc.). In view of the practicable measures advanced for the protection of potential receptors for impact during the period immediately following restoration, no further mitigation measures are considered necessary in this regard.

4.4 Potential for Derogation of Groundwater Quality

4.4.1 Potential exists for groundwater quality derogation as a result of spillages of potential contaminants (oils, lubricants and solvents) within the working areas. It is important to recognise that the likelihood or consequences of such an occurrence are no greater than currently prevail at the numerous similar operations sited throughout the region.

4.4.2 Although there appear to be no existing groundwater abstractions that may be effected by potentially contaminating spillages (with the exception of the on-site abstraction borehole, licensed to Tarmac), any derogation of groundwater quality that may occur will impact upon the aquifers’ potential as a future source of groundwater supply.

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4.4.3 It should be recognised that quarrying is a historical activity at the Site. Therefore, neither the potential scale, or likelihood of occurrence, of a derogation of groundwater quality will significantly increase as a result of the Proposed Development.

4.4.4 It is considered that the potential for contamination of groundwater may be reasonably and satisfactorily mitigated by adoption of the following measures:

i. Fuel-oil powered mobile plant shall be restricted to that necessary to undertake mineral extraction, remedial measures and subsequent restoration of the Site. ii. A code of practice shall be developed for the refuelling and maintenance of machinery. This code will be incorporated into a formal Environmental Management System (EMS) that will be part of the management system used to operate the Site. Such work should be carried out only by trained personnel and take place within a surfaced area equipped with fluid interceptors. iii. Oil storage tanks shall be sited upon impermeable bases enclosed by oil-tight walls. The enclosure shall remain at a volume of at least 110% of the capacity of the oil tank and maintained free of accumulations of rainwater. iv. All fill and draw pipes emanating from oil storage tanks shall be provided with locking mechanisms and be contained within the impermeable enclosure. v. No refuelling or maintenance shall be carried out in areas of mineral working. vi. Operators shall check their vehicles on a daily basis before starting work to confirm the absence of leakages. A reporting system shall be devised and implemented to ensure that repairs are undertaken to that vehicle before it enters the working area. vii. Sufficient oil sorbant material (3M Oil-Sorb or similar) shall be available on Site to cope with a loss equal to the total fluid content of the largest item of plant. Following the use of such oil sorbant material, any contaminated materials shall be disposed from Site in accordance with current waste disposal legislation. viii. Hydraulic & fuel oil lines on all plant operated within the extraction areas shall be renewed at the manufacturers recommended service intervals to minimise the potential for contamination following busting of hoses or lines.

4.4.5 The foregoing outline measures have been incorporated into a code of practice which is advanced here as a preferred fluids handling protocol, as attached at appendix 6.

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4.5 Potential for Derogation of Surface Water Quality

4.5.1 Applying the conceptualised understanding of the local groundwater system, any potentially contaminating spillages entering the groundwater system would thus threaten the existing quality of natural spring discharge at the Hudford and Weaver Hill Risings. This carries the consequential risk of contamination of the Hudford Brook and downstream channels to the River Churnet.

4.5.2 It is considered that adoption of the measures for protection of groundwater quality advanced above (section 4.4) will, by prevention of groundwater contamination in the first-instance, appropriately mitigate against the potential for impact in this regard. Consequently, no further mitigation measures are considered to be necessary.

4.6 Flood Risk

4.6.1 Although the quarry void(s) presents a closed catchment for incident rainfall, parts of the peripheral areas, most particularly, the south facing overburden storage mound, direct drainage of rainfall runoff outwith the Site. The current vegetated state of the southern storage mound, coupled with the highly permeable nature of the ground surface in the area at its foot, implies that present-day runoff rates are comfortably accommodated by local percolation, without flow of runoff for significant distances “downstream” of the mound during intense rainfall.

4.6.2 The works for removal and relocation of the mound material to Wardlow Quarry, planned for Phase 2 of the Proposed Development, should be undertaken with cognisance of the need to minimise off-site runoff. Measures such as appropriate (inward-facing) profiling of the stripping operation, and cutting of drainage (grips and seepage pits) at the outer foot of the mound will serve as appropriate mitigation for this potential impact. No further significant measures are considered necessary in this regard.

4.6.3 The discharge of groundwaters during Phase3 of the Proposed Development (and any dewatering that may be required in the [unlikely] event of intercepting water bearing conduits during earlier phases of development) will be undertaken in accordance with the conditions of a Discharge Consent that will be required to authorise the operation.

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4.6.4 Options for the eventual receiving location(s) for off-site pumped discharge have been discussed previously at 4.3.1.10 and 3.5.2.4. Of these, one option was that of pumped discharge directly to the Hudford Brook.

4.6.5 Again, according to the conceptualised understanding of the local hydrogeological system, discharge of groundwater from the Site to the Brook is likely to comprise volumes that approximate to those currently discharging to the watercourse via the Hudford Brook and Weaver Hills Risings. Therefore, should this mode of discharge be adopted, on average, there will be no greater volume pumped to the Brook than presently emerges at the risings. However, it will be important to ensure that pumping rates are regulated to minimise peaks and troughs in off-site discharge volumes. Adoption of a consistent and minimal pumping rate would best mitigate the potential risk of surcharging the channel capacity of the Hudford Brook.

4.6.6 The efficacy of the foregoing measures may be enhanced by the creation of attenuation ponds within the base of workings, wherein peak runoff generated during storm events may be stored for controlled discharge at a minimal rate over a period following abatement of storm conditions. Such ponds should be maintained with limited depths of standing water during quiescent periods in order to maximise their attenuation utility during heavy rainfall.

4.6.7 In view of the practicable measures advanced for the minimisation of off-site flood risk, further mitigation measures are considered unnecessary in this regard.

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5 SUMMARY & CONCLUSIONS

5.1 BCL have undertaken a hydrogeological and hydrological impact assessment of quarrying and restoration operations (the Proposed Development) proposed by Tarmac Limited (Tarmac) at Wredon and Wardlow Quarries (the Site), Nr. Cauldon Low, Staffordshire. The Site comprises two discrete voids excavated within Carboniferous Limestone, separated by a narrow intervening ridge oriented from southwest to northeast; Wardlow Quarry being to the northwest and Wredon Quarry to the southeast.

5.2 The dominant extant Planning Permissions (Permissions) serve to restrict workings across the greater part of Wardlow Quarry to a maximum depth of 275 metres above Ordnance datum (maOD) and similarly restrict workings across the majority of Wredon Quarry to 290maOD, whereas the Permission relating to workings within the boundary area between the two quarries carries no depth limitation. With the exception of this central area, the existing workings, which have been dormant for some time, have each been progressed to their consented levels.

5.3 The Proposed Development is to be the subject of a Planning Application (the Application; in preparation at time of report writing), which seeks to regularise the existing series of Permissions into a single unified Permission. The Application details a revised scheme of working and restoration that remains within currently consented lateral and depth limits. It is important to recognise, therefore, that all of the mineral reserve associated with the Proposed Development already has benefit of Planning Permission.

5.4 The Site is centred upon National Grid Reference (NGR) 40855, 34725, some 9.5 kilometres (km) west of Ashbourne and 5km north of Alton. Site access made from the north, via a minor un-adopted road, off the A52. The Site is tabular in form, spanning some 1.25km north-west to southeast, and approximately 450m from southwest to northeast, within a total area of some 47.5 hectares (ha); approximately 43ha of which is quarry void.

5.5 The Site is situated within a northwest to southeast ridge known as the Weaver Hills, which continue to rise south-eastwards from the Site. To the southwest, levels fall

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steeply towards the River Churnet. Levels rise to the northeast, although topographic relief here is relatively subdued. With the exception of Kevin Quarry, that immediately adjoins the Site to its south, neighbouring lands are under agriculture. The closest designated site to the proposed Development is Rue Hill, situated some 115m to the north, which is a biological Site of Special Scientific Interest (SSSI). The SSSI is notable for the presence of rare calcicolous grassland that is sited within vegetated former mineral workings. The closest site of waste disposal, as recorded upon Environment Agency (EA) public register, is known as Marl Hole. The landfill, which is closed, is contained within the extreme northern boundary of the Site.

5.6 The Site lies at the south-westerly limit of the Lower Carboniferous outcrop of the Peak District, in an area which is commonly referred to as the “Staffordshire Shelf’. The outcrop is overlain to the south and southwest by younger rocks of the Upper Carboniferous (Namurian and Westphalian interbedded Mudstones, Siltstones and Sandstones with Coals and Seatearths within the Westphalian) and the Triassic Sherwood Sandstone and Mercia Mudstone Groups. The (Lower) Carboniferous Limestones extends for many kilometres at outcrop to the northwest, north, northeast and, to a lesser extent, east of the Site. Drift deposits which are of variable distribution and extent across the area, comprise Pliocene Pocket Deposits, extensive periglacial deposits of Head (mantling the south and south-western Weaver Hills) and Boulder Clay.

5.7 The economic minerals worked at the Site are the Milldale and Kevin (Lower Carboniferous) Limestones, which constitute a sequence of pale grey, thickly bedded calcarenites passing laterally into apron-reefs and medium and dark grey, well bedded limestones with large knoll reefs respectively. The local thickness of this part of the Lower Carboniferous has been proven by the British Geological Survey to be some 550m. These deposits are underlain at great depth by the Rue Hill Dolomites (again, Lower Carboniferous); believed derive from dolomitisation of the lower part of the Milldale Limestone. The Lower Carboniferous is in-turn underlain by the Devonian Redhouse Sandstone, a red-brown and grey-green feldspathic pebbly Sandstones with Mudstone and Siltstone bands.

5.8 The south-westerly trending axis of a plunging syncline appears to be situated approximately 100m to 300 m north-west of the Site; bedding planes within the site

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dip in a number of directions varying from west-south-westerly to south-westerly at angles of between 8 to 20°. The plunging synclinal feature is associated with the Cauldon Low Anticline, which possesses a north to south oriented axis, and is located between the Site and Tarmac’s Cauldon Low Quarry.

5.9 The Site is situated within the Dove entire Catchment. Whilst the Site is shown upon current published data (Centre for Ecology and Hydrology: CEH, formerly the Institute of Hydrology: IoH) to span a divide between sub-catchments of the Dove (northern Site area) and the Churnet (southern Site area), historical quarrying has modified the topography such that all but a minor proportion of drainage is made south-eastwards to the Churnet sub-catchment.

5.10 The Dove flows from north to south, some 5.3km southeast of the Site at its closest approach, where the valley floor resides at some 95maOD. The closest watercourse to the Site is the Hudford Brook, which rises to the southeast, within a narrow valley east of Kevin Quarry. The headwaters of the Hudford Brook are formed by resurgences at the Hudford Brook Risings and Weavers Hill Risings (situated some 800m south-east of the Site, NGR: 40917, 34608 and 40925, 34601 respectively). The Hudford Brook becomes the Hole Brook, which eventually discharges to the Churnet. The closest surface waterbodies to the Site are situated in the valley of the Hudford Brook, some 2.55km to the south. The Site lies within EA Flood Risk Zone (FRZ) 1; meaning that the likelihood of flooding each year (from rivers or the sea) is 0.1% (1 in 1000) or less.

5.11 The Carboniferous Limestone of the Site constitutes a Major Aquifer, a definition conveyed by the EA. This implies that the aquifer, whilst not utilised as such locally, is considered to possess potential as a regionally important source of water supply. The Upper Carboniferous deposits flanking the Carboniferous Limestone to the west and southwest of the Site are regarded collectively as an aquitard (i.e. a much less permeable formation adjacent to a permeable aquifer). Thus the geological boundary that exists between the (Lower) Carboniferous Limestones of the Site and the younger deposits present the south and southwest also represents a hydrogeological (or hydrostratigraphical) boundary.

5.12 Although classified as a Major Aquifer, the water storage capacity of the Carboniferous Limestone is typically very limited (less than 1% of the saturated rock

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volume). In addition, its water transmittal properties can be highly variable, the dominant mode being flow through fissures / fractures. Under some circumstances, solutional weathering, in a process known as karstification, can produce conduits (caves) through which groundwater can flow preferentially. Karstification of the Carboniferous Limestone is known within the area of the Site, a considerable amount of local research having been carried out historically. Although proven preferential flow routes exist, the overwhelming volume of the aquifer is made up of strata possessing tight fissures and fractures, where groundwater flow is extremely restricted.

5.13 A conceptual understanding of the local hydrological and hydrogeological system has been achieved, based upon previous research (including dye-tracing), field reconnaissance, mineral evaluation drilling and monthly groundwater level data gathered over 8-years from a network of 6-piezometers installed within and around the Site. This data has been supplemented by information from a neighbouring piezometer operated by the EA, and 5-no further piezometers installed within the adjacent Kevin Quarry.

5.14 The conceptualisation of the local system states that the Site lies to the immediate south-west of a groundwater boundary that divides the south-westerly Churnet catchment and the north-easterly Hamps / Manifold catchment (both sub-catchments of the river Dove, and in general accord with the published surface water catchment as defined by the CEH). Groundwater contained within the mass of the Carboniferous Limestone beneath the Site Quarry flows in a generally southeasterly direction towards the Hudford Brook and Weaver Hill Risings. Groundwater flow towards a dry valley (a proven subterranean flow conduit southwest of the Site) is also suggested by the data. The preferential flow route within this dry valley is likely to convey flow to the aforementioned risings. Known sinks to the west and south of the Site (including the Sallymoor Swallets, NGR: 40817, 34685 and 40841, 34661, 430m and 570m south of the Site) have been dye-traced, proving connections with the Hudford Brook and Weaver Hill Risings, thus implying the existence and position of a preferential flow route within the dry valley south of the Site

5.15 With respect to groundwater contained within the mass of the Carboniferous Limestone, the typical annual variation across Site is some 20m. The sump within

BCL Document Reference: C/TL/W&W/EIA08.002 26th June 2009 Consultant Hydrogeologists Limited Page No. 46 of 50 Wredon & Wardlow Quarries, Nr. Caulcon Low, Staffordshire Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

Wardlow Quarry, at some 275maOD, resides some 28m above the average groundwater level, with a minimum unsaturated thickness during peak groundwater levels of around 8m. The equivalent depths to groundwater beneath Wredon Quarry are some 45m, and 35m. The gradient of the watertable varies somewhat across the Site area; these variations being attributable to variations in hydraulic conductivity (associated, amongst other factors, with spatially variable degrees of karstification) and to the spatial variation in groundwater recharge due to the existing presence of quarry voids (which, due to the lack of vegetation, locally reduce rates of evapotranspiration and thus locally increase groundwater recharge).

5.16 The Proposed Development will be undertaken in three principal Phases, adopting conventional methods of drilling and blasting. The existing north to south ridge dividing the two voids will be removed during Phase 1, creating a single floor at 275maOD. Phase 2 will see the relocation of some 800,000m3 of the existing overburden storage mound situated upon the southern boundary of the Site for restoration purposes within the northwest of the Site (the area currently occupied by Wardlow Quarry). Extraction within Phase 2 will deepen the area currently occupied by Wredon Quarry to depths of 310maOD and 290maOD. Phase 3 involves progression of extraction within the area of the central spine (removed during Phase 1) to a depth of 200maOD. Progressive bench restoration will be carried out. The final quarry floor will be treated by re-spreading quarry waste and sowing with an appropriate seed mix. At completion of operations, a pond will develop, in continuity with groundwater, within the deeper, central section of the Site.

5.17 As Phase 3 workings will progress beneath the level of the watertable contained within the mass of the limestone, dewatering will be required. Workings during earlier phases will preserve the existing standoff from the watertable. Consequently there will be no significant groundwater ingress from the mass of the limestone during these phases. Although the available data indicates it unlikely, the potential for interception of water-bearing conduits above the level of the watertable cannot be entirely discounted for Phases 1 & 2. In accord with current guidance Ref.3, such circumstances require the adoption of a precautionary approach, wherein it is assumed that such conduits exist and will be intercepted. Accordingly, whilst

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unlikely to transpire, some degree of off-site pumped discharge must be allowed for in the planning and determination of Phases 1 & 2 of the Proposed Development

5.18 Applying the foregoing precautionary assumption, four options for off-site discharge have been considered, namely: i. Pumped discharge from Site direct to the Hudford Brook. ii. Pumped discharge to the sump within Kevin Quarry. iii. Pumped discharge to Sallymoor Swallets (NGR: 40817, 34685 and 40841, 34661, 430m and 570m south). iv. Pumped discharge to a recharge pond to be sited upon the southeastern floor of workings.

5.19 The conceptualised understanding of the local groundwater and surface water regimes has been applied to an assessment of the potential impacts posed by the Proposed Development. Where appropriate, mitigation measures have been advanced.

5.20 In view of the lack of local groundwater abstraction*, the potential for impact associated with interception of water bearing conduits, should this occur, and inevitable dewatering during sub-watertable working in Phase 3, is considered significant only with regard to specific springs, namely the Hudford Brook and Weaver Hill Risings. Measures have identified for the preservation of these groundwater resurgences.

5.21 A new groundwater equilibrium will be established after a period following cessation of workings. Assuming some degree of interruption of supply to the Hudford Brook and Weaver Hill Risings during workings (for which mitigation has been advanced) then, it is considered that, at achievement of this new equilibrium, the existing flow routes to the springs will be re-established. Thus, no long-term impact is anticipated. In such circumstances, and in order to avoid impact during the period between cessation of working and full groundwater recovery and establishment of a new equilibrium within the local system, it will be necessary to maintain pumping from the quarry void, under a programme of managed reduction of discharge rates.

* As previously discussed, current EA data is unavailable at time of report preparation. This report has relied instead upon data provided by EA in 1995 as part of previous investigations. It is intended that updated information will be incorporated as part of a later draft of this report. Relevant conclusions will be re-drafted as appropriate.

BCL Document Reference: C/TL/W&W/EIA08.002 26th June 2009 Consultant Hydrogeologists Limited Page No. 48 of 50 Wredon & Wardlow Quarries, Nr. Caulcon Low, Staffordshire Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

5.22 The potential for contamination of groundwater and surface water resources by accidental or undiscovered leakage of fuel oils, hydraulic oils or lubricants has been addressed by the development of a code of conduct for fluids handling. This code will be formalised by inclusion within an Environmental Management System that will constitute part of the wider management apparatus of the Proposed Development.

5.23 Exacerbation of existing flood risk within receiving watercourses for off-site discharge may be appropriately mitigated by minimising the rate of instantaneous discharge from Site, together with the development of on-site attenuation ponds for the temporary retention of peak runoff.

5.24 In conclusion, it is considered that the Proposed development is extremely unlikely to cause harm to the water environment during planed Phases 1 & 2. The potential for interception of groundwater during these phases is extremely slight. Other risks of quarrying within such strata, such as contamination of groundwater resources from accidental spillages, which are common to any such development, may be satisfactorily mitigated by the adoption of appropriate mitigation measures. The proposed workings within Phase 3 will inevitably encounter groundwater. Mitigating measures have been proposed to counter impacts associated with dewatering that would otherwise occur.

5.25 In view of the results of the baseline investigations and subsequent impact assessment there are considered to be no over-riding hydrologically or hydrogeologically based reasons why the proposed development should not proceed in the manner described by the Application. This conclusion assumes that operations proceed in compliance with relevant recommendations advanced within this report and other such conditions that may be reasonably imposed by the Planning Authority and subject to the considerations of ecological and archaeological specialists of the findings presented herein.

BCL Document Reference: C/TL/W&W/EIA08.002 26th June 2009 Consultant Hydrogeologists Limited Page No. 49 of 50 Wredon & Wardlow Quarries, Nr. Caulcon Low, Staffordshire Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

5.26 In consideration of the entire circumstances of the Application, including the fact of an extant Permission for the reserves that are subject of the Proposed Development, and the data collected as part of this assessment, it is concluded that, in-line with current guidance, a formal scheme of groundwater and surface water protection should be provided prior to progression into the predicted sub groundwater level of Phase 3 workings. To ensure meaningful operation, such a scheme would require the collection of further data (i.e. spring-flow data the Hudford and Weaver Hills Risings) Given the time-scales involved for completion of Phases 1 & 2 (above the level of groundwater), it would be logical for the required collection of additional data to be undertaken during these phases of the Proposed Development.

5.27 In terms of its timing, the approach proposed for further data collection is consistent with the current and proposed structure of planning and transfer licensing. It is understood that Guidance supporting the emerging Licensing regime makes explicit accommodation for grant of planning approval in advance of securing transfer authorisation.

5.28 The dewatering element of the Proposed Development, which exists only in respect of the proposed Phase 3 deepening, should proceed only following the provision of further assessment utilising data collected from an expanded monitoring network during Phases 1 & 2 of operations. Appropriate and practicable mitigation measures for potential impacts shall be identified.

5.29 In view of the findings of this assessment and the suggested approach to development, which includes outline proposals for further monitoring and assessment, there are considered to be no over-riding hydrogeologically or hydrologically based reasons why the Proposed Development should not proceed in the manner described by the Application,

Gavin Chaplin B.Sc., M.Sc. Senior Hydrogeologist BCL Consultant Hydrogeologists Limited 26th June 2009

BCL Document Reference: C/TL/W&W/EIA08.002 26th June 2009 Consultant Hydrogeologists Limited Page No. 50 of 50

BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

Appendix 1: References

26th June 2009

Report prepared for:

Tunstead House BUXTON Derbyshire SK17 8TG

Tel. 01298 768444 Fax. 01298 768454

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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References:

1. Planning Policy Statement 25 (PPS25): “Development and Flood Risk”, Department of Communities and Local Government (DCLG), December 2006. 2. PPS25pg: “Development and Flood Risk: A Practice Guide Companion to PPS25”, DCLG, February 2007. 3. Environment Agency Science Report (SC040020/SR1): “Hydrogeological Impact Appraisal for Dewatering Abstractions”. Water Resource Consultants for the Environment Agency, April 2007. 4. “A Hydrogeological Investigation of Wredon Quarry, Cauldon Low, Staffordshire”. Secor Limited for Wimpey Minerals, February 1995. 5. “A Geological Investigation of Wredon Quarry, Cauldon Low, Staffordshire”. Secor Limited for Wimpey Minerals, February 1995. 6. “A Hydrogeological Assessment of Kevin Quarry, Cauldon Low, Staffordshire”. Secor Limited for Tilcon (South) Limited, February 1998. 7. “Palaeokarsts in Britain”, Ford T D, 1984, Transactions of the British Cave Research Association, No. 4, Vol.2. 8. “Limestones of the Peak: A Guide to the Limestone and Dolomite Resources of the Peak District of Derbyshire and Staffordshire”, Harrison DJ & Adlam KA, 1985, BGS Mineral Assessment Unit report 144. 9. “Geology of the Country around Ashbourne and Cheadle”, Chisholm I, Charlesley T J and Aitkenhead N, 1988, Geological Memoir for 1:50 000 Geological Sheet 124. HMSO.London. 10. “The Calculation of Actual Evaporation and Soil Moisture Deficit over Specified Catchment Areas”, Grindley J, November 1969, Hydrological Memorandum 38, Meteorological Office, Bracknell, UK. 11. “Flood Estimation Handbook CD-ROM, Version 2.0”, Centre for Ecology and Hydrology (formerly the Institute of Hydrology), 2006. 12. On-line Flood Mapping Service, Environment Agency, September 2008. 13. “Caves of the Peak District”, Gill D W & Beck J S, 1991, Dalesman Book. 14. “Diffuse Flow and Conduit Flow in Limestone Terrain in the Mendip hills, Somerset”, Atkinson T C. 1977, Journal of hydrology, Vol. 35, pp. 93-110. 15. “Hydrogeological Aspects of Waste Disposal on the Carboniferous Limestone Aquifer”, Edwards A J, 1993, Unpublished PhD Thesis, University of Bristol. 16. “A Study of the Limestone Hydrology of the St. Dunstan’s Well and Ashwick Drainage Basins, East Mendip, Somerset”, Drew D P, 1968, Proceedings of the University of Bristol Spelaelogical Society, Vol. 11, pp 214-312. 17. ”Heterogeneity in carbonate Aquifers. A Case Study from the Mendip Hills, England”, Hobbs SL & Smart PL, 1988, Proceedings of the IAH 21st Congress, Karst Hydrogeology and Karst Environmental Protection, Geological Publishing House, Beijing. 18. “The Carboniferous Limestone of the UK as an Aquifer Rock”, Newson MT, 1973, Geography Journal, Vol. 139(2), pp. 294-305. 19. “Water Movement and Storage in the Unsaturated Zone of a Maturely Karstified Carbonate Aquifer, Mendip Hills, England”, Smart PL & Friederich H, 1986, Proceedings of the Environmental Problems in Karst Terrains and their Solution Conference, Bowling Green, Kentucky. Pp100-112. 20. “Limestones & Caves of the Peak District”, Ford TD, 1977, Geo Abstracts Ltd. 21. “Karst Geomorphology and Hydrology”, Ford D & Williams P, 1989, Unwin Hyman. 22. “Managing the Interface between Planning and Abstraction Licensing for Quarry Dewatering”, Capita Symonds Limited for the Environment Agency, Final Report June 2007.

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BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

Appendix 2: Figures

26th June 2009

Report prepared for:

Tunstead House BUXTON Derbyshire SK17 8TG

Tel. 01298 768444 Fax. 01298 768454

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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Technology Centre, Wolverhampton Science Park

Wolverhampton, WV10 9RU tel: 01902 824111 fax: 01902 824112 email: [email protected] www: http://www.bclhydro.co.uk

TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Site Location

Drawn By: GC Scale: 1:65,000 Date: 26th June ‘09 Figure No. 1

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Current Topographic Survey & Extant Pre-Eminent Planning Boundaries Drawn By: GC Scale: 1:4,500 Date: 26th June ‘09 Figure No. 2

Combined Site Boundary of Wredon & Wardlow Quarries

SSSI Boundary

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

SSSI Boundaries

Drawn By: GC Scale: 1:25,000 Date: 26th June ‘09 Figure No. 3

Combined Site Boundary of Wredon & Wardlow Quarries

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Location of Landfill Sites

Drawn By: GC Scale: 1:45,000 Date: 26th June ‘09 Figure No. 4

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Regional Geology (after BGS)

Scale: 1:50,000 (map) Drawn By: GC 1:50,000 (h.sect.) 1:40,000 (v.sect.) 1:100,000 (strat.) Date: 26th June ‘09 Figure No. 5

Combined Site Boundary of Wredon & Wardlow Quarries

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Catchment Boundaries & Surface Watercourses

Drawn By: GC Scale: 1:40,000 Date: 26th June ‘09 Figure No. 6

Combined Site Boundary of Wredon & Wardlow Quarries

Swallet (Surface watre sink to Groundwater)

Resurgence (Spring)

Cave

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Known & Inferred Karstic Features

Drawn By: GC Scale: 1:40,000 Date: 26th June ‘09 Figure No. 7

Combined Site Boundary of Wredon & Wardlow Quarries

Average Groundwater Level 225 (all data: Jan. 2000 to Sept. 2008)

WQx-95 Piezometer Location & Identification

Swallet (Surface watre sink to Groundwater)

Resurgence (Spring)

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Average Groundwater Levels measured within Site & Neighbouring Piezometers Drawn By: GC Scale: 1:10,000 Date: 26th June ‘09 Figure No. 8

Combined Site Boundary of Wredon & Wardlow Quarries

Maximum Groundwater Level 225 (all data: Jan. 2000 to Sept. 2008)

WQx-95 Piezometer Location & Identification

Swallet (Surface watre sink to Groundwater)

Resurgence (Spring)

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Maximum (95th Percentile) Groundwater Levels Measured within Site & Neighbouring Piezometers Drawn By: GC Scale: 1:10,000 Date: 26th June ‘09 Figure No. 9

Combined Site Boundary of Wredon & Wardlow Quarries

Depth from Existing Ground Level to 20 Maximum Groundwater Level (m)

Depth from Existing Ground Level to 30 Average Groundwater Level (m)

WQx-95 Piezometer Location & Identification

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Depth to Groundwater from Existing Ground Level Assuming Average and Maximum (95th Percentile) Groundwater Levels Drawn By: GC Scale: 1:10,000 Date: 26th June ‘09 Figure No. 10

280

270

260

250 Groundwater elevation (maOD)

240

230 Jan 2000 Jan 2001 Jan 2002 Jan 2003 Jan 2004 Jan 2005 Jan 2006 Jan 2007 Jan 2008

Technology Centre, Wolverhampton Science Park Date Wolverhampton, WV10 9RU tel: 01902 824111 fax: 01902 824112 email: [email protected] www: http://www.bclhydro.co.uk

WQ95-1 WQ95-2 WQ95-3 WQ95-4 WQ95-5 WQ95-6 NRA Wardlow Obs. Bh TARMAC LIMITED: WREDON & WARDLOW QUARRIES Groundwater Level Hydrographs from Site & Neighbouring Observation Piezometers Drawn By: GC Scale: N/A Date: 26th June ‘09 Figure No. 11

255

250

245

240

235

Groundwater Levels (maOD)

230

225

220 Jan 1999 Jan 2000 Jan 2001 Jan 2002 Jan 2003 Jan 2004 Jan 2005 Jan 2006 Jan 2007 Jan 2008

Technology Centre, Wolverhampton Science Park Date Wolverhampton, WV10 9RU tel: 01902 824111 fax: 01902 824112 email: [email protected] www: http://www.bclhydro.co.uk BH1 BH2 BH3 BH5 BH6 TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Groundwater Level Hydrographs from Piezometers installed at Kevin Quarry Drawn By: GC Scale: N/A Date: 26th June ‘09 Figure No. 12

Combined Site Boundary of Wredon & Wardlow Quarries

Groundwater Abstraction

Surface Water Abstraction

(No.'s relate to table 5 at section 2.9.4 of report)

Private (unlicensed) Water Supply [as reported by E Staffs BC]

Private (unlicensed) Water Supply [as reported by Staffs Moorlands DC]

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TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Location of Licensed & Unlicensed Abstractions

Drawn By: GC Scale: 1:40,000 Date: 26th June ‘09 Figure No. 13

Technology Centre, Wolverhampton Science Park Wolverhampton, WV10 9RU tel: 01902 824111 fax: 01902 824112 email: [email protected] www: http://www.bclhydro.co.uk

TARMAC LIMITED: WREDON & WARDLOW QUARRIES

Phasing of Proposed Development and Proposed Extent & Depth of Workings at Exhaustion of Mineral Drawn By: GC Scale: 1:7,500 Date: 26th June ‘09 Figure No. 14

BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

Appendix 3: SSSI Citations

26th June 2009

Report prepared for:

Tunstead House BUXTON Derbyshire SK17 8TG

Tel. 01298 768444 Fax. 01298 768454

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

Appendix 4: Geological Logs for Piezometer Boreholes

26th June 2009

Report prepared for:

Tunstead House BUXTON Derbyshire SK17 8TG

Tel. 01298 768444 Fax. 01298 768454

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

Appendix 5: Groundwater Level Data from Piezometers

26th June 2009

Report prepared for:

Tunstead House BUXTON Derbyshire SK17 8TG

Tel. 01298 768444 Fax. 01298 768454

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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BCL Document Reference: C/TL/W&W/EIA08.002

Tarmac Limited WREDON & WARDLOW QUARRIES Nr. Cauldon Low, Staffordshire

Application for Consolidation of Existing Planning Permissions Hydrogeological and Hydrological Assessment

Appendix 6: Preferred Fluids Handling Procedures

26th June 2009

Report prepared for:

Tunstead House BUXTON Derbyshire SK17 8TG

Tel. 01298 768444 Fax. 01298 768454

Technology Centre Wolverhampton Science Park, Wolverhampton, WV10 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112 email: [email protected] web: http://www.bclhydro.co.uk

Company Registration Number: 4043373 Registered in England & Wales. Registered Office: 33 Wolverhampton Road, Cannock.

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Inappropriate storage and handling of fuels and oils can result in contamination of ground, ground water and surface water.

This procedure covers: Bulk storage of fuels and oils, including waste oil Filling of bulk storage tanks Storage and handling of drums Refuelling operations Procedure for emptying bunded areas Fuel and oil spills

Bulk storage of fuels and oils, including waste oil

1. All fuels and oils in bulk shall be kept in bunded storage, the location of which shall be identified on a site plan. 2. The walls and floor of storage bunds must be impervious to oil. 3. Tank filling points shall be inside the bunded area. 4. Delivery lines shall be overhead or, if underground, sleeved. 5. Delivery nozzles shall be stored inside the bund and locked when not in use. 6. Bund drain valves, where fitted, shall be designed so that they can only be removed by key or hand held tool, except when emptying the bund under controlled conditions. 7. All bulk storage tanks shall be appropriately labelled with contents and capacity. 8. Spill kits shall be provided close to hand. 9. Bunded areas shall be checked weekly for build up of oil residues, rainwater or debris. 10. The inside of the bund shall have a line painted to identify when 10% of the capacity has been filled by rainwater etc.

Filling of bulk storage tanks

1. A member of site staff must supervise all tank filling operations. 2. Storage tank levels must be checked to gauge spare capacity before starting filling operations. 3. Check delivery hoses and hose connections for leaks. 4. Report spillages and leaks and clean them up promptly, disposing of waste correctly according to the requirements of prevailing regulation(s).

Storage and handling of drums

1. All drums and containers used for the storage of fuels and oils, including waste oil, shall be appropriately labelled and kept in designated areas identified on a site plan. This will include temporary storage areas. 2. All drums or containers will be kept in bunded storage or on bund trays. This will include temporary storage. 3. Where drum taps are fitted these should be secure. The tap should be positioned over a bund tray to collect drips and spillage. 4. No drum shall be stored in the open without a drum cap fitted. 5. Drums shall be secured when moving them about the site. 6. Report spillages and leaks and clean them up promptly. 7. Spill kits shall be provided.

8. Drum storage areas shall be checked weekly for evidence of poor practice.

Refuelling operations

1. The person refuelling the vehicle must be present throughout the entire refuelling operation. 2. Check vehicle fuel tank level before starting refuelling operations to gauge how much fuel is required. 3. Check delivery hose from the pump / tank to the nozzle for leaks. 4. All delivery nozzles shall be fitted with an automatic cut-out to prevent over-filling. 5. Ensure delivery nozzle is held upright when moving between storage tank and vehicle. 6. Operatives should be prepared to react to any gas oil splashing out whilst re-fuelling. 7. Fuel delivery nozzles shall be locked or similarly disabled when not in use. 8. Report spillages and leaks and clean them up promptly.

Procedure for emptying bunded areas

1. Authority of site management is required before emptying a bund. 2. Details of bund emptying shall be recorded and maintained on site. 3. If the contents of the bund include floating oil then the water underneath this oil should be carefully pumped out. The remaining oil coated water should be collected and disposed of through a licensed contractor. 4. The reason for bund contamination shall be investigated.

Fuel and oil spills 1. Any spillage that cannot be cleaned up promptly with a rag or use of a shovel-full of absorbent material must be reported to the site Manager or his designated deputy who will co-ordinate the response and investigate the cause. 2. Spills to ground shall be absorbed and prevented from spreading by using absorbent materials such as sand, fines, absorbent mats, paper or cloth. 3. Halt the movement of fuel or oil towards a watercourse by creating a barrier in front of it by sand bagging, deployment of absorbent boom or use of 3mm or finer dust. 4. If oil enters a watercourse, prevent it spreading by deploying an absorbent boom. 5. If spilt oil or fuel leaves the site the Quarry Manager must inform the Environment Agency. 6. Contaminated materials from clean-up should be put in an appropriately labelled container and disposed of through a licensed contractor in line with regulatory requirements as stipulated by the Environment Agency.