The Kennels Catsfield Road Catsfield East Sussex

Brief Geotechnical Assessment Report

Report Beneficiary: REM Construction The Barn Ashburnham East Sussex TN33 9PB

Project Reference: P14223

Report Reference: R13941

Document Control Issue Status Issue Date Notes No. 1 Final 20th November 2019 Report Section Prepared By Approved By Geotechnical Assessment Rebecca Webb Steven McSwiney BSc FGS BA mod Geol MSc FGS

Head Office Northern Office Unit 3 Suite C2 The Old Grain Store Dunham House Ditchling Common Business Park 85-89 Cross Street Ditchling Sale East Sussex Cheshire BN6 8SG M33 7HH Tel: 01273 483119 www.ashdownsi.co.uk

Limitations

This report was prepared specifically for the Client’s project and may not be appropriate to alternative schemes. The copyright for the report and licence for its use shall remain vested in Ashdown Site Investigation Limited (the Company) who disclaim all responsibility or liability (whether at common law or under the express or implied terms of the Contract between the Company and the Client) for any loss or damage of whatever nature in the event that this report is relied on by a third party, or is issued in circumstances or for projects for which it was not originally commissioned.

R13941

TABLE OF CONTENTS

1. INTRODUCTION 1 2. SITE CONTEXT 2 2.1 Site Location 2 2.2 Geological and Hydrogeological Information 2 3. SITE WORKS 4 4. GROUND CONDITIONS 5 4.1 Stratigraphy 5 4.2 Groundwater Conditions and Stability 5 5. GEOTECHNICAL ASSESSMENT 6 5.1 Foundations 6 5.2 Groundwater 6 5.3 Stability of Excavations 7 5.4 Aggressivity to Concrete 7 5.5 Ground Floors 8 5.6 Stormwater Infiltration Systems 8

FIGURES AND APPENDICES Figure 1 Site Location Plan Figure 2 Site Plan Terra Firma TerraSearch Report Exploratory Hole Notes Exploratory Hole Records DPSH-B Dynamic Probe Records Summary of Borehole Falling Head Soakage Test Results Geotechnical Test Results

R13941

1. INTRODUCTION

It is proposed to redevelop the site at The Kennels, Catsfield Road, Catsfield, East Sussex. Ashdown Site Investigation Ltd was requested to undertake a ground investigation and to provide advice to assist structural design.

The specific objectives of the works were to: a) Establish the expected geology and hydrogeology at the site; b) Investigate the shallow ground and groundwater conditions at the areas specified by the client; and c) Provide advice to assist others in undertaking design of spread foundations, ground floors, and soakaways.

The scope of the works covered by this report, and the terms and conditions under which they were undertaken, were set out within the offer letter Q8962, dated 18th September 2019. The instruction to proceed was received from the client, REM Construction.

The Kennels, Catsfield Road, Catsfield, East Sussex Page 1

R13941 2. SITE CONTEXT

2.1 Site Location

The site comprises an irregular shaped plot of land located at The Kennels, Catsfield Road, Catsfield, East Sussex, and is centred on the approximate Ordnance Survey national grid reference TQ 7226 1471. A site location plan and site plan are presented as Figure 1 and Figure 2, respectively.

2.2 Geological and Hydrogeological Information

2.2.1 Expected Geology and Aquifer Designation

The stratigraphic unit that may be expected to underlie the site is presented in the following table.

Table 1. Expected Strata and Aquifer Designation

Type Stratum Aquifer Designation Bedrock Tunbridge Wells Sand Formation Secondary A Aquifer

The Lower Tunbridge Wells Sand and the Upper Tunbridge Wells Sand are separated by the Grinstead Clay Member and all three belong to the parent unit Tunbridge Wells Sand Formation. Where the Grinstead Clay Member thins and disappears, the Upper and Lower Tunbridge Wells Sand often cannot be separated. In maps and memoirs, the undifferentiated sand unit has been called Tunbridge Wells Sand Formation.

The succession commences with rhythmically bedded sandstones, siltstones and mudstones which pass up into massive sandstones. These are overlain by a generally more argillaceous rhythmic succession, including mudstones, siltstones and silty sandstones. The Tunbridge Wells Sand Formation is commonly differentially weathered to form dense sand or silt and stiff clay. The mudstones commonly weather to red clay and the siltstones and sandstones to mottled grey and orange silts and sands.

2.2.2 Mining and Natural Ground Hazards

Screening of the site was undertaken by Terra Firma for past underground mining hazards and natural ground hazards. The screening report is included in the Appendices.

Based on this initial screen, ground stability hazards are known or considered likely to have occurred within the vicinity of the site. The ground hazard that has been identified relates to past underground mining hazards relating to stone.

Whilst the mine screening assessment assigns a generic risk to the underlying geology, the screening process does also consider the locations of known mines. Whilst we consider the risk of mines being present beneath the site to be very low, if required, further assessment can be undertaken to provide more detailed comment specific to the site.

The Kennels, Catsfield Road, Catsfield, East Sussex Page 2

R13941 2.2.3 Groundwater Source Protection Zones

The site does not lie within an Environment Agency Source Protection Zone with regard to the protection of the quality of groundwater that is abstracted for potable supply.

The Kennels, Catsfield Road, Catsfield, East Sussex Page 3

R13941 3. SITE WORKS

The ground investigation comprised the drilling of three dynamic sampler boreholes (designated WS01 to WS03) to depths of between 1.70m and 2.00m below ground level. Continuous dynamic probe tests were undertaken adjacent to each borehole to depths of between 1.70m and 1.80m below ground level using a super heavy DPSH-B1 probing geometry.

The fieldwork was carried out on 21st October 2019. The exploratory hole locations were set out by the client and are shown on Figure 2.

Geotechnical testing was undertaken by Ashdown Site Investigation Ltd in accordance with the methods given in BS13772. Chemical testing to enable classification of the chemical environment of soils in accordance with BRE SD13 was undertaken by an external UKAS accredited laboratory.

Descriptions of the strata encountered and comments on groundwater conditions are shown in the exploratory hole records given in the Appendices, together with notes to assist in their interpretation. The results of the in situ and laboratory testing are also included in the Appendices.

1 As defined by BS EN ISO 22476-2:2005. 2 BS1377:1990 Parts 1 to 8, Methods of test for soils for civil engineering purposes. 3 BRE Special Digest 1:2005 Concrete in Aggressive Ground. The Kennels, Catsfield Road, Catsfield, East Sussex Page 4

R13941 4. GROUND CONDITIONS

4.1 Stratigraphy

4.1.1 Surface Covering

Boreholes WS01 and WS03 were excavated through a surface cover of topsoil some 400mm and 200mm in thickness, respectively.

No specific surfacing materials were encountered in borehole WS02.

4.1.2 Made Ground

Made ground, generally comprising sandy gravel over slightly gravelly slightly sandy silty clay, was recorded within borehole WS02 only, where it was found to be present to a depth of 1.00m below ground level. The gravel fraction comprised variable quantities of flint, brick, concrete, sandstone and charcoal-like material.

4.1.3 Tunbridge Wells Sand Formation

Underlying the surfacing/made ground, the investigation progressed into undisturbed silty sand which contained a variable proportion of clay and sandstone gravel. These soils were recorded to be initially loose, becoming medium dense to dense and very dense below depths of around 0.80m to 1.10m below ground.

Due to the dense nature of these soils at relatively shallow depths, possibly grading into bedrock, the boreholes and dynamic probes were terminated at depths of between 1.70m and 2.00m.

These deposits are considered to represent the Tunbridge Wells Sand Formation deposits indicated on the published geological map.

4.2 Groundwater Conditions and Stability

Each of the exploratory holes was recorded to remain dry and stable during the course of drilling.

It is noted that groundwater levels should be expected to fluctuate seasonally.

The Kennels, Catsfield Road, Catsfield, East Sussex Page 5

R13941 5. GEOTECHNICAL ASSESSMENT

At the time of writing, no details were available concerning the development proposals including the specific loads likely to be applied to the foundations.

5.1 Foundations

5.1.1 Soil Shrinkage/Heave Potential

The fine-grained soils of the made ground encountered in borehole WS02 have been classified as a silt of intermediate plasticity and with a modified plasticity index of 6%, the soils may be expected to exhibit a negligible volume change potential.

The undisturbed sand soils of the Tunbridge Wells Sand Formation may be considered to be non- plastic and hence non-shrinkable.

No specific precautions are therefore considered to be required with respect to protecting foundations founded through or within these soils from the effects of soil heave/ shrinkage.

5.1.2 Spread Foundations

Foundations should be constructed so as to bear below soils that are likely to be affected by frost action in order to avoid damage to foundations that could otherwise arise. In addition, all made ground and any soils disturbed by the construction or removal of any previously existing foundations or services should be regarded as being variable in nature and state of compaction and, as such, unsuitable as a founding medium for shallow footings. New footings should be constructed so as to bear below made ground / disturbed natural soils and below a depth of 0.60m, whichever is the deeper, and onto undisturbed, competent, natural deposits.

For design purposes, a net allowable bearing capacity of 150kN/m2 may be assumed for spread (pad or strip) foundations up to 1.50m across bearing within the Tunbridge Wells Sand Formation soils of at least medium dense relative density, typically encountered at depths of below 0.80m to 1.10m. The quoted bearing capacity is expected to limit settlement to less than 25mm.

In view of the shallow loose soils encountered it is recommended that the foundation formations should be inspected by suitably qualified persons to confirm the relatively density of the soils at formation level.

5.2 Groundwater

Groundwater was not encountered during the short period of the intrusive works. However, it is noted that higher groundwater levels may prevail during wetter seasons.

Whilst excavations for foundations and soakaway systems are likely to be made above the water table, it is possible that heavy precipitation during construction could lead to the ingress of perched groundwater or surface water run-off into excavations. In such circumstances it would be expected that water entering into excavations would be adequately managed by either pumping from sumps or natural drainage, or a combination of the two.

The Kennels, Catsfield Road, Catsfield, East Sussex Page 6

R13941 5.3 Stability of Excavations

All made ground or coarse-grained natural soils exposed in excavations should be assumed to be unstable, even in the short term. Where stable excavations are required, excavations should either be suitably supported or side slopes should be battered back to a safe angle of repose.

All excavations requiring human entry must be shored or battered as necessary to conform to current best practice, as accepted by the Health and Safety Executive (HSE)4. Current legislation requires that where personnel access is required into any excavation a competent person must inspect excavation supports or battering of slopes at the start of the working shift and at other specified times. No work should take place until the excavation is safe. Excavations should also be inspected after any event that may have affected their stability, such as a significant weather event, changes in surcharge loadings imposed by temporary storage of materials or changes in site traffic plans or alteration of support systems. Inspections should be formally recorded and any faults that are found should be corrected immediately.

Particular attention must be paid to ensuring the stability of nearby structures, services and neighbouring sites.

5.4 Aggressivity to Concrete

The aggressivity of the soils to concrete has been assessed in accordance with guidance published by the BRE5.

In consideration of the soils encountered beneath the site it is considered that ‘natural ground conditions’ may be assumed for the purpose of assessing the aggressivity of the chemical environment for concrete classification (ACEC class). Whilst groundwater was not encountered during the short period of the works, in the absence of long-term monitoring data, ‘mobile groundwater’ conditions should be assumed.

The following table summarises the characteristic values indicated from the chemical analysis of the soils present beneath the site.

Table 2. Assessment of the Chemical Analysis of the Soil

Characteristic Value Tunbridge Wells Sand Design Sulfate Class ACEC Classification

Formation

pH 7.0 - -

Water Soluble Sulphate 0 DS-1 AC-1 (mg/l as SO4) * Notes: * Characteristic value rounded to nearest 100.

In accordance with the guidance, a DS-1 Design Sulfate Class and an AC-1 ACEC classification should be assumed, as a minimum, for the design of concrete in contact with the ground.

4 Relevant guidance is given on the HSE website, www.hse.gov.uk 5 BRE Special Digest 1:2005 Concrete in Aggressive Ground. The Kennels, Catsfield Road, Catsfield, East Sussex Page 7

R13941 5.5 Ground Floors

It is considered that ground bearing floor slabs could be constructed onto the natural soils beneath site. Formations should be adequately proof rolled and any unsuitable materials excavated and replaced with a suitable engineered fill. The depth of any fill should be limited to a maximum of 600mm unless placed to an engineering specification designed to limit internal settlement of the fill materials to a tolerance to be advised by the designer.

Where made ground is to remain beneath proposed structures, it is recommended that ground floors should be suspended for all areas sensitive to differential movement between the superstructure and floor.

5.6 Stormwater Infiltration Systems

In-situ infiltration testing6 was undertaken in borehole WS03. From the test results, calculations were made to estimate the infiltration rate that could be expected for soakaways constructed to discharge into the underlying soils within the test zone.

The infiltration rates derived from the tests are summarised in the following table.

Table 3. Calculated Infiltration Rates

Test Response Zone Infiltration Rate Driving Exploratory Depth (m) Stratum (f) Head of Hole Top Bottom (m/sec) Water (m) WS03 Test 1 1.00 2.00 Tunbridge Wells Sand Formation 4.6 x 10-5 1.0 WS03 Test 2 1.00 2.00 Tunbridge Wells Sand Formation 2.3 x 10-5 1.0 WS03 Test 3 1.00 2.00 Tunbridge Wells Sand Formation 1.6 x 10-5 1.0

The value ‘f’ is equivalent to the soil infiltration coefficient ‘q’ quoted in the Construction Industry Research and Information Association (CIRIA) Report 156.

The results from the infiltration tests should be provided to engineers responsible for the design of the drainage system.

To comply with building regulations7, point discharging infiltration systems (conventional ring or trench soakaways) are required to be constructed a minimum of 5.0m away from proposed or existing buildings.

Ashdown Site Investigation Ltd.

6 Conducted in accordance with The Soakaway Design Guide, published by Kent County Council, July 2000. 7 The Building Regulations 2010; Part H; Drainage and Waste Disposal The Kennels, Catsfield Road, Catsfield, East Sussex Page 8

FIGURES AND APPENDICES Figure 1 Site Location Plan Figure 2 Site Plan Terra Firma TerraSearch Report Exploratory Hole Notes Exploratory Hole Records DPSH-B Dynamic Probe Records Summary of Borehole Falling Head Soakage Test Results Geotechnical Test Results

N

Site Location

© OpenStreetMap contributors, CC BY-SA

Site Name Figure No. Project Reference Site Location Plan The Kennels, Catsfield Road, Catsfield, East Sussex 1 P14223 WS01

WS02

WS03

Site Site Name Figure No. Project Reference Plan The Kennels, Catsfield Road, Catsfield, East Sussex 2 P14223 Hazard Alert

Ground stability hazards are known or considered likely to have occurred within the vicinity of the Site (property and land). The ground hazards

Terrafirma Ground Report required Date: 21/10/2019

Property: The Kennels, Catsfield, Battle, East Sussex, TN339DU Your Search Reference: 66163.450 Terrafirma Reference: TFC20191021112635-142393

NEXT STEPS Past underground mining hazard results

Coal Not Identified The Terrafirma Ground Report is an expert desktop assessment by an experienced geologist, Rare minerals Not Identified including a professional opinion of the risk of Metalliferous Inc. Tin Not Identified instability from all natural and mining ground hazards. The Clay Inc. China and Ball Not Identified report includes terms and conditions backed by £10 million professional indemnity Stone Inc. Limestone Identified per report. Evaporites Inc. Cheshire Brine Not Identified This notice is based upon the TerraSearch® Hazard Alert information service and is not to Natural ground hazards results be used in a property transaction Not Identified as evidence of natural or mining- Running sands related ground instability.

Soluble rocks Not Identified This alert is not covered by TerraSearch® terms and Collapsible ground Not Identified conditions and is to be used solely for the purpose of Not Identified highlighting an instability risk that Compressible ground may impact the completion, COLLAPSIBLE GROUND value or quiet enjoyment of a Clay subsidence Not Identified property. Further professional opinion is required to assess any Landslip Not Identified such impact.

No liability will be held by Terrafirma to any persons not party to the commissioning of this Hazard Alert. ii

NOTES FOR THE INTERPRETATION OF EXPLORATORY HOLE RECORDS

1 Symbols and abbreviations

Samples

U ‘Undisturbed’ Sample: - 100mm diameter by 450mm long. The number of blows to drive in the sampling tube is shown after the test index letter in the SPT column. Uo Sample not obtained U* Full penetration of sample not obtained Pi Piston Sample: ‘Undisturbed’ sample 100mm diameter by 600mm long. D Disturbed Sample R Root Sample B Bulk Disturbed Sample W Water Sample J Jar Sample (sample taken in amber glass jar fitted with gas tight lid) T Tub Sample Vi Vial Sample

In situ Testing

S Standard penetration test (SPT): Using the split spoon sampler.

C Standard Penetration Test (SPT): using a solid cone instead of the sampler - conducted usually in coarse grained soils or weak rocks.

V Shear Vane Test: Undrained shear strength (cohesion) (kN/m2) shown within the Vane/Pen Test and N Value column.

H Hand penetrometer Test: Undrained shear strength (cohesion) (kN/m2) shown within the Vane/Pen Test and N Value column.

P Perth Penetrometer Test: Number of blows for 300mm penetration shown under Vane/Pen Test and N Value column.

Excavation Method

CP Cable Percussion Borehole WLS Dynamic Sampler Borehole using windowless sampler tubes WS Dynamic Sampler Borehole using window sampler tubes TP Trial Pit excavated using mechanic excavator HDP Trial Pit excavated using hand tools

2 Soil Description

Description and classification of soils has been carried out using as a general basis the British Standard Geotechnical investigation and testing – Identification and classification of soil, Part 1 Identification and description (BS EN ISO 14688-1) and Part 2 Principles of classification (BS EN 14688-2) as well as the BS5930 code of Practice for Ground Investigations.

3 Rock Description

Description and classification of rocks has been carried out using as a general basis the British Standard Geotechnical investigation and testing – Identification and classification of rock, Part 1 Identification and classification (BS EN ISO 14689-1) as well as the BS5930 code of Practice for Ground Investigations. TCR – Total Core Recovery, SCR – Solid Core Recovery, RQD – Rock Quality Designation, NI – Non Intact, If – indicative fracture spacing (min/ave/max), FI – Fracture Index.

4 Chalk Description

Chalk description is based on BS EN ISO 14688, BS EN ISO 14689 and BS5930. The classification of chalk generally follows the guidance offered by the Construction Industry Research and Information Association (CIRIA) C574, ‘Engineering in Chalk’. This is based on assessment of chalk density, discontinuity and aperture spacing, and the proportion of intact chalk to silt of chalk.

Site Name: The Kennels, Catseld Road, Catseld, East Sussex

Job Number: P14223 E-mail: [email protected] Start Date: 21/10/2019 Web: www.ashdownsi.co.uk Borehole Number: Tel: 01273 483119 End Date: 21/10/2019 WS01 Sheet 1 of 1 Samples and In Situ Tesng Dynamic Probe

Standpipe Sample/ Test Depth From Legend Depth Stratum Descripon Depth To (m) Test Result 0 5 10 15 20 25 30 Type (m) 0.00 Topsoil.

0.40 Loose light brown slightly gravelly silty ne SAND. Gravel is subangular D 0.50 to subrounded ne sandstone. (Tunbridge Wells Sand Formaon)

becoming medium dense below 0.80m depth.

D 1.00

becoming dense to very dense below 1.40m depth. D 1.50

D 1.90 1.90 End of borehole at 1.90m

Remarks Groundwater: Borehole stable on compleon. Excavaon Method: WLS

Stability: Borehole stable on compleon. Borehole Diameter: Various Notes: No further progress below 1.90m depth - too dense.

Made By: BA Site Name: The Kennels, Catseld Road, Catseld, East Sussex

Job Number: P14223 E-mail: [email protected] Start Date: 21/10/2019 Web: www.ashdownsi.co.uk Borehole Number: Tel: 01273 483119 End Date: 21/10/2019 WS02 Sheet 1 of 1 Samples and In Situ Tesng Dynamic Probe

Standpipe Sample/ Test Depth From Legend Depth Stratum Descripon Depth To (m) Test Result 0 5 10 15 20 25 30 Type (m) 0.00 MADE GROUND: Sandy subangular to subrounded ne to coarse gravel brick, concrete and sandstone.

0.40 MADE GROUND: Grey slightly gravelly slightly sandy silty clay. Sand is D 0.50 ne. Gravel is subangular to subrounded ne to coarse brick, int and charcoal-like material.

D 1.00 1.10 1.00 Loose grey silty clayey ne SAND. (Tunbridge Wells Sand Formaon) becoming medium dense with no clay content below 1.10m depth. Becomes orange/brown silty SAND at 1.20m depth. becoming dense to very dense below 1.30m depth.

becoming gravelly (sandstone) towards base.

D 1.70 1.70 End of borehole at 1.70m

Remarks Groundwater: Borehole dry on compleon. Excavaon Method: WLS

Stability: Borehole stable on compleon. Borehole Diameter: Various Notes: No further progress below 1.70m depth - too dense.

Made By: BA Site Name: The Kennels, Catseld Road, Catseld, East Sussex

Job Number: P14223 E-mail: [email protected] Start Date: 21/10/2019 Web: www.ashdownsi.co.uk Borehole Number: Tel: 01273 483119 End Date: 21/10/2019 WS03 Sheet 1 of 1 Samples and In Situ Tesng Dynamic Probe

Standpipe Sample/ Test Depth From Legend Depth Stratum Descripon Depth To (m) Test Result 0 5 10 15 20 25 30 Type (m) 0.00 Topsoil.

0.20 Brown clayey ne to medium SAND. (Tunbridge Wells Sand Formaon)

D 0.50

0.90 Medium dense grey brown silty ne SAND with occasional lenses/ beds D 1.00 of sandy clay. (Tunbridge Wells Sand Formaon) Bands of sandy clay <5cm thick becoming dense below 1.20m depth.

D 1.50 becoming very dense below 1.50m depth.

D 1.90

2.00 End of borehole at 2.00m

Remarks Groundwater: Borehole dry on compleon. Excavaon Method: WLS

Stability: Borehole cased to 1.00m depth. Borehole stable on compleon. Borehole Diameter: Various Notes: No further progress below 2.00m depth - too dense.

Made By: BA ASHDOWN SITE INVESTIGATION LTD Dynamic Probe Record

SITE The Kennels, Catsfield Road, Catsfield, East Sussex Report Ref. P14223

Test Location Reference WS01

Depth Blows (per Average Unit Point Dynamic Depth Dynamic (mbgl) 100mm) Penetration Resistance Point PointDynamic Point Resistance (MPa) per Blow (MPa) Resistance 0.00 5.00 Resistance10.00 15.00 20.00 25.00 30.00 (m) (MPa) 0.00 (MPa) 0.10 1 0.10 2.07 2.01 0.10 2.01 P 0.20 1 0.10 2.07 1.98 0.20 0.20 1.98 P 0.30 1 0.10 2.07 1.96 0.30 1.96 P 0.40 1 0.10 2.07 1.93 0.40 0.40 1.93 P 0.50 1 0.10 2.07 1.91 0.50 1.91 P 0.60 1 0.10 2.07 1.88 0.60 0.60 1.88 P 0.70 1 0.10 2.07 1.86 0.70 1.86 P 0.80 2 0.05 4.14 3.67 0.80 0.80 3.67 P 0.90 2 0.05 4.14 3.63 0.90 3.63 P 1.00 2 0.05 4.14 3.58 1.00 1.00 3.58 P 1.10 2 0.05 4.14 3.54 1.10 3.54 P 1.20 3 0.03 6.20 5.25 1.20 1.20 5.25 P 1.30 3 0.03 6.20 5.19 1.30 5.19 P 1.40 7 0.01 14.48 11.97 1.40 1.40 11.97 P 1.50 11 0.01 22.75 18.60 1.50 18.60 P 1.60 19 0.01 39.29 31.76 1.60 1.60 31.76 P 1.70 24 0.00 49.64 39.68 1.70 39.68 P 1.80 30 0.00 62.04 49.06 1.80 1.80 49.06 P 1.90 1.80 49.06 B 2.00 2.00 1.80 49.06 B 2.10 1.80 49.06 B 2.20 2.20 1.80 49.06 B 2.30 1.80 49.06 B 2.40 2.40 1.80 49.06 B 2.50 1.80 49.06 B 2.60 2.60 1.80 49.06 B 2.70 Depth (mbgl) 1.80 49.06 B 2.80 2.80 1.80 49.06 B 2.90 1.80 49.06 B 3.00 3.00 1.80 49.06 B 3.10 1.80 49.06 B 3.20 3.20 1.80 49.06 B 3.30 1.80 49.06 B 3.40 3.40 1.80 49.06 B 3.50 1.80 49.06 B 3.60 3.60 1.80 49.06 B 3.70 1.80 49.06 B 3.80 3.80 1.80 49.06 B 3.90 1.80 49.06 B 4.00 4.00 1.80 49.06 B 4.10 1.80 49.06 B 4.20 4.20 1.80 49.06 B 4.30 1.80 49.06 B 4.40 4.40 1.80 49.06 B 4.50 1.80 49.06 B 4.60 4.60 1.80 49.06 B 4.70 1.80 49.06 B 4.80 4.80 1.80 49.06 B 4.90 1.80 49.06 B 5.00 5.00 1.80 49.06 B

Notes: Hammer Mass 63.5 kg No further progress below 1.80m - Hammer bouncing. Fall Height 0.76 m Cone Area 0.0019 m2

Etheor 473 J Energy Ratio 0.83 Anvil Mass 1 kg Rod Mass 8.79 kg/m ASHDOWN SITE INVESTIGATION LTD Dynamic Probe Record

SITE The Kennels, Catsfield Road, Catsfield, East Sussex Report Ref. P14223

Test Location Reference WS02

Depth Blows (per Average Unit Point Dynamic Depth Dynamic (mbgl) 100mm) Penetration Resistance Point PointDynamic Point Resistance (MPa) per Blow (MPa) Resistance 0.00 5.00 Resistance10.00 15.00 20.00 25.00 30.00 (m) (MPa) 0.00 (MPa) 0.10 10 0.01 20.68 20.09 0.10 20.09 P 0.20 6 0.02 12.41 11.89 0.20 0.20 11.89 P 0.30 4 0.03 8.27 7.82 0.30 7.82 P 0.40 3 0.03 6.20 5.79 0.40 0.40 5.79 P 0.50 3 0.03 6.20 5.72 0.50 5.72 P 0.60 2 0.05 4.14 3.76 0.60 0.60 3.76 P 0.70 1 0.10 2.07 1.86 0.70 1.86 P 0.80 1 0.10 2.07 1.84 0.80 0.80 1.84 P 0.90 1 0.10 2.07 1.81 0.90 1.81 P 1.00 1 0.10 2.07 1.79 1.00 1.00 1.79 P 1.10 2 0.05 4.14 3.54 1.10 3.54 P 1.20 3 0.03 6.20 5.25 1.20 1.20 5.25 P 1.30 10 0.01 20.68 17.30 1.30 17.30 P 1.40 19 0.01 39.29 32.49 1.40 1.40 32.49 P 1.50 24 0.00 49.64 40.58 1.50 40.58 P 1.60 28 0.00 57.91 46.81 1.60 1.60 46.81 P 1.70 30 0.00 62.04 49.60 1.70 49.60 P 1.80 1.80 1.70 49.60 B 1.90 1.70 49.60 B 2.00 2.00 1.70 49.60 B 2.10 1.70 49.60 B 2.20 2.20 1.70 49.60 B 2.30 1.70 49.60 B 2.40 2.40 1.70 49.60 B 2.50 1.70 49.60 B 2.60 2.60 1.70 49.60 B 2.70 Depth (mbgl) 1.70 49.60 B 2.80 2.80 1.70 49.60 B 2.90 1.70 49.60 B 3.00 3.00 1.70 49.60 B 3.10 1.70 49.60 B 3.20 3.20 1.70 49.60 B 3.30 1.70 49.60 B 3.40 3.40 1.70 49.60 B 3.50 1.70 49.60 B 3.60 3.60 1.70 49.60 B 3.70 1.70 49.60 B 3.80 3.80 1.70 49.60 B 3.90 1.70 49.60 B 4.00 4.00 1.70 49.60 B 4.10 1.70 49.60 B 4.20 4.20 1.70 49.60 B 4.30 1.70 49.60 B 4.40 4.40 1.70 49.60 B 4.50 1.70 49.60 B 4.60 4.60 1.70 49.60 B 4.70 1.70 49.60 B 4.80 4.80 1.70 49.60 B 4.90 1.70 49.60 B 5.00 5.00 1.70 49.60 B

Notes: Hammer Mass 63.5 kg No further progress below 1.70m - Hammer bouncing Fall Height 0.76 m Cone Area 0.0019 m2

Etheor 473 J Energy Ratio 0.83 Anvil Mass 1 kg Rod Mass 8.79 kg/m ASHDOWN SITE INVESTIGATION LTD Dynamic Probe Record

SITE The Kennels, Catsfield Road, Catsfield, East Sussex Report Ref. P14223

Test Location Reference WS03

Depth Blows (per Average Unit Point Dynamic Depth Dynamic (mbgl) 100mm) Penetration Resistance Point PointDynamic Point Resistance (MPa) per Blow (MPa) Resistance 0.00 5.00 Resistance10.00 15.00 20.00 25.00 30.00 (m) (MPa) 0.00 (MPa) 0.10 1 0.10 2.07 2.01 0.10 2.01 P 0.20 1 0.10 2.07 1.98 0.20 0.20 1.98 P 0.30 1 0.10 2.07 1.96 0.30 1.96 P 0.40 1 0.10 2.07 1.93 0.40 0.40 1.93 P 0.50 1 0.10 2.07 1.91 0.50 1.91 P 0.60 1 0.10 2.07 1.88 0.60 0.60 1.88 P 0.70 3 0.03 6.20 5.58 0.70 5.58 P 0.80 3 0.03 6.20 5.51 0.80 0.80 5.51 P 0.90 3 0.03 6.20 5.44 0.90 5.44 P 1.00 3 0.03 6.20 5.38 1.00 1.00 5.38 P 1.10 6 0.02 12.41 10.62 1.10 10.62 P 1.20 11 0.01 22.75 19.25 1.20 1.20 19.25 P 1.30 11 0.01 22.75 19.03 1.30 19.03 P 1.40 8 0.01 16.55 13.68 1.40 1.40 13.68 P 1.50 14 0.01 28.95 23.67 1.50 23.67 P 1.60 25 0.00 51.70 41.79 1.60 1.60 41.79 P 1.70 30 0.00 62.04 49.60 1.70 49.60 P 1.80 1.80 1.70 49.60 B 1.90 1.70 49.60 B 2.00 2.00 1.70 49.60 B 2.10 1.70 49.60 B 2.20 2.20 1.70 49.60 B 2.30 1.70 49.60 B 2.40 2.40 1.70 49.60 B 2.50 1.70 49.60 B 2.60 2.60 1.70 49.60 B 2.70 Depth (mbgl) 1.70 49.60 B 2.80 2.80 1.70 49.60 B 2.90 1.70 49.60 B 3.00 3.00 1.70 49.60 B 3.10 1.70 49.60 B 3.20 3.20 1.70 49.60 B 3.30 1.70 49.60 B 3.40 3.40 1.70 49.60 B 3.50 1.70 49.60 B 3.60 3.60 1.70 49.60 B 3.70 1.70 49.60 B 3.80 3.80 1.70 49.60 B 3.90 1.70 49.60 B 4.00 4.00 1.70 49.60 B 4.10 1.70 49.60 B 4.20 4.20 1.70 49.60 B 4.30 1.70 49.60 B 4.40 4.40 1.70 49.60 B 4.50 1.70 49.60 B 4.60 4.60 1.70 49.60 B 4.70 1.70 49.60 B 4.80 4.80 1.70 49.60 B 4.90 1.70 49.60 B 5.00 5.00 1.70 49.60 B

Notes: Hammer Mass 63.5 kg No further progress below 1.70m - Hammer bouncing. Fall Height 0.76 m Cone Area 0.0019 m2

Etheor 473 J Energy Ratio 0.83 Anvil Mass 1 kg Rod Mass 8.79 kg/m ASHDOWN SITE INVESTIGATION LIMITED

Site: The Kennels, Catsfield Road, Catsfield, East Sussex Project No.: P14223 Sheet No.: 1 of 1

SUMMARY OF BOREHOLE FALLING HEAD SOAKAGE TEST RESULTS

WS03 (Test 1) WS03 (Test 2) WS03 (Test 3) Time Depth to Time Depth to Time Depth to (mins) water (mins) water (mins) water (m bgl) (m bgl) (m bgl) 0 0.00 0 0.00 0 0 1 0.28 1 0.10 1 0.10 2 0.39 2 0.17 3 0.27 3 0.49 3 0.25 4 0.34 4 0.59 9 0.56 14 0.20 9 0.79 23 0.90 51 1.03 19 0.95 41 1.05 24 1.03

Borehole Borehole Borehole Depth 2.00 Depth 2.00 Depth 2.00 (m bgl) (m bgl) (m bgl) Casing Casing Casing Depth 1.00 Depth 1.00 Depth 1.00 (m bgl) (m bgl) (m bgl) Borehole Borehole Borehole Diameter 101.00 Diameter 101.00 Diameter 101.00 (mm) (mm) (mm) Casing Casing Casing Diameter 105.00 Diameter 105.00 Diameter 105.00 (mm) (mm) (mm)

Notes: bgl – below ground level.

ASHDOWN SITE INVESTIGATION LIMITED

Soil Classification Summary

Site Name: The Kennels, Catsfield Road, Catsfield, East Sussex Job No: P14223

Nat. Equiv. % Atterberg Limits Cons. BH/TP Depth Moist. Moist. passing Class'n Index Visual Description of Sample No. (m) Cont. Cont. Wl Wp Ip 425 µm (Ic ) (w %) (wa %) % % % sieve

WS02 0.50 31 36 28 8 MI 70 MADE GROUND: dark brown slightly gravelly sandy silty clay. Gravel is fine to medium sandstone, flint, brick and clinker-like material.

Test Method: Classification Tests BS1377: Part 2: 1990: Method 4.4, 5.3 and 5.4 Sheet No. 1 * Consistency index based on natural moisture content and not the equivalent moisture content. ASHDOWN SITE INVESTIGATION LTD Geotechnical and Geoenvironmental Engineers

Particle Size Distribution by Wet Sieve; BS1377: Part 2 1990

SILT SAND GRAVEL CLAY

Fine Medium Coarse Fine Medium Coarse Fine Medium Coarse COBBLE

0.002 0.006 0.02 0.06 0.2 0.6 2 6 20 60 100

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40 Percentage Passing

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0 0.0001 0.001 0.01 0.1 1 10 100 Particle Size (mm) The Kennels, Catsfield Road, Catsfield, East Job Name BH/ TP No. WS01 Sussex Sample Slightly gravelly silty SAND. Sample Description Job No. P14223 1.00 Depth (m) ASHDOWN SITE INVESTIGATION LTD Geotechnical and Geoenvironmental Engineers

Particle Size Distribution by Wet Sieve; BS1377: Part 2 1990

SILT SAND GRAVEL CLAY

Fine Medium Coarse Fine Medium Coarse Fine Medium Coarse COBBLE

0.002 0.006 0.02 0.06 0.2 0.6 2 6 20 60 100

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80

70

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50

40 Percentage Passing

30

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0 0.0001 0.001 0.01 0.1 1 10 100 Particle Size (mm) The Kennels, Catsfield Road, Catsfield, East Job Name BH/ TP No. WS02 Sussex Sample Gravelly silty SAND. Sample Description Job No. P14223 1.70 Depth (m) Unit A2 Windmill Road Ponswood Industrial Estate St Leonards on Sea East Sussex TN38 9BY Telephone: (01424) 718618

[email protected] [email protected] THE ENVIRONMENTAL LABORATORY LTD

Analytical Report Number: 19-25468

Issue: 1

Date of Issue: 30/10/2019

Contact: Lab Results

Customer Details: Ashdown Site Investigation Ltd Unit 3 The Grain Store Ditchling Common Business Park Ditchling Common West SussexBN6 8SG

Quotation No: Q15-00267

Order No: 8021

Customer Reference: P14223

Date Received: 24/10/2019

Date Approved: 30/10/2019

Details: The Kennels, Catsfield Road, Catsfield, East Sussex

Approved by:

John Wilson, Quality Manager

Any comments, opinions or interpretations expressed herein are outside the scope of UKAS accreditation (Accreditation Number 2683

This report may only be reproduced in full

The Environmental Laboratory Ltd. Reg. No. 3882193 Page 1 of 5 Sample Summary Report No.: 19-25468, issue number 1

Elab No. Client's Ref. Date Sampled Date ScheduledDescription Deviations 187729 WS01 1.90 21/10/2019 24/10/2019 Sand 187730 WS02 1.00 21/10/2019 24/10/2019 Sand 187731 WS03 1.50 21/10/2019 24/10/2019 Sand

The Environmental Laboratory Ltd. Reg. No. 3882193 Page 2 of 5 3

Results Summary Report No.: 19-25468, issue number 1 ELAB Reference 187729 187730 187731 Customer Reference Sample ID Sample Type SOIL SOIL SOIL Sample Location WS01 WS02 WS03 Sample Depth (m) 1.90 1.00 1.50 Sampling Date 21/10/2019 21/10/2019 21/10/2019 Determinand Codes Units LOD Soil sample preparation parameters Material removed N % 0.1 < 0.1 < 0.1 < 0.1 Description of Inert material removed N 0 None None None Anions Water Soluble Sulphate M g/l 0.02 < 0.02 < 0.02 < 0.02 Miscellaneous pH M pH units 0.1 7.0 7.8 7.5

Tests marked N are not UKAS accredited. The Environmental Laboratory Ltd. Reg. No. 3882193 Page 3 of 5 Method Summary Report No.: 19-25468, issue number 1

Analysis Undertaken Date Method Parameter Codes Technique On Tested Number Soil pH M Air dried sample 29/10/2019 113 Electromeric Water soluble anions M Air dried sample 28/10/2019 172 Ion Chromatography

The Environmental Laboratory Ltd. Reg. No. 3882193 Page 4 of 5 Report Information Report No.: 19-25468, issue number 1

Key

U hold UKAS accreditation M hold MCERTS and UKAS accreditation N do not currently hold UKAS accreditation ^ MCERTS accreditation not applicable for sample matrix * UKAS accreditation not applicable for sample matrix S Subcontracted to approved laboratory UKAS Accredited for the test SM Subcontracted to approved laboratory MCERTS/UKAS Accredited for the test NS Subcontracted to approved laboratory. UKAS accreditation is not applicable. I/S Insufficient Sample U/S Unsuitable sample n/t Not tested < means "less than" > means "greater than"

Soil sample results are expressed on an air dried basis (dried at < 30°C), and are uncorrected for inert material removed. ELAB are unable to provide an interpretation or opinion on the content of this report. The results relate only to the sample received. PCB congener results may include any coeluting PCBs Uncertainty of measurement for the determinands tested are available upon request Unless otherwise stated, sample information has been provided by the client. This may affect the validity of the results. Deviation Codes a No date of sampling supplied b No time of sampling supplied (Waters Only) c Sample not received in appropriate containers d Sample not received in cooled condition e The container has been incorrectly filled f Sample age exceeds stability time (sampling to receipt) g Sample age exceeds stability time (sampling to analysis) Where a sample has a deviation code, the applicable test result may be invalid.

Sample Retention and Disposal All soil samples will be retained for a period of one month All water samples will be retained for 7 days following the date of the test report Charges may apply to extended sample storage

The Environmental Laboratory Ltd. Reg. No. 3882193 Page 5 of 5