Geotechnical Appraisal

REPORT C7309A DECEMBER 2018

GEOTECHNICAL APPRAISAL

Of land at the proposed PLASTIC CONVERSION FACILITY, WILTON

Prepared for ReNew ELP

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GEOTECHNICAL APPRAISAL

Of land at the proposed

PLASTIC CONVERSION FACILITY, WILTON

Prepared for

ReNew ELP

CONTENTS

EXECUTIVE SUMMARY

1. INTRODUCTION ...... 5

2. SITE DETAILS AND DESCRIPTION ...... 7

3. PREVIOUS INVESTIGATION FINDINGS ...... 9

4. FIELDWORK ...... 11 4.1. Scope of Investigation ...... 11 4.2. Exploratory Hole Locations ...... 11 4.3. Strata Description ...... 11 4.4. Geotechnical Testing ...... 12 4.5. Chemical Testing ...... 12

5. GROUND CONDITIONS AND MATERIAL PROPERTIES...... 13 5.1. Strata Profile ...... 13 5.2. Material Properties ...... 14 5.3. Obstructions ...... 17 5.4. Ground Stability ...... 18 5.5. Subsurface Mine Workings ...... 18 5.6. Groundwater ...... 18 5.7. Visual / Olfactory Evidence of Contamination ...... 20

6. CONCLUSIONS AND RECOMMENDATIONS ...... 21 6.1. Proposed Development ...... 21 6.2. Foundations ...... 24 6.3. General Comments ...... 26 6.4. Floors ...... 27 6.5. Groundworks, Excavation Stability and Groundwater Dewatering ...... 28 6.6. Pavements and Highways ...... 28

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6.7. Disposal of Soils ...... 29

7. REGULATORY APPROVALS ...... 30

TABLES

Table 2.1 Current Site Overview ...... 7 Table 3.1 Summary of Previous Investigation Findings ...... 9 Table 5.1 Strata Profile ...... 13 Table 5.2 Summary of dry density / moisture content relationship determinations ...... 16 Table 5.3 Summary of estimated weak rock strengths based on SPT testing...... 17 Table 5.4 Below Ground Obstructions ...... 17 Table 5.5 Summary of Groundwater Encountered ...... 19 Table 5.6 Summary of groundwater monitoring within piezometers ...... 20 Table 6.1 Summary of proposed structures, load and settlement requirements ...... 22

APPENDICES

APPENDIX A FIGURES AND DRAWINGS

Drawing No. Title Scale

C7309/01 Site Location Plan 1:50,000

ARM1001/19/03 Rev.0 Proposed Site Layout 1:500

C7309/02 Site Features Plan NTS

C7309A/03 Exploratory Hole Location Plan NTS

D-001773-EFAB-ELP- Site Layout Plot Plan 1 Stream Existing Site As shown CV-GA-0003 Rev 0 Footprint

D-001773-EFAB-ELP- CAT-HTR Structure Foundation General As shown CV-GA-0300 Arrangement and Details

D-001773-EFAB-ELP- Combined Feedstock & Extruder Building As shown CV-GA-0150 Column Reactions

D-001773-EFAB-ELP- Reactor Structure Foundation General As shown CV-GA-0301 Arrangement and Details

D-001773-EFAB-ELP- Product Storage Area Bund and Tank As shown CV-GA-0500 Foundation General Arrangement and Details

D-001773-EFAB-ELP- Electric Line Heater Structure Foundation As shown CV-GA-0303

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Drawing No. Title Scale

General Arrangement and Details

D-001773-EFAB-ELP- Pipebridge Foundations General Arrangement As shown CV-GA-0400 and Details

NTS: Not to Scale

APPENDIX B EXPLORATORY HOLE LOGS AND FIELD TEST RESULTS

APPENDIX C GEOTECHNICAL LABORATORY TEST RESULTS

APPENDIX D CHEMICAL LABORATORY TEST RESULTS

EXECUTIVE SUMMARY

Introduction Sirius Geotechnical Ltd (Sirius) was commissioned by ReNew ELP to undertake a geotechnical appraisal of land at the former Invista Chemicals Plant, Wilton, Redcar. It is understood that ReNew are proposing to develop the site with a Plastic Conversion Facility to create useable chemical fractions from end of life plastics. The proposed development is understood to comprise a plastic processing facility, a 2-storey office / laboratory block and car parking.

Site Details The site is located within the former Invista chemical plant, Wilton Works, Redcar approximately 11km to the east of Middlesbrough town centre. The site forms a rectangular shaped area of flat-lying land, that was part of the former Invista chemical plant, Wilton Works. The site has approximate dimensions of c.165m northeast-southwest by 100m northwest-southeast.

Fieldwork A previous investigation, which was supervised by a Sirius Geoenvironmental Engineer, took place between 8th May and 10th May 2018 and comprised the excavation of eleven of machine-excavated trial pits to a maximum depth of 3.7m below ground level (bgl) and drilling of eight window sample boreholes (WS1 to WS8) to a depth of 0.4 to 4.0m bgl.

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Additional investigation undertaken as part of the present phase of works was also supervised by a Sirius Geoenvironmental Engineer, took place between 20th August and 28th August 2018 and comprised in situ CBR testing at four locations and the drilling of six cable percussive boreholes to depths of between 8.8 and 11.1m bgl. Permanent monitoring installations for combined groundwater and ground gas monitoring were installed in five of the window sample boreholes (WS2, 4, 5, 6 & 7). Piezometer wells to establish groundwater levels were installed in four of the cable percussion boreholes (CP01A, CP02, CP05 and CP06).

Laboratory Samples of made ground were tested for geotechnical properties including in- Testing situ and re-moulded CBR. Samples of natural glacial till were tested for classification and atterburg limits, consolidation characteristics, strength and compaction behaviour.

Ground Ground conditions were found to comprise made ground (typically granular Conditions material including clinker and slag) of between 0.3m and <2.2m in thickness overlying natural glacial till. Glacial Till was typically found to comprise a red- brown, stiff, high strength gravelly clay to depths of between 8.5m and 10.5m below ground level. Low strength clays were identified locally in the vicinity of CP05 to depths of approximately 4.0m bgl. Mudstones and limestones of the Redcar Mudstone Formation were encountered beneath the Glacial Till.

Ground Stability Made ground was generally found to be unstable, although excavations into glacial till were generally self-supporting for the duration of trial pit excavations.

Foundations Based on the design loads provided and low tolerance to settlement it is and Floor Slabs considered that the majority of structures on site will require piled foundations extended into the underlying Redcar Mudstone Formation which is encountered from depths of between approximately 8.5 and 10.5m. Detailed design of piles should be carried out by the piling contractor, however, preliminary calculations indicate that 300mm bored and cast in-situ piles socketed 2 to 4m into the underlying mudstone would be appropriate. 275mm square section driven concrete piles end bearing onto the underlying bedrock could also be considered. Lightly loaded structures which are not sensitive to differential settlements can utilise pad foundations although further detailed design will be required to ensure that pads are appropriately sized. On the basis that piled foundations are to be used it is assumed that suspended floor structures will be used.

Sulphate Class DS-3, AC-3 for concrete in contact with made ground; DS-2, AC-2 for concrete in contact only with natural strata.

The executive summary is an overview of the key findings and conclusions of the report. There may be other information contained in the body of the report which puts into context the findings of the executive summary. No reliance should be placed on the executive summary in isolation, particularly when deriving design detail/abnormal costs.

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1. INTRODUCTION

Sirius Geotechnical Ltd (Sirius) was commissioned by ReNew ELP to undertake a geotechnical appraisal of land at the former Invista Chemicals Plant, Wilton, Redcar (the “site”) denoted by the red line shown on the Site Features Plan in Appendix A, as drawing No. C7309/02.

It is understood that ReNew ELP are proposing to develop the site with a Plastic Conversion Facility to create useable chemical fractions from end of life plastics. The proposed development is understood to comprise a plastic processing facility, a 2-storey office / laboratory block and car parking. A proposed development layout (drawing ref. ARM1001/19/03 Rev.0, dated 25.09.2017, by Sirius Planning), is included within Appendix A of this report.

The objectives of this appraisal were to:

• Investigate soil and groundwater conditions for foundation design;

• Provide advice relating to geotechnical issues associated with the site;

• Provide outline foundation recommendations.

Previous reports have been produced for the site by Sirius which are listed below:

• C7309 RevA Preliminary Appraisal Report (Desk Study) of land at the proposed Plastic Conversion Facility, Wilton, prepared for Tourian Renewables c/o Sirius Planning Ltd, September 2017.

• C7309A Geoenvironmental Appraisal of land at the proposed Plastic Conversion Facility, Wilton, prepared for ReNew ELP, July 2018.

Fieldwork was undertaken from 20th to 28th August 2018 and comprised the formation of six cable percussion boreholes advanced to the underlying bedrock at depths between 8.8m and 11.1m below ground levels.

This report, which was designed to meet the requirements of relevant current guidance, presents the factual information available during this appraisal, an interpretation of the data obtained and recommendations relevant to the defined objectives.

It has been assumed in the production of this report that the site is to be developed for a commercial/industrial end use. In addition, it is assumed that ground levels will not change

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The comments and opinions presented in this report are based on the findings of the desk study, ground conditions encountered during intrusive investigation works performed by Sirius and the results of tests carried out within one or more laboratories. There may be other conditions prevailing on the site which have not been revealed by this investigation and which have not been taken into account by this report. Responsibility cannot be accepted for any conditions not revealed by this investigation. Any diagram or opinion on the possible configuration of strata, contamination or other spatially variable features between or beyond investigation positions is conjectural and given for guidance only. Confirmation of ground conditions between exploratory holes should be undertaken if deemed necessary. Evaluation of ground gas and groundwater is based on observations made at the time of the investigation and monitoring visits. It should be noted that ground gas and groundwater levels and quality may vary due to seasonal and other effects.

This report has been prepared for the sole use of ReNew ELP. No other third party may rely upon or reproduce the contents of this report without the written approval of Sirius. If any unauthorised third party comes into possession of this report, they rely on it entirely at their own risk and the authors do not owe them any Duty of Care or Skill.

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2. SITE DETAILS AND DESCRIPTION

Table 2.1 Current Site Overview

Location The site is located within the former Invista chemical plant, Wilton Works, Redcar approximately 11km to the east of Middlesbrough town centre.

A site location plan is included as Drawing No. C7309/01 within Appendix A.

National Grid 456790E, 520910N. Reference

Topography and The site forms a rectangular shaped area of flat-lying land, that was part of Features the former Invista chemical plant, Wilton Works. The site has approximate dimensions of c.165m northeast-southwest by 100m northwest-southeast.

The former plant has been demolished and cleared, leaving a derelict car park and fenced compound. Access to the site is from the east via internal roads within the Wilton site.

The eastern site area comprises a tarmac surfaced former car park within the northeast and an undeveloped fenced off area to the southeast which consists of a roughly gravelled hard-surfaced area with three discrete concrete slabs. A grassed verge is located along the eastern site boundary. The western site area formerly comprised part of the demolished Invista plant, and now consists of former roads and areas of concrete floor slabs and gravel hardstanding. Steel stations are evident within the former concrete floor slabs, in addition to several large circular concrete bases, considered to be associated with former above ground tanks. The western and southern site boundaries are undefined.

Evidence of services are present across the site, including manhole covers, a fire hydrant and electricity cable covers. A ‘fire sump’ area is located within the western portion of the site.

The site is in a state of general disrepair and vegetated in parts, with grasses and localised shrubbery.

Approximate Site 1.6 hectares. Area

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Site Boundaries Tension-wired fencing secures the eastern and northern site boundaries, however there is no defined border along most of the southern and western extents of the site.

A derelict former training centre and an un-named building are located to the northeast of the site, beyond the access road. No other development, other than the intact former infrastructure is located to the west, east and south of the site.

Current Land Use Disused.

Invasive Plant No invasive plant species identified during the site walkover. Species

The main site features are shown on Drawing No. C7309/02 within Appendix A.

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3. PREVIOUS INVESTIGATION FINDINGS

A Geoenvironmental Appraisal report (ref. C7309A, July 2018) have previously been prepared for ReNew ELP by Sirius. The report should be read in conjunction with this report to provide full details on the environmental and geological setting of the site, and details of ground conditions encountered. However, a brief summary of the investigation findings is provided in Table 3.1 below.

Table 3.1 Summary of Previous Investigation Findings

Site History The site was developed as part of the larger ICI Wilton site during the late 1950s. Prior to this the area was undeveloped land. Anecdotal evidence / information made available to Sirius indicates that the western and southeastern extents of the site formed part of the former Invista Textiles (UK) Ltd leased area of land, which was used to produce nylon. The northeastern extent of the site appears to have historically remained in use as car parking. An Environmental Permit Surrender Notice was reported to have been accepted by the Environment Agency and issued to Invista Textiles (UK) Limited in July 2011. The site subsequently underwent demolition and clearance in 2012. Mining & Coal Mining: Quarrying Based on published geological information and the CA gazetteer, it is considered that there is a negligible risk of coal mining affecting the surface stability of the property. Quarries: No opencast quarries/pits are recorded within 500m of the site within the Envirocheck report. A BGS recorded mineral site is recorded approximately 865m to the west of the site, named as ‘ICI Borrow Pit’, for the opencast extraction of superficial glaciolacustrine deposits (‘clay and shale’). Non-Coal Mining: The Envirocheck report states that “no hazard” exists associated with non-coal mining activities. Landfill One historical landfill and one registered landfill site were recorded 795m west and 867m southeast of the site. Thirteen licensed waste management facilities are recorded, with the closest located 316m southeast of the site. No other recorded landfill sites or waste management facilities were recorded within 1km. Ground Ground conditions encountered during the Sirius July 2018 investigation were found to Conditions comprise made ground (typically granular material including clinker and slag) of between 0.3m and <2.2m in thickness overlying natural glacial till. Glacial till was found to comprise a red-brown, stiff, high strength gravelly clay. A maximum thickness of 3.65m of glacial till was proven.

Ground Gas The Sirius July 2018 Geoenvironmental Appraisal, identified a potential risk of hazardous ground gases associated with areas of possible deep made ground located on and off- site, associated with historical activities and off-site landfilling. A ground gas risk assessment was recommended to determine the risk of migration of ground gases to the surface, and whether gas protection measures were required in this respect. The results of the ground gas monitoring undertaken following the July 2018 investigation were indicative of a very low hazard potential, characterised as Characteristic Situation 1 (CS1), as defined in Table 2 of BS8485:2015, for which no gas protection measures would be required. Depleted concentrations of oxygen were recorded however, which may pose a risk to workers entering and/or working in confined spaces.

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No radon protective measures are required for the site.

Contamination No significant contamination was been identified based on the proposed commercial/industrial site end use. No asbestos has previously been identified. The potential presence of localised asbestos cannot be entirely discounted.

A summary of previous reports and desk top information is included within Sirius Geoenvironmental Report Ref C7309A dated July 2018. A full appraisal of the site history, shallow ground conditions and contamination status is included within that report which should be referenced for details of findings and appropriate conclusions.

The previous investigation included a summary of shallow ground conditions (i.e. <3.5m bgl) and limited geotechnical testing of shallow soils and reference is made to that data in the following sections of the present report where it is relevant to the current objectives. Copies of engineers records and the results of geotechnical testing completed during the previous phase of investigation are included within appendices B and C for reference. The previous phase of intrusive investigation comprised:

• Excavation of eleven of machine-excavated trial pits (TP1 to 11) to depths of 0.35m to 3.7m below ground level (bgl);

• Drilling of eight window sample boreholes (WS1 to WS8) to depths of 0.4m to 4.0m bgl.

Permanent monitoring installations for combined groundwater and ground gas monitoring were installed in five of the window sample boreholes (WS2, 4, 5, 6 & 7). In-situ SPT tests were performed in window sample boreholes.

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4. FIELDWORK

4.1. Scope of Investigation

The information contained in this report is limited to areas of land accessible during the investigation within the site boundary, as indicated on the site plan presented in Appendix A as Drawing No. C7309/02.

The investigation, which was supervised by a Sirius Geoenvironmental Engineer, took place from 20th to 28th August 2018 and comprised:

• In-situ CBR testing at four locations.

• Drilling of six light cable percussion boreholes (CP01A to CP06) to depths of between 8.8 and 11.1m bgl.

Permanent monitoring installations for groundwater level monitoring (piezometer wells) were installed in four of the cable percussion boreholes (CP01A, CP02, CP05 and CP06).

4.2. Exploratory Hole Locations

The exploratory hole locations were provided by the Client on the basis of their proposed site development plan and were provided to Sirius. As built exploratory hole locations surveyed to National Grid are shown on Drawing No. C7309A/03 in Appendix A of this report.

The location of CP01 was moved due to encountering an impenetrable concrete obstruction at 0.6m below ground level. CP01A was advanced through the location of TP2 which was excavated during the previous phase of works.

4.3. Strata Description

Strata descriptions were logged in accordance with Eurocode 7. Detailed descriptions of strata and groundwater observations made during investigation works, together with samples recovered and the results of all in situ field testing, are presented on the Engineer’s records in Appendix B. The depths of strata on the record sheets are recorded from current ground levels at each location, unless indicated otherwise.

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4.4. Geotechnical Testing

Geotechnical laboratory testing on selected samples was carried out under subcontract by Professional Soils Laboratory (PSL), a UKAS-accredited laboratory.

Geotechnical test results are included within Appendix C of this report.

4.5. Chemical Testing

Selected samples of the natural soils were tested for pH and sulphates under subcontract with Chemtest Ltd, a UKAS and MCERTS-accredited laboratory.

The results of soil analysis, as received from the laboratory, are presented in Appendix D of this report.

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5. GROUND CONDITIONS AND MATERIAL PROPERTIES

5.1. Strata Profile

A summary of the strata profile encountered based on all phases of ground investigation completed to date is provided in Table 5.1.

Table 5.1 Strata Profile

Depth Range Strata (Thickness Description and Comments Range)

Made Ground Ground Level Made ground was encountered within all of the exploratory holes from the latest investigation to a maximum of 0.8m. The (0.3 to >2.2m) previous phase of investigation encountered made ground typically to depths of between 0.3 and 1.6m below ground level. A maximum thickness in excess of 2.2m of made ground was previously recorded in TP1 in the south western corner of the site.

Made ground was typically found underlying tarmac or concrete and comprised gravel sized material with varying proportions of sand. Gravel typically comprised crushed concrete with brick and clinker. Made ground comprising cobbles of slag was also locally recorded.

Glacial Till 0.3 to 0.8m Glacial till was encountered immediately below the made ground in all locations. (7.7 to 9.95m) Glacial till was found to comprise generally stiff high strength

red brown gravelly clay with fine to medium subangular gravel of mudstone and sandstone. Glacial till was described as being of firm consistency in CP05 towards the north eastern area of the site.

Thin bands of sand and silt were observed at shallow depth within CP03 and CP06.

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Depth Range Strata (Thickness Description and Comments Range)

Redcar 8.5 to 10.5m All boreholes were terminated within bedrock comprising a Mudstone dark to light grey highly weathered mudstone. Due to the (>0.8m) Formation drilling technique the rock was typically recovered as a clayey angular gravel of weak mudstone. Rock in CP01A was described as a limestone which is consistent with argillaceous limestones which occur throughout the formation.

5.2. Material Properties

Made Ground

2- During the previous phase of investigation (Sirius C7309A) Water soluble sulphate (SO4 ) analyses performed on eight samples of made ground recorded concentrations of between 210mg/l and 2700mg/l, together with recorded pH ranging from 8.4 to 11.0. These results indicate a design sulphate class of DS-3 and an ACEC class of AC-3, in accordance with BRE Special Digest 1 (2005) for the design of buried concrete, based on brownfield site designation and mobile groundwater conditions.

One sample of made ground from TP6 at 0.5m comprising fine to coarse gravel of clinker and slag was subjected to laboratory analysis to determine re-moulded CBR values. Results indicate a CBR of between 37% and 57%. Elsewhere the made ground was found to be too coarse and contain too high a cobble content for remoulded CBR testing in the laboratory.

One sample of made ground containing slag (TP10 at 0.2m) was subjected to Emery expansion testing. The result indicates that no significant expansion of the material was measured during the test period. 0.05mm of movement was recorded equivalent to 0.04% or 0.4mm per 1m thickness of in-situ material.

In-situ CBR testing was performed on made ground comprising granular fill at depths of between 0.1 and 0.5m below existing ground level. Tests were undertaking using a plate load methodology from which representative in-situ CBRs have been calculated. In-Situ CBR values ranged from 6.6% (0.4m bgl CBR4) to >35% (0.1m CBR1 & 0.15m CBR3).

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Drift Deposits

2- Water soluble sulphate (SO4 ) analyses performed on eleven samples of Glacial Till recorded concentrations of between 31mg/l and 240mg/l, together with recorded pH ranging from 8.2 to 8.7. These results indicate a design sulphate class of DS-1 and an ACEC class of AC-1, in accordance with BRE Special Digest 1 (2005) for the design of buried concrete, based on brownfield site designation and mobile groundwater conditions.

Hand shear vane results in the glacial till ranged between 65 and 130kN/m2 with an average strength of 97kN/m2 recorded indicative of high strength clay.

Atterberg Limit determination undertaken on 16 samples of Glacial Till indicate the material to be clay of Low to intermediate plasticity, with liquid limits ranging between 33% and 49%, plastic limits ranging between 15% and 23%, and plasticity indices of between 17% and 26%.

The Consistency Index (Ic) values for the samples tested ranged from 0.71 to 1.29. Generally the clays were stiff, or very stiff in consistency, with a single sample indicating firm consistency. In-situ shear vane readings at this location indicate high strength clay.

Unconsolidated undrained triaxial compression tests were carried out on eleven samples of glacial till. The results indicated clay undrained shear strengths of between 38 and 142kN/m2. All of the test results returned strengths of above 75kN/m2 indicating high strength materials, with the exception of samples from CP06 at 4.2m (68kN/m2) indicative of strength towards the upper end of the medium strength range and CP05 at 1.35m (38kN/m2) indicative of low strength clays.

SPT ‘N’ values obtained from within window sample holes ranged between 9 and 23 with an average of 14. Correlation with laboratory plasticity indices (after Stroud 1974) indicates a mass shear strength of approximately 55 to 140kN/m2, based on a conversion factor of approximately 6. The strength range indicated is similar to that obtained from the hand shear vane results.

SPT ‘N’ values obtained from cable percussion boreholes typically ranged between 11 and 30 with an average of 15. Correlation with laboratory plasticity indices (after Stroud 1974) based on a factor of approximately 6, indicates a mass shear strength of approximately 66? to 180kN/m2, with an average of 90kN/m2, similar in strength range to the hand shear vane results and laboratory undrained triaxial test results. A single SPT result of N = 4 was obtained from CP05 at 2.5m bgl. This stratum was described as firm and returned an undrained shear strength of 38kN/m2, indicating low strength materials in this locality.

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One dimensional consolidation tests using the odometer method were carried out on seven samples of the glacial till. The results of this testing are included within Appendix C and provide an appropriate range of co-efficient of consolidation (Mv) results to allow settlement calculations to be undertaken for the glacial clays.

Limited earthworks classification testing was undertaken on natural glacial till. Based on grading alone, the 3 samples tested indicate the soils to be Class 2 “General Cohesive Fill”. Comparison of moisture contents, from the compaction testing, against typical plastic indices, suggest the soils are Class 2A “Wet Cohesive”.

Dry density / moisture content relationship determinations were completed on four samples of the Glacial Till from relatively shallow depths. A summary of the compaction test results, including an assessment of moisture contents required to achieve 95% relative compaction and <5% air void is tabulated below.

Table 5.2 Summary of dry density / moisture content relationship determinations

Location Depth HA Soil Maximum Optimum Effective Natural Comments Class Dry Moisture Moisture Moisture (m) bgl Density content Content Content (%) Range (Mg/m3) (%) (%)

CP02 2.3-2.8 2A 1.85 15 14-19 16 Ok for Compaction

CP03 2.3- 2.8 2A 1.66 20 20-25 26 Too wet

CP05 2.5-3.0 N/R 1.64 22 21-26 28 Too wet

CP06 1.2-1.4 2A 1.78 15 15-20 23 Too wet

Consolidated undrained triaxial tests (single stage) were performed on three samples of the Glacial Till. The results of testing are included in Appendix C.

Redcar Mudstone Formation

2- Water soluble sulphate (SO4 ) analyses performed on three samples of natural bedrock with recorded concentrations of between 100mg/l and 740mg/l, together with recorded pH ranging from

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8.3 to 8.6. These results indicate a design sulphate class of DS-2 and an ACEC class of AC-2, in accordance with BRE Special Digest 1 (2005) for the design of buried concrete, based on brownfield site designation and mobile groundwater conditions.

SPT ‘N’ values for the bedrock obtained from cable percussion boreholes all refused, with an N=value of 50 for penetrations ranging from 0mm to 214mm. Estimated strengths based on extrapolated SPT N values (based on CIRIA Report 143) gave results which generally ranged from extremely weak to weak, with one result indicative of very strong bedrock.

Table 5.3 Summary of estimated weak rock strengths based on SPT testing.

Undrained Shear Unconfined Equivalent Strength Compressive c Depth No. of Penetration SPT N- (Cu) kPa Strength (ó ) Estimated Borehole (m bgl) Blows (mm) Value MPa Strength CP01A 9.2 50 28 536 2678 5.4 Weak 350 Extremely CP02 10.7 50 214 70. 0.7 weak CP02 11.1 50 30 500 2500 5.0 Very Weak CP03 8.8 50 1 15000 75000 150.0 Very Strong 365 Extremely CP04 9.6 50 205 73 0.7 weak CP04 10.35 50 15 1000 5000 10.0 Weak CP05 10 50 28 536 2679 5.4 Weak CP06 10.8 50 60 250 1250 2.5 Very Weak

5.3. Obstructions

Hardstanding comprising tarmac and concrete slabs was present across much of the site surface as shown on Drawing C7309/02. Concrete hardstanding was found to be of substantial thickness in TP7, such that it was not possible to penetrate it using a JCB and breaker within the time available. A minimum thickness of 0.35m of concrete was proven at the location of TP7.

Several below ground obstructions and features were encountered within exploratory holes as detailed in Table 5.4 below.

Table 5.4 Below Ground Obstructions

Location Depth (m bgl) Description

CP01 0.6 Concrete encountered. Unable to penetrate with cable percussion rig.

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TP1 1.7 to 2.2 Concrete encountered at northern end of trial pit. Impenetrable obstruction, possible metal/steel encountered at 2.2m, no further excavation possible.

TP3 GL to 1.0 Concrete block wall encountered in northern end of trial pit.

TP4 1.2 Land drain recorded.

TP7 GL to 0.35 Concrete hardstanding. Unable to penetrate full thickness with breaker mounted on JCB 3CX.

TP9 0.2 Metal pipe of c. 5cm diameter.

0.3 to 0.5 Very difficult to excavate due to cobbles of slag.

TP10 0.15 to 0.4 Very difficult to excavate due to cobbles of slag.

WS1 0.4 Borehole terminated due to obstruction at 0.4m.

WS3 0.8 Borehole terminated due to obstruction at 0.8m.

WS8 0.4 Borehole terminated due to obstruction at 0.4m.

5.4. Ground Stability

Trial pits and boreholes were recorded to be unstable during excavation/drilling within made ground. Stability of sidewalls within natural strata was noted to be good.

5.5. Subsurface Mine Workings

The investigation of subsurface mine workings was outside of the scope of this investigation.

5.6. Groundwater

Groundwater strikes recorded during the Sirius ground investigation are summarised in Table 5.5.

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Table 5.5 Summary of Groundwater Encountered

Depth Exploratory Encountered Stratum Hole Description (m bgl) CP01A 0.7 Groundwater encountered Made ground 9.0, rising to CP01A Glacial Till 6.2 Groundwater encountered 0.4 rising to CP02 Made ground 0.27 Groundwater encountered 0.35 rising to CP05 Made ground 0.3 Groundwater encountered TP2 1.0 Groundwater ingress Made ground

TP4 1.4 Slight seepage Glacial Till

TP5 0.1 Damp strata Made ground

Sand and gravel pocket within Damp strata TP6 3.0 Glacial Till

TP8 0.9 Groundwater ingress Made ground

TP9 1.6 Slight seepage Glacial Till

Silty sand pocket within Glacial Slight seepage TP10 1.4 Till

TP11 1.6 Slight seepage Glacial Till

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Geoenvironmental Appraisal Report – December 2018 Page 20

Groundwater level monitoring was carried out within standpipe piezometers on three occasions following installation. Groundwater levels are summarised in Table 5.6 below.

Table 5.6 Summary of groundwater monitoring within piezometers

Monitoring Piezometer tip Strata Groundwater Level (m bgl) Location depth (m bgl) 06.09.18 02.10.18 17.10.18

CP01A 8.2 Glacial GL GL GL Till/Mudstone

CP 02 10.05 Glacial 1.05 1.18 0.43 Till/Mudstone

CP 05 9.1 Glacial 0.56 0.66 1.3 Till/Mudstone

CP 06 9.8 Glacial 2.53 1.62 0.56 Till/Mudstone

5.7. Visual / Olfactory Evidence of Contamination

During our works, there was no olfactory or visual evidence of hydrocarbon or similar contamination.

A milky sheen observed on the groundwater in TP2 is attributed to suspended sediment within groundwater within the made ground at this location.

Made ground including ash, clinker and steel slag was encountered. Such soils commonly contain elevated concentrations of metals/metalloids and polycyclic aromatic hydrocarbons (PAHs).

Made ground was locally found to comprise gravel and cobbles of steel slag.

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6. CONCLUSIONS AND RECOMMENDATIONS

This geotechnical appraisal has been performed for the proposed Plastic Conversion Facility, Wilton, Redcar.

It has been assumed in the production of this report that the site is to be developed for a Commercial/Industrial end use. It has been assumed that ground levels will not change significantly from those described in this report. If these are not the case, then amendments to the interpretation and conclusions in this report may be required.

6.1. Proposed Development

The proposed development is understood to comprise an industrial process plant for the recovery of waste plastics. The proposed plant layout for the initial process stream is shown on Engie Fabricom Drawing No. D-001773-EFAB-ELP-CV-GA-0003 Rev 0 (included within appendix A). The plant will include a number of structures and process plant with differing load and settlement requirements. Information on specific structures have been provided by ReNew as summarised in Table 6.1 below. Associated Drawings are included in Appendix A to this report.

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Table 6.1 Summary of proposed structures, load and settlement requirements

Structure Drawing Settlement Sensitivity Loading requirement Current SI Locations configuration

CAT-HTR D-001773- Very low tolerance due Max Dead(static) 201kN Column loads onto CP1, CP3, CP4, Structure EFAB-ELP- to linked super-heated / 1500mm square pile WS2, TP6 Max. live load 388kN CV-GA-0300 high pressure lines caps on pile group of 4 at 900mm spacing. Max lateral load 28 to -28kN

Possible raft as Max negative load -69kN alternative option with adjacent Reactor.

Combined D-001773- Not specified Max Dead(static) 200kN Column loads CP05 CP4, TP5, Feedstock EFAB-ELP- WS7 Max. live load 202.5kN and CV-GA-0150 Extruder Max lateral load +/- 95.5 Building Max negative load -148kN

Reactor D-001773- Very low tolerance due Max Dead(static) 243kN Column loads onto CP1, CP3, CP4, Structure EFAB-ELP- to linked super-heated / 1500mm square pile WS2, TP6 Max. live load 202.5kN Foundation CV-GA-0301 high pressure lines and

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potential for blast design Max lateral load +/- 95.5 caps on pile group of at detailed design stage. 4 at 900mm spacing. Max negative load -148kN Possible raft as alternative option with adjacent CAT HTR Structure.

Product D-001773- Not specified but Max Dead(static) 150kN Pile group CP1, TP2, TP7, WS1 Storage EFAB-ELP- assumed low tolerance supporting octagonal Tanks contents 1250kN Area CV-GA-0500 due to liquid storage and pile cap. connecting pipework

Electric Line D-001773- Very low tolerance to Max Dead 50kN Column loads onto CP1, CP3, CP4, Heater EFAB-ELP- match surrounding single pile WS2, TP6 Max Live 16kN Structure CV-GA-0303 process structure / pipe links Max lateral load +/- 18kN

Pipe-bridge D-001773- Low loads. 25mm total / Max Dead 91kN Column Loads onto CP1, CP4, TP2, Foundations EFAB-ELP- 10mm differential pad foundations TP7, WS1 Max Live 76kN CV-GA-0400 settlement

Wind +/-50kN

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Geoenvironmental Appraisal Report – December 2018 Page 24

6.2. Foundations

The investigation has identified made ground to depths of between 0.3 and >2.2m below existing ground levels typically overlying stiff, high strength clay. Lower strength clays have been locally encountered in the vicinity of CP05 to a depth of approximately 4.0m bgl. Mudstone bedrock was encountered at depths of between 8.5m and 10.5m below existing ground levels.

Although generally thin in nature and not expected at formation (based on the proposed layout drawings), the made ground soils are unsuitable as bearing strata for structural loads due to the potential for excessive total and differential settlements. Structural loads associated with the proposed development will need to be taken down through any made ground into the underlying natural ground of adequate bearing resistance. It is considered that a variety of foundation construction types are likely to be required to accommodate the predicted development loads and achieve tolerable settlements.

It is not the intention of this report to provide final foundation designs. However, indicative foundation options and preliminary calculations are discussed from which detailed designs can be progressed. Potential outline foundation options are assessed taking account of the required levels of settlement performance. Preliminary calculations have not considered potential lateral pile loads as ability to withstand lateral loads is primarily a property of the pile itself and should therefore be considered by the piling contractor at the detailed design stage.

The underlying glacial till soils are considered to have a characteristic undrained shear strength (Cu) of 90kN/m2 between approximately 1.0m and 4.0m below ground level. Undrained shear strengths appear to increase to at least 110kN/m2 below approximately 5.0m bgl.

Mudstone bedrock was encountered at depths of between 8.5 and 10.5m below ground levels across the site. Cable percussion boreholes were extended up to approximately 0.8m into the weathered upper surface of the mudstone, beyond which further progress using this method was not possible. Estimated rock strength calculated on the basis of SPTs carried out within the mudstone (based on methods in CIRIA 143) indicate rock strengths of between 0.7 and 10MPa, with an average of 4.2MPa. The Redcar Mudstone Formation achieved a minimum estimated unconfined compressive strength of 2.5MPa at the maximum extent of shell and auger boring.

Indicative foundation solutions for each of the structural elements identified are discussed below.

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Preliminary calculations for bearing resistance of piles have been carried out assuming that a 300mm diameter bored pile with a 2 to 4m rock socket into the underlying rock will be used. Preliminary calculations also indicate that 275mm square section driven piles end bearing onto the mudstone would be a suitable alternative and may be more cost effective to construct. The final detailed pile design should be undertaken by the piling contractor based on the selected pile type and configuration.

CAT-HTR and Reactor structures

The above indicative assessment indicates that the piled foundations shown on the general arrangement drawings should be appropriate to support the identified loads. The potential for a large raft to form a single foundation to the CAT-HTR and reactor structures has been explored, however, preliminary calculations indicate that the likely settlement of such a raft could be in the order of 20 mm based on proposed dead loads only and such settlement is likely to be unacceptable given the very low tolerance of these structures to settlement and connecting infrastructure to movement. Additional settlement resulting from live loads is also possible but will be dependent on additional factors such as the frequency, duration and nature of the loads (e.g. constant, reciprocating etc.) and will need to be considered in addition to dead loads at detailed design stage. Proposed loads appear to be relatively spatially variable and could result in uneven (differential) settlement of a raft. It is therefore considered that piled foundations end bearing onto the underlying mudstone should be retained for these structures. Further detailed pile design will be required by a suitable piling contractor before installation.

Feedstock and Extruder Buildings

The Feedstock and Extruder Building is also considered to require piled foundation solution. Factors considered relevant to this conclusion are

i) Settlements calculated for a 2m square pad based on the column loads projected are likely to result in unacceptable levels of settlement.

ii) Firm ground identified in the vicinity of CP05 is not suitable to support such potential loads and would likely fail in shear.

iii) Potential uplift loads due to wind loading could exceed dead loads for a number of column locations and will therefore require piled foundations with associated skin friction effects to negate the effects of uplift due to wind loading.

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Geoenvironmental Appraisal Report – December 2018 Page 26

Indicative calculations show that piles at proposed column locations are likely to be sufficient to carry predicted loads and mitigate potential uplift effects. Further detailed pile design will be required by a suitable piling contractor before installation.

Product Storage Area.

Calculations indicate that the proposed pile configurations would be capable of carrying the proposed loads of filled tanks with minimal settlement. Constructing tanks on raft foundations would be likely to induce settlements in the order of 70mm based on anticipated filled loads. At present the settlement tolerance of the tanks is unlikely to be conducive to use of rafts and as such piled foundations would be the most acceptable solution. It is considered that there may be scope to reduce the number or length of piles proposed in this area at detailed design stage.

Electric Line Heater

Loads associated with this structure are relatively light and it is feasible that, if differential settlement with adjoining structures is not prohibitive, a pad/raft type foundation could be used with maximum estimated settlements in the region of 20mm. If differential settlements need to be limited in line with adjacent structures then piles will be required as elsewhere.

Pipebridge Foundations

The current proposal indicates pad foundations for the support of the pipebridge should limit settlements to 25mm in total and 10mm differential. Based on the preliminary calculations undertaken above it is concluded that shallow pad foundations can be considered to achieve these criteria based on the maximum anticipated design loads. However, pad sizes will need to be adjusted from those shown on Drawing D-001773-EFAB-ELP-CV-GA-0303 in order to limit settlements to within the tolerances required and ensure similar levels of settlement across the whole structure. Further detailed design will therefore be required to appropriately size the pads, taking into account anticipated loading on all of the proposed pads.

6.3. General Comments

The natural glacial till soils on this site have been found to be of moderate shrinkability as defined in NHBC Standards, Chapter 4.2. Although NHBC is a standard applied to domestic dwellings, it would be prudent to consider shrinkage and swelling of natural clays beneath any spread foundation if

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Geoenvironmental Appraisal Report – December 2018 Page 27 used. As such, foundations placed into glacial till soils should be a minimum of 900mm deep (below finished or original ground levels, whichever is the lower).

Foundations should be taken below a line drawn up at 45° from the base of any existing or proposed services.

The layout of foundations should consider any relict foundations, substructures or other potential obstructions on site. Several subsurface obstructions were noted as summarised in Section 5.3 of this report.

Where differential settlements are of potential concern then piled foundations advanced and socketed into the underlying mudstone should be adopted.

Made ground in the south west corner of the site has been found to be in excess of 2.2m deep and glacial till was not encountered in this location. It is noted that the present construction proposals do not extend into this area of the site. However, in view of the potential for future extension of the plant it should be noted that conventional spread foundations may therefore not be feasible due to the excessive depth required for excavation. It is recommended that piled foundations be considered in this area of the site. The extent of the deeper made ground appeared to be relatively localised, although further investigation will be required in this area to establish depth to a suitable founding stratum.

6.4. Floors

In light of low tolerance to movement and a need to pile foundations it is assumed that a suspended floor slabs are to be constructed.

Initial analysis of made ground containing slag suggests that it is not significantly expansive. Thicknesses of this material are generally less than 0.5m and consequently the risk to significant expansion is low. Suspended floors would also mitigate any residual risk of heave due to potentially expansive slags. However, if sensitive ground

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Geoenvironmental Appraisal Report – December 2018 Page 28 bearing floor structures are proposed then further assessment of potential expansivity or removal of made ground containing slag may need to be considered.

Sulphate Attack

Based on the samples tested, a Design Sulphate Class of DS-3 and an ACEC Class of AC-3 should be used for buried concrete structures in contact with made ground. This could be modified to DS-2 and AC-2 where concrete is in contact only with natural ground.

6.5. Groundworks, Excavation Stability and Groundwater Dewatering

Excavations into existing made ground and the underlying natural soils should be assumed to be unstable. No personnel entry into unsupported excavations shall be allowed without an appropriate risk assessment. Reference to CIRIA report 97 (1983) should be made to establish suitable means of support or battering of excavation sides.

Based on the results of this investigation, significant groundwater seepages or inflows within shallow excavations (<1.0m) are considered unlikely across the site. However, if groundwater is encountered at shallow depth then it should be possible to deal with seepages through normal site pumping practices for any shallow excavations open for short periods of time. For deeper excavations a point dewatering system may be required. Disposal/discharge of water will require appropriate treatment/consent.

It is recommended that an adequate drainage system for surface water be installed by a competent contractor in order to prevent surface water ponding or collecting both during and post construction, as this may lead to deterioration of the founding stratum.

6.6. Pavements and Highways

Based on the results of the laboratory and in-situ testing undertaken on granular made ground soils, a CBR value in excess of 6.0% could be assumed for preliminary pavement design within these soils at this stage. In the event cohesive glacial clays are encountered at sub grade, CBR values are expected to be slower. Based on Atterberg Limit results a preliminary CBR value of 4% could be assumed for such materials at sub grade. It is recommended that additional in-situ CBR testing is carried out following completion of the enabling works, when final subgrade site levels will be known.

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6.7. Disposal of Soils

Any materials removed from site should be undertaken in accordance with current Duty of Care requirements and the Environment Agency Technical Guidance Document WM3, dated 2015. The waste may also be subject to Waste Acceptance Criteria (WAC) testing. In light of the regulations it is recommended that discussion with landfill operators takes place at an early stage.

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7. REGULATORY APPROVALS

The conclusions and recommendations presented above are considered reasonable based on the findings of the site investigation. However, these cannot be guaranteed to gain regulatory approval and, therefore, the report should be passed to the appropriate regulatory authorities and/or other relevant organisations for their comment and approval prior to undertaking any works on site.

Report: C7309A/GA – Proposed Plastic Conversion Facility, Wilton Prepared for: ReNew ELP

APPENDIX A

FIGURES AND DRAWINGS

JOB TITLE THIS INFORMATION IS CONFIDENTIAL AND THE PROPERTY OF SIRIUS. IT IS RELEASED ON NOTES KEY CONDITION THAT NONE OF THE INFORMATION SHALL BE DISCLOSED TO ANY THIRD PARTY WILTON PLASTICS OR REPRODUCED IN WHOLE OR PART WITHOUT THE PRIOR CONSENT IN WRITING OF SIRIUS CONVERSION FACILITY SITE BOUNDARY CLIENT DRAWING TITLE

PROPOSED SITE LAYOUT

DRAWN DATE APPROVED DATE S.T 25/9/2017 J.C 25/9/2017

SCALE SHEET DRAWING NUMBER REVISION

REV DESCRIPTION DATE BY 1:500 A3L ARM1001/19/03 0

Contract Number C7309

Contract Plastic Conversion Facility, Wilton

Client ReNew ELP Site Location Plan

THE SITE

Scale Reproduced from the Ordnance Survey 1:50,000 scale 1:50,000 Landranger® map with the permission of The Controller of Her Majesty’s Stationary Office, © Crown Copyright. Drawn by JCR Approved G.H All rights reserved. Sirius Geotechnical & Environmental Ltd, Suite 2, Russel Drawing Number C7309/01 House, Mill Road, Langley Moor, Durham DH7 8HJ. Licence No. 100042005

NOTES

N Site Boundary

Tamac surfaced former car park

REVISION

0 >> Area of gravel hardstanding with discrete areas of former concrete A >> Former chemical works area. Now slabs >> formed by undeveloped gravel and B concrete hardstanding. C >>

D >>

SIRIUS GEOTECHNICAL & ENVIRONMENTAL 4245 Park Approach, Thorpe Park, Leeds LS15 8GB www.thesiriusgroup.com TEL: 0113 264 9960 FAX: 0113 264 9962 CLIENT

ReNew ELP

SITE Plastic Conversion Facility, Wilton

DRAWING TITLE

Site Features Plan

DRAWING NO. REVISION NO. C7309/02 0

DRAWN BY APPROVED BY J-C.R G.H

DATE SCALE PAPER SIZE September 2017 NTS A3 NOTES

N TP Location

Cable Percussion Borehole Location

SEP 01

Window Sample Borehole Location

14.521 WS5

14.550 TP5

14.506 CBR4

14.513 TP10

14.673 CPO5

14.397 CPO3

14.711 TP4 14.478 TP6

14.637 WS1

14.298 CBR2

14.473 WS2

14.693 14.682 TP7 WS7 14.859 TP9

14.937 CBR3

14.636 CPO4

14.963 REVISION BY DATE TP11

14.617 14.622 CPO1A TP2 0 For Information MF 12/12/18 14.680 CPO1 14.918 CPO6

A >> >> >> 14.970 WS4

B >> >> >>

TARMAC

14.820 14.770 TP3 WS8 C >> >> >>

14.628 TP8 D >> >> >>

SIRIUS GEOTECHNICAL

14.688 CPO2 & ENVIRONMENTAL

14.901 WS6 Russel House, Mill Lane, Langley Moor, Durham DH7 8HJ www.thesiriusgroup.com 15.106 CBR1 TEL: 0191 378 9972 FAX: 0191 378 1537

15.264 WS3

15.081 CLIENT TP1

Renew ELP

SITE

Plastic Conversion Facility, Wilton

DRAWING TITLE

Exploratory Hole Location Plan

DRAWING NO. REVISION NO. C7309A/03 0

DRAWN BY APPROVED BY MF DB

DATE SCALE PAPER SIZE December 2018 1:1000 A3 DO NOT SCALE-IF IN DOUBT ASK

REFERENCE DRAWINGS REV DATE BY CHK APP DESCRIPTION

0 31/10/18 RO PG JM ISSUED FOR COMMENT

Prospect House, 24 Ellerbeck Court, Stokesley Business Park, Stokesley TS9 5PT United Kingdom.

TEL: +44 (0)1642 717500

www.engie-fabricom.co.uk

CLIENT: RENEW ELP PROJECT: PLASTICS REPROCESSING FACILITY FEED

ONE STREAM LAYOUT ROAD AND PAVED AREA GENERAL ARRANGEMENT

DRG STATUS SIZE REV NO. D-001773-EFAB-ELP-CV-GA-0003 IFC A1 0

DO NOT SCALE-IF IN DOUBT ASK

REFERENCE DRAWINGS REV DATE BY CHK APP DESCRIPTION

Prospect House, 24 Ellerbeck Court, Stokesley Business Park, Stokesley, TS9 5PT, United Kingdom.

TEL: +44 (0) 1642 717500

www.engie-fabricom.co.uk

CLIENT: RENEW ELP PROJECT: WILTON PLASTICS REPROCESSING PLANT FEED

COMBINED FEEDSTOCK & EXTRUDER BUILDING COLUMN REACTIONS

DRG STATUS SIZE REV NO. D-001773-EFAB-ELP-CV-GA-0150 IFC A1 0

APPENDIX B

EXPLORATORY HOLE LOGS AND FIELD TEST RESULTS

BH No. CP01 BOREHOLE RECORD Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 23/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) MADE GROUND: Concrete. 0.20 14.48 MADE GROUND: Brown sandy GRAVEL. Sand is ne to coarse. Gravel is 0.40 14.28 ne to coarse sub angular shale, concrete and possible slag. So and rm brown sandy gravelly CLAY of high plascity (eld test). 0.60 14.08 Sand is ne to coarse. Gravel is ne to coarse sub angular to sub 1 rounded sandstone, mudstone and angular shale. End of Borehole at 0.60m

Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.68 1. No groundwater encountered. 2. Borehole terminated on concrete at 0.6m bgl. 3. Borehole moved to the Easng: locaon of TP2. 456726.24 Northing: CP01 520889.83 BH No. CP01A BOREHOLE RECORD Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 23/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) See trial pit record - TP2 D 0.30 D 0.50

3.70 10.92 S reddish brown slightly gravelly CLAY of low plascity. Gravel is ne D 4.00 4 to coarse sub angular to sub rounded sandstone and mudstone. 84.0 U 4.20 - 4.65

D 4.70

D 5.00 5

N=16 After 5.2m bgl. becomes; Very stiff (1,3/3,3,4,6) B 5.20 - 5.70

6 D 6.20

106.0 U 6.80 - 7.25 7 D 7.20

D 7.80 8 N=29 (3,5/5,6,8,10) B 8.30 - 8.80

9 9.00 5.62 D 9.00 - 9.20 Light grey moderately weathered LIMESTONE and MUDSTONE with 50 (25 for fossil fragments. Recovered as: Light grey GRAVEL. Gravel is sub angular 9.25 5.37 33mm/50 for limestone and mudstone. 28mm) End of Borehole at 9.25m

Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.62 1. Groundwater encountered at 0.7m and 9.0m, rising to 6.2m bgl. aer 20 minutes 2. Borehole terminated Easng: within bedrock. 3. Piezometer p installed at 8.35m bgl. 456732.37 Northing: CP01A 520892.02 BH No. CP02 BOREHOLE RECORD Sheet 1 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 24/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) MADE GROUND: Concrete D 0.20 0.18 14.51 MADE GROUND: Dark grey sandy GRAVEL. Sand is ne to coarse. Gravel D 0.50 is ne to coarse sub angular possible slag and concrete. 0.45 14.24 MADE GROUND: Light grey gravelly SAND. Sand is ne to coarse. Gravel 0.60 14.09 D 0.80 is ne to coarse sub angular shale and possible slag. 1 S brown moled grey slightly sandy slight gravelly CLAY of high 79.0 plascity (eld test). Sand is ne to coarse. Gravel is ne to coarse sub angular to sub rounded sandstone and mudstone. U 1.25 - 1.75 1.50 13.19 Very s reddish brown slightly gravelly CLAY of low plascity. Gravel is D 1.75 ne to coarse sub angular to sub rounded sandstone and mudstone. D 2.00 2

N=16 (2,2/3,4,4,5) B 2.30 - 2.80

D 3.00 3

U 3.30 - 3.75

D 3.80 4 D 4.10

N=18 (2,2/3,4,5,6) B 4.40 - 4.90

5 D 5.20

134.0 U 5.60 - 6.05 6 D 6.10

D 6.60

7 N=22 (2,4/4,5,6,7) B 7.10 - 7.60

8 D 8.10

U 8.70 - 9.15 9 D 9.20

D 9.70

Continued next sheet Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.69 1. Groundwater encountered at 0.4m, rising to 0.27m bgl. aer 20 minutes 2. Borehole terminated within Easng: bedrock. 3. Piezometer p installed at 10.35m bgl. 456789.97 Northing: CP02 520861.28 BH No. CP02 BOREHOLE RECORD Sheet 2 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 24/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) 10 Very s reddish brown slightly gravelly CLAY of low plascity. Gravel is ne to coarse sub angular to sub rounded sandstone and mudstone. 10.30 4.39 Dark grey highly weathered MUDSTONE. Recovered as: Dark grey clayey GRAVEL. Gravel is ne to coarse angular extremely weak B 10.70 - 10.80 50 (8,8/50 for mudstone. 214mm) 11 50 (25 for End of Borehole at 11.10m 11.10 3.59 75mm/50 for 30mm)

Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.69 1. Groundwater encountered at 0.4m, rising to 0.27m bgl. aer 20 minutes 2. Borehole terminated within Easng: bedrock. 3. Piezometer p installed at 10.35m bgl. 456789.97 Northing: CP02 520861.28 BH No. CP03 BOREHOLE RECORD Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 22/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) MADE GROUND: Concrete 0.20 14.20 MADE GROUND: Grey sandy GRAVEL. Sand is ne to coarse. Gravel is D 0.50 ne to coarse angular to sub angular limestone, shale and concrete.

0.80 13.60 D 0.90 Firm brown slightly sandy slight gravelly thinly laminated CLAY of 1 D 1.10 intermediate plascity. Sand is ne to coarse. Gravel is ne to coarse 1.05 13.35 92.0 sub angular to sub rounded sandstone and mudstone. 1.25 13.15 U 1.25 - 1.70 S brown slightly sandy slight gravelly CLAY of high plascity (eld 1.35 13.05 test). Sand is ne to coarse. Gravel is ne to coarse sub angular to sub D 1.75 rounded sandstone and mudstone. Occasionally laminated. D 2.00 2 Dark grey brown SAND with occasional gravels [Drillers descripon]. S to very s reddish brown slightly gravelly CLAY of low plascity N=11 (eld test). Gravel is ne to coarse sub angular to sub rounded (1,2/2,3,3,3) B 2.30 - 2.80 sandstone and mudstone. After 2.3m bgl. becomes; laminated.

D 3.00 3 3.00 11.40 S reddish brown slightly gravelly CLAY of low plascity. Gravel is ne to coarse sub angular to sub rounded sandstone and mudstone. U 3.30 - 3.75 D 3.75 D 4.00 4

N=13 (1,2/3,3,3,4) B 4.30 - 4.80

5 D 5.10 After 5.1m bgl. becomes; Very stiff 142.0 U 5.40 - 5.85

D 5.90 6

D 6.40

N=23 7 (2,3/5,5,6,7) B 7.00 - 7.50

D 8.00 8

8.50 5.90 D 8.50 - 8.80 Dark grey highly weathered MUDSTONE. Recovered as: Dark grey 50 (25 for clayey GRAVEL. Gravel is ne to coarse angular extremely weak 8.80 5.60 20mm/50 for 9 mudstone. 0mm) End of Borehole at 8.80m

Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.40 1. No groundwater encountered. 2. Borehole terminated within bedrock. Easng: 456756.10 Northing: CP03 520936.44 BH No. CP04 BOREHOLE RECORD Sheet 1 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 28/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) MADE GROUND: Tarmacadam 0.25 14.39 D 0.40 MADE GROUND: Grey gravelly SAND. Gravel is ne to coarse sub angular possible slag. 0.70 13.94 D 0.80 Firm brown slightly sandy slightly gravelly CLAY of high plascity (eld 1 test). Sand is ne to coarse. Gravel is ne to coarse sub angular to sub D 1.15 rounded sandstone and mudstone. (Possible reworked clay).

U 1.25 - 1.70 1.50 13.14 S reddish brown slightly gravelly CLAY of low plascity. Gravel is ne D 1.75 to coarse sub angular to sub rounded sandstone and mudstone. After 1.75m bgl. becomes; Very stiff. D 2.00 2

N=16 (2,3/3,4,4,5) B 2.30 - 2.80

3 D 3.10

88.0 U 3.40 - 3.85

D 3.90 4 D 4.20

N=14 (2,2/3,3,4,4) B 4.50 - 5.00 5

D 5.30

114.0 U 5.60 - 6.05 6 D 6.10

D 6.80 N=23 7 (3,4/4,5,5,9) B 7.00 - 7.50

D 8.00 8

U 8.50 - 8.95 B 8.50 - 9.00 9 U 9.00 - 9.40 B 9.00 - 9.60 50 (7,10/50 for 9.60 5.04 205mm) Dark grey highly weathered MUDSTONE. Recovered as: Dark grey B 9.60 - 10.10 Continued next sheet Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.64 1. No groundwater encountered. 2. Borehole terminated within bedrock. Easng: 456770.86 Northing: CP04 520905.46 BH No. CP04 BOREHOLE RECORD Sheet 2 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 28/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) 10 Dark grey highly weathered MUDSTONE. Recovered as: Dark grey clayey GRAVEL. Gravel is ne to coarse angular extremely weak 50 (25 for mudstone. 10.40 4.24 20mm/50 for End of Borehole at 10.40m 15mm)

Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.64 1. No groundwater encountered. 2. Borehole terminated within bedrock. Easng: 456770.86 Northing: CP04 520905.46 BH No. CP05 BOREHOLE RECORD Sheet 1 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 21/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) MADE GROUND: Tarmacadam D 0.20 0.18 14.49 MADE GROUND: Light grey sandy GRAVEL. Sand is ne to coarse. Gravel is ne to coarse angular limestone, shale and possible slag. 0.70 13.97 Firm brown slightly sandy slight gravelly CLAY of high plascity (eld D 1.00 1 test). Sand is ne to coarse. Gravel is ne to coarse sub angular to sub D 1.20 rounded sandstone and mudstone. 1.15 13.52 38.0 Firm yellowish brown to grey sandy CLAY of high plascity (eld test). U 1.35 - 1.80 Laminated with thin laminae of ne sand. 1.60 13.07 Firm brown laminated CLAY of high plascity (eld test). Laminated D 1.85 with thin lamina of ne sand. 2 D 2.20

N=4 2.55 12.12 (0,1/1,1,1,1) Firm reddish brown slightly sandy slightly gravelly CLAY of low plascity. B 2.50 - 3.00 Sand is ne to coarse. Gravel is ne to coarse sub angular to sub 3 rounded sandstone and mudstone.

D 3.30

U 3.50 - 3.95

D 4.00 4

D 4.30 N=18 (2,3/4,4,5,5) B 4.50 - 5.00 5

D 5.30

U 5.50 - 5.95 D 5.90 6

D 6.50

7 N=30 (4,5/6,7,7,10) B 7.10 - 7.60

8 D 8.20

U 8.70 - 9.15 9 D 9.10

9.40 5.27 D 9.50 Dark grey highly weathered MUDSTONE. Recovered as: Dark grey clayey GRAVEL. Gravel is ne to coarse angular extremely weak

Continued next sheet Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.67 1. Groundwater encountered at 0.35m, rising to 0.3m bgl. aer 20 minutes 2. Borehole terminated within Easng: bedrock. 3. Piezometer p installed at 9.35m bgl. 456805.79 Northing: CP05 520943.01 BH No. CP05 BOREHOLE RECORD Sheet 2 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 21/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) 50 (6,16/50 for 10 Dark grey highly weathered MUDSTONE. Recovered as: Dark grey 28mm) clayey GRAVEL. Gravel is ne to coarse angular extremely weak 10.25 4.42 mudstone. End of Borehole at 10.25m

Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.67 1. Groundwater encountered at 0.35m, rising to 0.3m bgl. aer 20 minutes 2. Borehole terminated within Easng: bedrock. 3. Piezometer p installed at 9.35m bgl. 456805.79 Northing: CP05 520943.01 BH No. CP06 BOREHOLE RECORD Sheet 1 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 20/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) MADE GROUND: Grey ashy sandy GRAVEL. Sand is ne to coarse. D 0.20 Gravel is ne to coarse angular to sub angular possible slag and 0.26 14.66 occasional brick. 0.55 14.37 D 0.65 MADE GROUND: Ashy grey slag [Drillers descripon] 0.80 14.12 D 0.90 POSSIBLE MADE GROUND: Very s orange brown sandy slightly D 1.05 1 gravelly CLAY of high plascity (eld test). Sand is ne to coarse. Gravel 1.00 13.92 N=11 is ne to coarse sub angular to sub rounded sandstone and mudstone. B 1.20 - 1.40 (1,2/2,3,3,3) POSSIBLE MADE GROUND: Very s brown slightly sandy slightly 1.40 13.52 B 1.40 - 1.70 gravelly CLAY of low plascity (eld test). Sand is ne to coarse. Gravel is ne to coarse sub angular to sub rounded sandstone, mudstone and limestone. D 2.00 2 Yellowish/orange brown sandy SILT becoming silty SAND. Sand is ne to 79.0 coarse. U 2.20 - 2.65 S reddish brown slightly gravelly laminated CLAY of low plascity. D 2.70 Gravel is ne to medium sub rounded sandstone and mudstone.

3 3.00 11.92 Firm reddish brown slightly sandy slightly gravelly CLAY of low plascity. N=13 Sand is ne to coarse. Gravel is ne to coarse sub angular to sub (1,2/3,2,3,5) B 3.20 - 3.70 rounded sandstone and mudstone.

D 4.00 4 68.0

U 4.20 - 4.75

D 4.80 After 4.8m bgl. becomes; Stiff. 5

N=15 (1,2/3,3,4,5) B 5.30 - 5.80

D 6.00 6 After 6.0m bgl. becomes: Very stiff.

U 6.30 - 6.75 D 6.70

D 7.50

N=14 (1,2/2,3,4,5) B 7.80 - 8.30 8

D 8.80 9

U 9.40 - 9.85 U 9.40 - 9.85 D 9.90 Continued next sheet Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.92 1. No groundwater encountered. 2. Borehole terminated within bedrock. 3. Piezometer p installed at 9.85m Easng: bgl. 456833.47 Northing: CP06 520888.99 BH No. CP06 BOREHOLE RECORD Sheet 2 of 2 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date(s): Client: ReNew ELP 20/08/2018 Method: Bored using a Dando 3000 cable purcussive rig. Scale: 1:50

Logged By: JW Checked By: GA SAMPLE DETAILS STRATA RECORD Driller: Tony Quinn Drilling Ltd.

Depth SPT (N), (ppm), Ground Depth Level Type (Cu Peak), Vane Result Descripon Legend Well From - To(m) (kN/m2) -water (m) (m AOD) D 9.90 10 Firm reddish brown slightly sandy slightly gravelly CLAY of low plascity. Sand is ne to coarse. Gravel is ne to coarse sub angular to sub rounded sandstone and mudstone. 10.50 4.42 D 10.60 Dark grey highly weathered MUDSTONE. Recovered as: Dark grey D 10.60 gravelly laminated CLAY of low plascity (eld test). Gravel is ne to B 10.80 - 11.00 50 (25 for 11 coarse angular extremely weak mudstone. 11.00 3.92 B 10.80 - 11.00 42mm/50 for End of Borehole at 11.00m 60mm)

Remarks and Groundwater Observaons: GL (mAOD) Fig No. 14.92 1. No groundwater encountered. 2. Borehole terminated within bedrock. 3. Piezometer p installed at 9.85m Easng: bgl. 456833.47 Northing: CP06 520888.99 TRIAL PIT RECORD TP No. TP1 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 08/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Red-brown sandy ne to coarse subangular brick, concrete, sandstone, plasc and metal GRAVEL and COBBLES.

ES 0.60

D 1.60

ES 1.70 From 1.7m to 2.2m: Concrete at northern end of pit.

D 2.00 2

End of trial pit at 2.20m 2.20 12.88

5 Remarks and Groundwater Observaons GL (m AOD) 15.08 Fig No. 1. Trial pit stable. 2. No groundwater encountered. 3. Hard to dig from 1.5m to 2.2m. 4. Obstrucon (possibly Easng: steel) at 2.2m. 456749.36 Northing: TP1 520840.40 TRIAL PIT RECORD TP No. TP2 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 08/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Concrete.

0.30 14.32 MADE GROUND: Brown slightly clayey sandy ne to coarse subangular ES 0.40 to angular mudstone GRAVEL.

0.60 14.02 MADE GROUND: Grey sandy ne to medium subangular possible mudstone GRAVEL. From 0.7m to 0.9m, eastern end of pit only: Made ground, firm and stiff brown gravelly clay. Gravel is fine to medium subangular mudstone, wood, sandstone and coal.

ES 1.00 1

1.15 13.47 S high strength red-brown gravelly CLAY of high plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and coal.

From 0.7m to 1.7m: Concrete wall on northern face of pit with 5cm diameter metal pipe at 1.7m.

ES 2.00 84.0 2 At 2m: Hand shear vane may be under-representative as sample broke apart. 90.0

D 2.50

D 3.00 105.0 3 88.0 99.0

D 3.60 105.0 105.0 End of trial pit at 3.70m 3.70 10.92 90.0

5 Remarks and Groundwater Observaons GL (m AOD) 14.62 Fig No. 1. Trial pit stable. 2. Groundwater ingress at 1m. Grey water, with slight milky sheen. Easng: 456729.74 Northing: TP2 520891.47 TRIAL PIT RECORD TP No. TP3 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 08/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Brown sandy ne to medium subangular concrete and brick GRAVEL. ES 0.20 0.30 14.52 MADE GROUND: Grey sandy ne to medium subangular clinker GRAVEL. ES 0.50

0.65 14.17 MADE GROUND: Yellow and grey sandy coarse concrete and ES 0.80 occasional wood GRAVEL and COBBLES.

At 0.9m: Unable to dig past 0.9m across most of pit. 1 From 0m to 1m, eastern end of pit: Concrete block wall.

1.30 13.52 Very s high strength red-brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone and mudstone.

D 1.80 110.0 112.0 92.0 2

D 2.70 105.0 118.0

115.0 125.0 D 3.50 129.0 110.0 3.60 11.22 110.0 End of trial pit at 3.60m 95.0

5 Remarks and Groundwater Observaons GL (m AOD) 14.82 Fig No. 1. Trial pit stable. 2. No groundwater encountered. 3. Hard to dig from 0.65m to 1.3m. Easng: 456779.40 Northing: TP3 520874.76 TRIAL PIT RECORD TP No. TP4 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 08/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Asphalt. 0.15 14.56 MADE GROUND: Grey sandy ne to medium subrounded concrete, ES 0.30 brick and coal GRAVEL. 0.40 14.31 S orange, brown and grey moled slightly gravelly silty CLAY of low plascity (eld test). Gravel is ne subangular sandstone and mudstone.

D 1.00 67.0 1 70.0 90.0

1.40 13.31 Very s high strength red-brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone and mudstone.

D 2.10 At 2.1m: Pocket of silty fine sand. D 2.20 80.0 92.0

100.0 80.0 3 84.0 D 3.20 108.0 95.0 97.0

End of trial pit at 3.60m 3.60 11.11

5 Remarks and Groundwater Observaons GL (m AOD) 14.71 Fig No. 1. Trial pit stable. 2. Slight seepage at 1.4m. 3. Land drain at 1.2m. Easng: 456819.86 Northing: TP4 520926.94 TRIAL PIT RECORD TP No. TP5 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 08/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Asphalt. 0.10 14.45 MADE GROUND: Brown sandy ne to medium subangular concrete ES 0.20 GRAVEL. 0.30 14.25 Very s yellow-brown slightly gravelly silty CLAY of low plascity ES 0.40 (eld test). Gravel is ne to medium subangular sandstone and mudstone. 0.50 14.05 Very s high strength red-brown gravelly CLAY of intermediate plascity. Gravel is ne to medium subangular sandstone and mudstone.

D 1.20 120.0 130.0 98.0

D 2.30 100.0 90.0 94.0

D 3.20 85.0 90.0 98.0

End of trial pit at 3.50m 3.50 11.05

5 Remarks and Groundwater Observaons GL (m AOD) 14.55 Fig No. 1. Trial pit stable. 2. Damp strata from 0.1m to 0.3m. Easng: 456819.90 Northing: TP5 520962.72 TRIAL PIT RECORD TP No. TP6 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 09/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Concrete with reinforcement bars.

0.25 14.23 ES 0.30 MADE GROUND: Brown sandy ne to medium subangular concrete and clinker GRAVEL. 0.40 14.08 B 0.50 MADE GROUND: Grey sandy ne to coarse subangular clinker and ES 0.50 possible slag GRAVEL. 0.55 13.93 ES 0.65 Very s yellow-brown and grey moled slightly gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone 0.80 13.68 and mudstone. D 0.90 105.0 Very s high strength red-brown slightly gravelly CLAY of 108.0 1 112.0 intermediate plascity. Gravel is ne to medium subangular sandstone and mudstone.

D 1.90 92.0 94.0 2

D 2.90 91.0 92.0 D 3.00 3 At c. 3m: Pocket of brown gravelly medium to coarse sand. Gravel is fine to medium 93.0 subangular to subrounded sandstone and mudstone. 3.10 11.38 End of trial pit at 3.10m

5 Remarks and Groundwater Observaons GL (m AOD) 14.48 Fig No. 1. Trial pit stable. 2. Damp at 3m in pocket of sand. Easng: 456757.84 Northing: TP6 520925.74 TRIAL PIT RECORD TP No. TP7 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 09/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Concrete.

End of trial pit at 0.35m 0.35 14.34

5 Remarks and Groundwater Observaons GL (m AOD) 14.69 Fig No. 1. Trial pit aborted at 0.35m as struggling to penetrate concrete. Easng: 456719.72 Northing: TP7 520913.04 TRIAL PIT RECORD TP No. TP8 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 09/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Concrete.

0.25 14.38 MADE GROUND: Brown sandy ne to medium subangular brick and ES 0.40 concrete GRAVEL. 0.50 14.13 MADE GROUND: Brown and grey slightly clayey sandy ne to coarse angular mudstone GRAVEL and COBBLES. ES 0.70

From 0.8m to 1.1m, southeastern 1.3m of pit side: Concrete.

B 1.50 ES 1.50 1.60 13.03 Very s high strength red-brown gravelly CLAY of intermediate plascity. Gravel is ne to medium subangular sandstone, mudstone and coal.

B 2.00 112.0 2 ES 2.00 83.0 98.0

D 2.60 104.0 108.0 90.0

D 3.50 105.0 108.0 End of trial pit at 3.60m 3.60 11.03 92.0

5 Remarks and Groundwater Observaons GL (m AOD) 14.63 Fig No. 1. Trial pit stable. 2. Damp strata from 0.5m to 0.9m. Groundwater inow at 0.9m. Easng: 456733.13 Northing: TP8 520870.72 TRIAL PIT RECORD TP No. TP9 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 09/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Asphalt. 0.05 14.81 ES 0.10 MADE GROUND: Brown sandy ne to medium subangular concrete 0.15 14.71 ES 0.20 GRAVEL. MADE GROUND: White and pale grey sandy ne to medium 0.30 14.56 B 0.40 subangular to subrounded GRAVEL (Possible degraded concrete). D 0.40 MADE GROUND: Brown ne to coarse angular slag GRAVEL and 0.50 14.36 ES 0.60 80.0 COBBLES. 80.0 Very s high strength yellow-brown and grey gravelly CLAY of low 0.70 14.16 88.0 plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and coal. D 1.00 105.0 1 Very s high strength red-brown gravelly CLAY of intermediate 120.0 plascity. Gravel is ne to medium subangular sandstone, mudstone 122.0 and coal.

1.40 13.46 Brown slightly gravelly ne to medium SAND. Gravel is ne to medium D 1.50 subangular sandstone and mudstone. 1.60 13.26 Very s high strength red-brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and coal. D 1.90 100.0 103.0 2 End of trial pit at 2.00m 2.00 12.86 122.0

5 Remarks and Groundwater Observaons GL (m AOD) 14.86 Fig No. 1. Trial pit stable. 2. Slight seepage at 1.6m. 3. Metal pipe, c. 5cm diameter, at 0.2m, undamaged. Pit moved to Easng: east to avoid pipe. 4. Very dicult to dig 0.3m to 0.5m, constraining size and therefore depth of pit. 456853.95 Northing: TP9 520912.14 TRIAL PIT RECORD TP No. TP10 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 09/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Asphalt. 0.15 14.36 B 0.20 MADE GROUND: Brown and grey ashy sandy ne to coarse subangular ES 0.20 clinker and slag GRAVEL. 0.40 14.11 Very s high strength yellow, brown and grey moled gravelly CLAY ES 0.50 65.0 of low plascity (eld test). Gravel is ne to medium subangular 73.0 80.0 sandstone and mudstone.

D 0.90 110.0 83.0 1 1.00 13.51 95.0 S red-brown and grey slightly gravelly thickly laminated clay of intermediate plascity with orange and grey silty ne sand on D 1.20 laminae. Gravel is ne to medium subangular sandstone and 1.30 13.21 D 1.35 mudstone. Orange silty ne SAND. 1.40 13.11 Very s high strength brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and D 1.70 100.0 coal. 105.0 105.0

D 2.80 76.0 80.0 80.0 3

D 3.40 102.0 90.0 End of trial pit at 3.45m 3.45 11.06 92.0

5 Remarks and Groundwater Observaons GL (m AOD) 14.51 Fig No. 1. Trial pit stable. 2. Groundwater seepage at 1.4m. 3. Dicult to dig 0.15m to 0.4m. Easng: 456790.03 Northing: TP10 520950.24 TRIAL PIT RECORD TP No. TP11 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 09/05/2018 Method: Excavated using a JCB 3CX with 450mm toothed bucket. Scale: 1:25

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD

Vane Results Depth Ground Depth Level (kN/m2) Type Descripon (m AOD) Legend Backll From - To(m) (ppm) -water (m) MADE GROUND: Asphalt. 0.10 14.86 MADE GROUND: Brown ashy gravelly ne to medium SAND. ES 0.20 0.30 14.66 MADE GROUND: Grey sandy ne to coarse angular slag GRAVEL and ES 0.40 COBBLES. 0.50 14.46 Very s yellow and grey moled gravelly CLAY of low plascity (eld ES 0.60 test). Gravel is ne to medium subangular sandstone, mudstone and 0.65 14.31 coal. Very s high strength red-brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and D 1.00 116.0 1 coal. 128.0 97.0 1.30 13.66 S orange slightly gravelly thickly laminated clay of low plascity D 1.40 (eld test) with orange and grey silty ne sand on laminae. Gravel is ne to medium subangular sandstone and mudstone. 1.60 13.36 S high strength red-brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and coal.

D 2.00 75.0 2 84.0 88.0

D 3.00 70.0 3 78.0 80.0 94.0 End of trial pit at 3.30m 3.30 11.66

5 Remarks and Groundwater Observaons GL (m AOD) 14.96 Fig No. 1. Trial pit stable. 2. Groundwater seepage at 1.6m. Easng: 456848.46 Northing: TP11 520897.49 WINDOW SAMPLING RECORD BH No. WS1 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) MADE GROUND: Concrete.

0.23 14.41 MADE GROUND: Timber. 0.25 14.39 ES 0.40 MADE GROUND: Red-brown and grey sandy possible slag GRAVEL and 0.40 14.24 COBBLES. End of Borehole at 0.40m

6 Remarks and Groundwater Observaons: GL (m AOD) 14.64m AOD Fig No. 1. Three aempts undertaken, all refused at 0.4m. 2. No groundwater encountered. 3. Backlled with arisings Easng: and concrete reinstatement. 456712.24 Northing: WS1 520921.31 WINDOW SAMPLING RECORD BH No. WS2 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) MADE GROUND: Concrete.

ES 0.30 0.32 14.15 MADE GROUND: Grey sandy ne to medium subangular concrete GRAVEL. 0.50 13.97 MADE GROUND: Dark grey sandy ne subangular GRAVEL. 0.60 13.87 ES 0.70 Very s yellow-brown and grey gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and D 0.90 coal. N=12 1 From 0.9m to 1m: Becomes silty. 1.00 13.47 (1,2/3,3,3,3) Very s high strength red-brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular mudstone and sandstone.

D 1.70

102.0 2 N=17 (2,3/4,4,4,5)

D 2.80 100.0 N=18 3 (3,3/4,4,5,5)

D 3.70

N=19 4 End of Borehole at 4.00m 4.00 10.47 (3,4/4,5,5,5)

6 Remarks and Groundwater Observaons: GL (m AOD) 14.47m AOD Fig No. 1. First aempt cored to depth of barrel and stopped due to gravel in hole. 2. No groundwater encountered. 3. Easng: Gas/groundwater monitoring well installed to 4m. 456744.40 Northing: WS2 520917.19 WINDOW SAMPLING RECORD BH No. WS3 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) MADE GROUND: Red-brown sandy ne to medium brick and concrete ES 0.20 GRAVEL.

End of Borehole at 0.80m 0.80 14.46

6 Remarks and Groundwater Observaons: GL (m AOD) 15.26m AOD Fig No. 1. Three aempts undertaken, refused at 0.6-0.8m. 2. No groundwater encountered. Easng: 456754.30 Northing: WS3 520843.43 WINDOW SAMPLING RECORD BH No. WS4 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) ES 0.10 MADE GROUND: Brown sandy ne to medium subangular concrete GRAVEL. 0.20 14.77 ES 0.25 MADE GROUND: Pale grey slightly sandy ne to coarse subangular concrete GRAVEL.. 0.35 14.62 ES 0.50 Very s brown slightly gravelly silty CLAY of high plascity (eld test). 0.55 14.42 Gravel is ne to medium subangular sandstone, mudstone and coal. Very s red-brown and brown slightly gravelly CLAY of intermediate plascity. Gravel is ne to medium subangular sandstone, mudstone D 0.90 and coal. N=23 1 1.00 13.97 (3,4/5,5,6,7) No recovery. 1.20 13.77 Orange-brown medium dense silty ne SAND.

D 1.60 1.75 13.22 94.0 S high strength brown gravelly CLAY of low plascity (eld test). D 1.90 Gravel is ne to medium subangular sandstone, mudstone and coal. N=11 2 (1,1/2,2,3,4)

2.65 12.32 D 2.70 S red-brown thinly laminated CLAY of high plascity (eld test). 2.80 12.17 S high strength red-brown slightly gravelly CLAY of low plascity D 2.95 3 (eld test). Gravel is ne to medium subangular sandstone, mudstone N=10 and coal. (1,1/1,2,3,4) From 3m to 4m: Silty sand in sample tube, with firm clay from 3.9m to 4m. Presumed fallen in as borehole not cased.

D 3.95 4 4.00 10.97 N=13 End of Borehole at 4.00m (2,3/2,3,4,4)

6 Remarks and Groundwater Observaons: GL (m AOD) 14.97m AOD Fig No. 1. Damp strata from 1.2m to 1.75m. 2. Gas/groundwater monitoring well installed to 3m. Easng: 456820.72 Northing: WS4 520884.02 WINDOW SAMPLING RECORD BH No. WS5 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) MADE GROUND: Asphalt. 0.20 14.32 ES 0.30 MADE GROUND: Pale grey and white sandy ne to medium clinker and concrete GRAVEL. 0.50 14.02 Firm medium strength red-brown slightly gravelly CLAY of low ES 0.70 plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone and coal. ES 0.95 From 0.9m to 1m: Becomes dark grey and brown with occasional plant matter. 1 N=9 From 1m: Becomes stiff. (2,3/3,2,2,2) 1.30 13.22 D 1.35 Orange slightly sandy slightly clayey SILT. Sand is ne. 1.45 13.07 Very s medium strength red-brown gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular mudstone and sandstone. D 1.80

N=10 2 (2,2/3,3,2,2)

D 2.90 N=10 3 3.00 11.52 (2,2/2,2,3,3) No recovery.

N=16 4 End of Borehole at 4.00m 4.00 10.52 (3,3/4,4,4,4)

6 Remarks and Groundwater Observaons: GL (m AOD) 14.52m AOD Fig No. 1. Wet strata from 1.3m to 1.45m. 2. Slight odour from 0.2m to 0.5m. 3. Gas/groundwater monitoring well Easng: installed to 3m. 456833.90 Northing: WS5 520972.96 WINDOW SAMPLING RECORD BH No. WS6 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) MADE GROUND: Concrete with reinforcement bars.

0.33 14.57 ES 0.40 MADE GROUND: Grey sandy ne to medium subangular concrete GRAVEL. 0.50 14.40 ES 0.55 ES 0.65 MADE GROUND: Brown sandy ne to coarse angular slag GRAVEL. 0.65 14.25 ES 0.75 MADE GROUND: Dark grey gravelly SAND. Gravel is ne subrounded to 0.66 14.24 rounded sandstone. D 0.90 110.0 Very s high strength red-brown slightly gravelly CLAY of N=11 1 (2,2/2,3,3,3) intermediate plascity. Gravel is ne to medium subangular sandstone, mudstone and coal.

From 1.33m to 1.42m: Band of orange slightly gravelly sand. Gravel is fine to medium subangular sandstone.

D 1.80

N=22 2 (2,3/4,5,5,8)

D 2.75

N=15 3 (1,2/3,3,4,5)

D 3.80 From 3.75m to 4m: Becomes stiff.

N=11 4 End of Borehole at 4.00m 4.00 10.90 (2,2/2,2,3,4)

6 Remarks and Groundwater Observaons: GL (m AOD) 14.90m AOD Fig No. 1. No groundwater encountered. 2. Gas/groundwater monitoring well installed to 3m. Easng: 456783.76 Northing: WS6 520858.16 WINDOW SAMPLING RECORD BH No. WS7 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) MADE GROUND: Asphalt.

ES 0.42 0.40 14.28 MADE GROUND: S dark grey slightly silty CLAY of low plascity (eld 0.44 14.24 ES 0.60 test). Very s yellow-brown and grey slightly gravelly CLAY of low plascity (eld test). Gravel is ne to medium subangular sandstone, mudstone 0.82 13.86 D 0.90 99.0 and coal. N=10 1 Very s high strength red-brown slightly gravelly CLAY of (1,1/2,2,2,4) intermediate plascity. Gravel is ne to medium subangular sandstone, mudstone and coal.

D 1.80 118.0

N=17 2 (2,3/3,4,5,5)

D 2.80

N=17 3 From 3m to 4m: Becomes stiff. (3,3/3,4,5,5) 80.0

D 3.80

N=13 4 End of Borehole at 4.00m 4.00 10.68 (2,2/3,3,3,4)

6 Remarks and Groundwater Observaons: GL (m AOD) 14.68m AOD Fig No. 1. No groundwater encountered. 2. Gas/groundwater monitoring well installed to 3m. Easng: 456795.18 Northing: WS7 520912.93 WINDOW SAMPLING RECORD BH No. WS8 Sheet 1 of 1 Site: Plasc Conversion Facility, Wilton Contract No: C7309A Date: Client: ReNew ELP 10/05/2018 Method: Tracked Windowless Sample Rig Scale: 1:30

Logged By: GA Checked By: DCB SAMPLE DETAILS STRATA RECORD Driller: RP Drilling Ltd.

Depth SPT (N), (ppm), Ground- Depth Level Type Vane Result Descripon Legend Well From - To(m) (kN/m2) water (m) (m AOD) MADE GROUND: Brown sandy ne to medium subangular brick and ES 0.20 concrete GRAVEL.

End of Borehole at 0.40m 0.40 14.37

6 Remarks and Groundwater Observaons: GL (m AOD) 14.77m AOD Fig No. 1. Refused at 0.4m. Easng: 456741.28 Northing: WS8 520874.50

APPENDIX C

GEOTECHNICAL LABORATORY TEST RESULTS

LABORATORY REPORT

4043

Contract Number: PSL18/4253

Report Date: 23 August 2018

Client’s Reference:

Client Name: Sirius Durham Suite 2, Russel House Mill Road Langley Moor Durham DH7 8HJ

For the attention of: Gemma Anderson

Contract Title: Wilton International Visitor Centre, Middlesbrough

Date Received: 22/8/2018 Date Commenced: 22/8/2018 Date Completed: 23/8/2018

Notes: Opinions and Interpretations are outside the UKAS Accreditation * Denotes test not included in laboratory scope of accreditation

A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced other than in full, without the prior written approval of the laboratory.

Checked and Approved Signatories:

R Gunson A Watkins R Berriman (Director) (Director) (Quality Manager)

L Knight L Pavey A Fry (Senior Technician) (Senior/Quality Technician) (Senior Technician)

Page 1 of 5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] [email protected]

Professional Soils Laboratory 5 -7 Hexthorpe Road Hexthorpe Doncaster, DN4 0AG. tel: 0844 8156641 . fax: 0844 8156642 e-mail: [email protected] Independent Laboratory Testing Services.

VERTICAL DEFORMATION TESTS. BS 1377 : Part 9 : 1990.

Date of Test: 22-Aug-18

Test Position: CBR 1 Depth (m): 0.10

Plate Area (m2): 0.1625971 Type of Kentledge: Wheeled Moisture Content (%) N/A Maximum Applied Pressure (kPa): 224.64 Maximum Deformation (mm): 0.77 Description: Crushed brick/Concrete

250.00 kPa.

- 200.00

150.00

100.00

50.00

Average Bearing Pressure Average 0.00 0.0 0.2 0.4 0.6 0.8 1.0 Average Settlement - mm.

Time - minutes.

0 10 20 30 40 50 60 70 0.0

0.2

0.4 mm.

- 0.6

0.8

Settlement 1.0

1.2

Settlement Gauge 1 Settlement Gauge 2 Settlement Gauge 3 Average Settlement

Compiled By Date Checked By Date Approved By Date Contract No. 10/06/16 10/06/16 10/06/16 PSL18/4253

Wilton International Visitors Centre, Tees Valley Page of Professional Soils Laboratory Ltd. 5-7 Hexthorpe Road Hexthorpe Doncaster, DN4 0AR. tel: 0844 8156641 fax: 0844 8156642

Calculation of Equivalent CBR Value from Plate Bearing Test Design Manual for Roads and Bridges Volume 7 Section 2 Chapter 4 Incorporating IAN 73/06

Date of Test 22-Aug-18 Test Position CBR 1 Depth (m) 0.10 Moisture Content(%) N/A Description Crushed brick/Concrete

Maximum Deflection 0.77 mm Deflection required for CBR value 1.25 mm 2 Load(@0.77mm) 225.0 kN/m Plate diameter 455 mm Conversion factor for plate diameter 0.629

2 K762(modulus of subgrade reaction) 113.2 kN/m /mm

CBR Value > 35.0 %

Checked/Approved Date 10/06/16

Contract No. Wilton International Visitors Centre, Tees Valley PSL18/4253 Professional Soils Laboratory 5 -7 Hexthorpe Road Hexthorpe Doncaster, DN4 0AG. tel: 0844 8156641 . fax: 0844 8156642 e-mail: [email protected] Independent Laboratory Testing Services.

VERTICAL DEFORMATION TESTS. BS 1377 : Part 9 : 1990.

Date of Test: 22-Aug-18

Test Position: CBR 2 Depth (m): 0.50

Plate Area (m2): 0.1625971 Type of Kentledge: Wheeled Moisture Content (%) N/A Maximum Applied Pressure (kPa): 224.64 Maximum Deformation (mm): 4.35 Description: Greyish brown CLAY

250.00 kPa.

- 200.00

150.00

100.00

50.00

Average Bearing Pressure Average 0.00 0.0 1.0 2.0 3.0 4.0 5.0 Average Settlement - mm.

Time - minutes.

0 10 20 30 40 50 60 70 0.0

1.0

2.0 mm.

- 3.0

4.0

Settlement 5.0

6.0

Settlement Gauge 1 Settlement Gauge 2 Settlement Gauge 3 Average Settlement

Compiled By Date Checked By Date Approved By Date Contract No. 10/06/16 10/06/16 10/06/16 PSL18/4253

Wilton International Visitors Centre, Tees Valley Page of Professional Soils Laboratory Ltd. 5-7 Hexthorpe Road Hexthorpe Doncaster, DN4 0AR. tel: 0844 8156641 fax: 0844 8156642

Calculation of Equivalent CBR Value from Plate Bearing Test Design Manual for Roads and Bridges Volume 7 Section 2 Chapter 4 Incorporating IAN 73/06

Date of Test 22-Aug-18 Test Position CBR 2 Depth (m) 0.50 Moisture Content(%) N/A Description Greyish brown CLAY

Maximum Deflection 4.35 mm Deflection required for CBR value 1.25 mm 2 Load(@1.25mm) 103.0 kN/m Plate diameter 455 mm Conversion factor for plate diameter 0.629

2 K762(modulus of subgrade reaction) 51.8 kN/m /mm

CBR Value 9.0 %

Checked/Approved Date 10/06/16

VERTICAL DEFORMATION TESTS. BS 1377 : Part 9 : 1990.

Date of Test: 22-Aug-18

Test Position: CBR 3 Depth (m): 0.15

Plate Area (m2): 0.1625971 Type of Kentledge: Wheeled Moisture Content (%) N/A Maximum Applied Pressure (kPa): 224.64 Maximum Deformation (mm): 0.99 Description: TYPE 1

250.00 kPa.

- 200.00

150.00

100.00

50.00

Average Bearing Pressure Average 0.00 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Average Settlement - mm.

Time - minutes.

0 10 20 30 40 50 60 70 0.0

0.2

0.4 mm.

- 0.6

0.8

Settlement 1.0

1.2

Settlement Gauge 1 Settlement Gauge 2 Settlement Gauge 3 Average Settlement

Compiled By Date Checked By Date Approved By Date Contract No. 10/06/16 10/06/16 10/06/16 PSL18/4253

Wilton International Visitors Centre, Tees Valley Page of Professional Soils Laboratory Ltd. 5-7 Hexthorpe Road Hexthorpe Doncaster, DN4 0AR. tel: 0844 8156641 fax: 0844 8156642

Calculation of Equivalent CBR Value from Plate Bearing Test Design Manual for Roads and Bridges Volume 7 Section 2 Chapter 4 Incorporating IAN 73/06

Date of Test 22-Aug-18 Test Position CBR 3 Depth (m) 0.15 Moisture Content(%) N/A Description TYPE 1

Maximum Deflection 0.99 mm Deflection required for CBR value 1.25 mm 2 Load(@0.99mm) 225.0 kN/m Plate diameter 455 mm Conversion factor for plate diameter 0.629

2 K762(modulus of subgrade reaction) 113.2 kN/m /mm

CBR Value > 35.0 %

Checked/Approved Date 10/06/16

VERTICAL DEFORMATION TESTS. BS 1377 : Part 9 : 1990.

Date of Test: 22-Aug-18

Test Position: CBR 4 Depth (m): 0.40

Plate Area (m2): 0.1625971 Type of Kentledge: Wheeled Moisture Content (%) N/A Maximum Applied Pressure (kPa): 224.64 Maximum Deformation (mm): 6.58 Description: Greyish brown CLAY

250.00 kPa.

- 200.00

150.00

100.00

50.00

Average Bearing Pressure Average 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Average Settlement - mm.

Time - minutes.

0 10 20 30 40 50 60 70 0.0 1.0

2.0 mm.

3.0 - 4.0 5.0 6.0 Settlement 7.0 8.0

Settlement Gauge 1 Settlement Gauge 2 Settlement Gauge 3 Average Settlement

Compiled By Date Checked By Date Approved By Date Contract No. 10/06/16 10/06/16 10/06/16 PSL18/4253

Wilton International Visitors Centre, Tees Valley Page of Professional Soils Laboratory Ltd. 5-7 Hexthorpe Road Hexthorpe Doncaster, DN4 0AR. tel: 0844 8156641 fax: 0844 8156642

Calculation of Equivalent CBR Value from Plate Bearing Test Design Manual for Roads and Bridges Volume 7 Section 2 Chapter 4 Incorporating IAN 73/06

Date of Test 22-Aug-18 Test Position CBR 4 Depth (m) 0.40 Moisture Content(%) N/A Description Greyish brown CLAY

Maximum Deflection 6.58 mm Deflection required for CBR value 1.25 mm 2 Load(@1.25mm) 86.0 kN/m Plate diameter 455 mm Conversion factor for plate diameter 0.629

2 K762(modulus of subgrade reaction) 43.3 kN/m /mm

CBR Value 6.6 %

Checked/Approved Date 10/06/16

Contract No. Wilton International Visitors Centre, Tees Valley PSL18/4253

LABORATORY REPORT

4043

Contract Number: PSL18/2346

Report Date: 23 May 2018

Client’s Reference: C7309A

Client Name: Sirius Durham Suite 2, Russel House Mill Road Langley Moor Durham DH7 8HJ

For the attention of: Gemma Anderson

Contract Title: Wilton, Redcar

Date Received: 16/5/2018 Date Commenced: 16/5/2018 Date Completed: 23/5/2018

Notes: Opinions and Interpretations are outside the UKAS Accreditation * Denotes test not included in laboratory scope of accreditation

Checked and Approved Signatories:

R Gunson A Watkins R Berriman (Director) (Director) (Quality Manager)

L Knight C Marshall A Fry (Senior Technician) (Laboratory Manager) (Senior Technician)

Page 1 of 5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] [email protected]

SUMMARY OF LABORATORY SOIL DESCRIPTIONS

Hole Sample Sample Top Base Description of Sample Number Number Type Depth Depth m m TP8 D 2.00 Brown slightly gravelly sandy CLAY. TP5 D 1.20 Brown slightly gravelly sandy CLAY. TP10 D 1.20 Brown slightly gravelly sandy very silty CLAY. WS7 D 0.90 Brown slightly gravelly sandy CLAY. TP9 D 1.00 Brown slightly gravelly sandy CLAY. WS4 D 0.90 Brown slightly gravelly very sandy CLAY. WS6 D 0.90 Brown slightly gravelly sandy CLAY. TP6 D 0.90 Brown slightly gravelly sandy CLAY.

Contract No: PSL18/2346 Wilton, Redcar Client Ref: 4043 C7309A

PSL001 Issue 2 Nov 15 Page of . SUMMARY OF SOIL CLASSIFICATION TESTS (BS1377 : PART 2 : 1990)

Moisture Linear Particle Liquid Plastic Plasticity Passing Hole Sample Sample Top Base Content Shrinkage Density Limit Limit Index .425mm Remarks Number Number Type Depth Depth % % Mg/m3 % % % % m m Clause 3.2 Clause 6.5 Clause 8.2 Clause 4.3/4 Clause 5.3 Clause 5.4 TP8 D 2.00 19 38 20 18 92 Intermediate plasticity CI. TP5 D 1.20 22 49 23 26 96 Intermediate plasticity CI. TP10 D 1.20 28 40 23 17 94 Intermediate plasticity CI. WS7 D 0.90 17 35 18 17 92 Intermediate plasticity CI. TP9 D 1.00 20 42 21 21 94 Intermediate plasticity CI. WS4 D 0.90 23 49 25 24 96 Intermediate plasticity CI. WS6 D 0.90 15 42 21 21 94 Intermediate plasticity CI. TP6 D 0.90 20 42 20 22 92 Intermediate plasticity CI.

SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.

Contract No: PSL18/2346 Wilton, Redcar Client Ref: 4043 C7309A

PSL002 Issue 2 Nov 15 Page of . PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.

90 CL CI CH CV CE 80

Plasticity Plasticity Index (PI%). 30

10 ML MI MH MV ME 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Liquid Limit (LL%).

Contract No: PSL18/2346 Wilton, Redcar Client Ref: 4043 C7309A

PSL002 Issue 2 Nov 15 Page of . Certificate of Analysis

Certificate Number 18-12215 24-May-18 Client Professional Soils Laboratory Ltd 5/7 Hexthorpe Road Hexthorpe DN4 0AR

Our Reference 18-12215 Client Reference PSL18/2346 Order No (not supplied) Contract Title Wilton, Redcar Description 8 Soil samples. Date Received 22-May-18 Date Started 22-May-18 Date Completed 24-May-18 Test Procedures Identified by prefix DETSn (details on request). Notes Opinions and interpretations are outside the laboratory's scope of ISO 17025 accreditation. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced except in full, without the prior written approval of the laboratory.

Approved By

Adam Fenwick Contracts Manager

Derwentside Environmental Testing Services Limited Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 3 . Summary of Chemical Analysis Soil Samples Our Ref 18-12215 Client Ref PSL18/2346 Contract Title Wilton, Redcar Lab No 1341727 1341728 1341729 1341730 1341731 1341732 1341733 1341734 Sample ID TP8 TP5 TP10 WS7 TP9 WS4 WS6 TP6 Depth 2.00 1.20 1.20 0.90 1.00 0.90 0.90 0.90 Other ID Sample Type D D D D D D D D Sampling Date n/s n/s n/s n/s n/s n/s n/s n/s Sampling Time n/s n/s n/s n/s n/s n/s n/s n/s Test Method LOD Units Inorganics pH DETSC 2008# 8.4 8.2 8.4 8.3 8.4 8.5 8.4 8.3 Sulphate Aqueous Extract as SO4 DETSC 2076# 10 mg/l 34 110 80 31 89 85 170 240

Key: # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied. Page 2 of 3 Information in Support of the Analytical Results Our Ref 18-12215 Client Ref PSL18/2346 Contract Wilton, Redcar Containers Received & Deviating Samples Inappropriate Date container for Lab No Sample ID Sampled Containers Received Holding time exceeded for tests tests 1341727 TP8 2.00 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) 1341728 TP5 1.20 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) 1341729 TP10 1.20 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) 1341730 WS7 0.90 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) 1341731 TP9 1.00 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) 1341732 WS4 0.90 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) 1341733 WS6 0.90 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) 1341734 TP6 0.90 SOIL PT 500ml Sample date not supplied, Anions 2:1 (365 days), pH + Conductivity (7 days) Key: P-Plastic T-Tub DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time, inappropriate containers etc are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.

Soil Analysis Notes Inorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377. Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis. The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.

Disposal From the issue date of this test certificate, samples will be held for the following times prior to disposal :- Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months

Page 3 of 3

REPORT 4043

Contract Number: PSL18/2879

Report Date: 11 July 2018

Client’s Reference: C7309A

Client Name: Sirius Durham Suite 2, Russel House Mill Road Langley Moor Durham DH7 8HJ

For the attention of: Dave Brooks

Contract Title: Wilton, Redcar

Date Received: 13/6/2018 Date Commenced: 13/6/2018 Date Completed: 11/7/2018

Notes: Opinions and Interpretations are outside the UKAS Accreditation * Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor

Checked and Approved Signatories:

R Gunson A Watkins R Berriman (Director) (Director) (Quality Manager)

L Knight S Eyre A Fry (Senior Technician) (Senior Technician) (Senior Technician)

Page 1 of 5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] [email protected]

SUMMARY OF LABORATORY SOIL DESCRIPTIONS

Hole Sample Sample Top Base Description of Sample Number Number Type Depth Depth m m TP6 B 0.50 MADE GROUND grey very sandy slightly clayey gravel.

Contract No: PSL18/2879 Wilton, Redcar Client Ref: 4043 C7309A

PSL001 Issue 2 Nov 15 Page of . CALIFORNIA BEARING RATIO TEST BS 1377 : Part 4 : 1990

Hole Number: TP6 Top Depth (m): 0.50

Sample Number: Base Depth (m):

Sample Type: B

6 Force on plunger (kN)

0 0 1 2 3 4 5 6 7 8

Penetration of Plunger (mm)

Top Bottom

Initial Sample Conditions Sample Preparation Final Moisture Content % C.B.R. Value % Moisture Content: 18 Surcharge Kg: 4.20 Sample Top 18 Sample Top 57 Bulk Density Mg/m3: 1.85 Soaking Time hrs 0 Sample Bottom 18 Sample Bottom 37 Dry Density Mg/m3: 1.57 Swelling mm: 0 Remarks : See Summary of Soil Descriptions. Percentage retained on 20mm BS test sieve: 23 Compaction Conditions 2.5kg

Contract No: PSL18/2879 Wilton, Redcar Client Ref: 4043 C7309A

PSLR024 Issue 2 Nov 15 Page of . EMERY EXPANSION TEST. Road and Transport Association of Canada 1974.

Hole Number / Depth (m): TP10 / 0.20 Description.: Grey very sandy GRAVEL. INITIAL CONDITIONS. FINAL CONDITIONS. Initial Height - mm: 126.92 Final Height - mm: 126.97 Initial Diameter - mm: 152.12 Final Mass - g: 4674.00 Initial Mass - g: 4513.00 Final Volume - cm3: 2307.62 Initial Volume - cm3: 2307.00 Dry Mass - g: 4008.00 Dry Mass - g: 4008.00 Final Moisture Content - %: 16.6 Initial Moisture Content - %: 12.6 Final Bulk Density - Mg/m3: 2.03 Initial Bulk Density - Mg/m3: 1.96 Final Dry Density - Mg/m3: 1.74 Initial Dry Density - Mg/m3: 1.74 Test Temperature oC: 82 Elapsed Dial Change Elapsed Dial Change Elapsed Dial Change Time Gauge In Time Gauge In Time Gauge In Min Reading Height Min Reading Height Min Reading Height Div mm Div mm Div mm 0 0 0.00 210 0 0.00 5760 5 0.05 5 0 0.00 240 0 0.00 6240 5 0.05 10 0 0.00 270 0 0.00 7200 5 0.05 15 0 0.00 300 1 0.01 7680 5 0.05 20 0 0.00 360 1 0.01 8640 5 0.05 25 0 0.00 420 1 0.01 9120 5 0.05 30 0 0.00 480 1 0.01 10080 5 0.05 40 0 0.00 1440 2 0.02 50 0 0.00 1680 2 0.02 60 0 0.00 1920 2 0.02 75 0 0.00 2880 4 0.04 90 0 0.00 3120 5 0.05 105 0 0.00 3360 5 0.05 120 0 0.00 4320 5 0.05 150 0 0.00 4560 5 0.05 180 0 0.00 4800 5 0.05

0.500

0.400

mm. 0.300

0.200 Height Change - 0.100

0.000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Duration - day.

Compiled Date Checked Date Approved Date 11/07/2018 11/07/2018 11/07/2018 Wilton, Redcar Contract No:PSL18/2821

Figure.

LABORATORY REPORT

4043

Contract Number: PSL18/4631

Report Date: 14 November 2018

Client’s Reference: C7309A

Client Name: Sirius Durham Suite 2, Russel House Mill Road Langley Moor Durham DH7 8HJ

For the attention of: Gemma Anderson

Contract Title: Wilton, Redcar

Date Received: 13/9/2018 Date Commenced: 13/9/2018 Date Completed: 4/10/2018

Notes: Opinions and Interpretations are outside the UKAS Accreditation * Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor

Checked and Approved Signatories:

R Gunson A Watkins R Berriman (Director) (Director) (Quality Manager)

L Knight S Eyre A Fry (Senior Technician) (Senior Technician) (Senior Technician)

Page 1 of 5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] [email protected]

SUMMARY OF LABORATORY SOIL DESCRIPTIONS

Hole Sample Sample Top Base Description of Sample Number Number Type Depth Depth m m CP01A U 4.20 4.65 Stiff brown slightly gravelly sandy CLAY. CP01A U 6.80 7.25 Stiff brown gravelly sandy CLAY. CP04 U 3.40 3.85 Stiff brown slightly gravelly sandy CLAY. CP04 U 5.60 6.05 Stiff brown slightly gravelly sandy CLAY. CP03 U 1.25 1.70 Stiff brown slightly gravelly slightly sandy CLAY. CP03 U 5.40 5.85 Stiff brown slightly gravelly sandy CLAY. CP03 U 3.30 3.75 Brown slightly gravelly sandy CLAY. CP02 U 1.25 1.70 Stiff brown slightly gravelly sandy CLAY. CP02 U 3.30 3.75 Brown slightly gravelly sandy CLAY. CP05 U 1.35 1.80 Soft brown sandy CLAY. CP05 U 3.50 3.95 Brown slightly gravelly SANDY CLAY. CP06 U 2.20 2.65 Stiff brown slightly gravelly sandy CLAY. CP06 U 4.30 4.75 Firm brown slightly gravelly sandy CLAY. CP02 B 2.30 2.80 Brown slightly gravelly very sandy CLAY. CP03 B 2.30 2.80 Brown sandy silty CLAY. CP05 B 2.50 3.00 Brown slightly sandy CLAY. CP06 B 1.20 1.40 Brown slightly gravelly very sandy clayey SILT. CP03 B 2.30 2.80 Brown slightly gravelly sandy silty CLAY. CP02 U 5.60 6.05 Stiff brown gravelly sandy CLAY.

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A SUMMARY OF LABORATORY SOIL DESCRIPTIONS

Hole Sample Sample Top Base Description of Sample Number Number Type Depth Depth m m CP01A D 4.70 Brown slightly gravelly very sandy CLAY. CP02 D 3.80 Brown slightly gravelly very sandy CLAY. CP03 D 1.75 Brown slightly gravelly sandy CLAY. CP03 D 3.75 Brown slightly gravelly very sandy CLAY. CP04 D 3.90 Brown slightly gravelly very sandy CLAY. CP05 D 4.00 Brown slightly gravelly very sandy CLAY. CP06 D 2.70 Brown slightly gravelly very sandy CLAY. CP06 D 4.80 Brown slightly gravelly very sandy CLAY.

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A SUMMARY OF SOIL CLASSIFICATION TESTS (BS1377 : PART 2 : 1990)

Moisture Linear Particle Liquid Plastic Plasticity Passing Hole Sample Sample Top Base Content Shrinkage Density Limit Limit Index .425mm Remarks Number Number Type Depth Depth % % Mg/m3 % % % % m m Clause 3.2 Clause 6.5 Clause 8.2 Clause 4.3/4 Clause 5.3 Clause 5.4 CP01A D 4.70 17 33 16 17 92 Low plasticity CL. CP02 D 3.80 17 33 16 17 94 Low plasticity CL. CP03 D 1.75 21 38 18 20 93 Intermediate plasticity CI. CP03 D 3.75 17 34 17 17 91 Low plasticity CL. CP04 D 3.90 17 34 16 18 90 Low plasticity CL. CP05 D 4.00 15 33 15 18 92 Low plasticity CL. CP06 D 2.70 19 34 17 17 95 Low plasticity CL. CP06 D 4.80 17 33 16 17 91 Low plasticity CL.

SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.

90 CL CI CH CV CE 80

Plasticity Plasticity Index (PI%). 30

10 ML MI MH MV ME 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Liquid Limit (LL%).

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4

Hole Number: CP02 Top Depth (m): 2.30

Sample Number: Base Depth(m): 2.80

Sample Type: B 75 37.5 125 63 20.0 6.3 3.35 10.0 1.18 0.150 0.600 0.002 0.006 0.063 2.00 0.300 0.020 0.212 100.00

90.00

80.00

70.00

60.00

50.00

40.00 Passing. Percentage 30.00

20.00

10.00

0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).

BS Test Percentage Particle Percentage Soil Total Sieve (mm) Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 58 Cobbles 0 63 100 2 2 Gravel 8 37.5 100 0.006 42 Sand 23 20 100 2 2 Silt 36 10 99 0.002 33 Clay 33 6.3 96 3.35 95 2 92 1.18 90 0.6 88 0.3 84 0.212 81 Remarks: 0.15 77 See Summary of Soil Descriptions 0.063 69

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4

Hole Number: CP03 Top Depth (m): 2.30

Sample Number: Base Depth(m): 2.80

Sample Type: B 75 37.5 125 63 20.0 6.3 3.35 10.0 1.18 0.150 0.600 0.002 0.006 0.063 2.00 0.300 0.020 0.212 100.00

90.00

80.00

70.00

60.00

50.00

40.00 Passing. Percentage 30.00

20.00

10.00

0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).

BS Test Percentage Particle Percentage Soil Total Sieve (mm) Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 81 Cobbles 0 63 100 2 2 Gravel 1 37.5 100 0.006 58 Sand 5 20 100 2 2 Silt 48 10 100 0.002 46 Clay 46 6.3 100 3.35 100 2 99 1.18 99 0.6 99 0.3 99 0.212 99 Remarks: 0.15 98 See Summary of Soil Descriptions 0.063 94

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4

Hole Number: CP06 Top Depth (m): 1.20

Sample Number: Base Depth(m): 1.40

Sample Type: B 75 37.5 125 63 20.0 6.3 3.35 10.0 1.18 0.150 0.600 0.002 0.006 0.063 2.00 0.300 0.020 0.212 100.00

90.00

80.00

70.00

60.00

50.00

40.00 Passing. Percentage 30.00

20.00

10.00

0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).

BS Test Percentage Particle Percentage Soil Total Sieve (mm) Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 25 Cobbles 0 63 100 2 2 Gravel 2 37.5 100 0.006 16 Sand 57 20 100 2 2 Silt 32 10 100 0.002 9 Clay 9 6.3 100 3.35 99 2 98 1.18 97 0.6 95 0.3 89 0.212 79 Remarks: 0.15 63 See Summary of Soil Descriptions 0.063 41

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A DRY DENSITY / MOISTURE CONTENT RELATIONSHIP BS 1377 : Part 4 : 1990

Hole Number: CP02 Top Depth (m) : 2.30

Sample Number: Base Depth (m) : 2.80

Sample Type: B

1.88 Sample 0 % Air voids 5 % Air voids 1.86 10 % Air voids

1.84

1.82

1.80

1.78

1.76 Dry Density (Mg/m3) Density Dry

1.74

1.72

1.70

1.68 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0

Moisture Content (%)

Initial Moisture Content: 16 Method of Compaction: 2.5kg Separate Samples Particle Density (Mg/m3): 2.65 Assumed Material Retained on 37.5 mm Test Sieve (%): 0 Maximum Dry Density (Mg/m3): 1.85 Material Retained on 20.0 mm Test Sieve (%): 0 Optimum Moisture Content (%): 15 Remarks See summary of soil descriptions.

Contract PSL18/4631 Wilton, Redcar Client Ref 4043 C7309A DRY DENSITY / MOISTURE CONTENT RELATIONSHIP BS 1377 : Part 4 : 1990

Hole Number: CP03 Top Depth (m) : 2.30

Sample Number: Base Depth (m) : 2.80

Sample Type: B

1.68 Sample 0 % Air voids 5 % Air voids 10 % Air voids

1.66

1.64

1.62 Dry Density (Mg/m3) Density Dry

1.60

1.58

1.56 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0

Moisture Content (%)

Initial Moisture Content: 26 Method of Compaction: 2.5kg Separate Samples Particle Density (Mg/m3): 2.65 Assumed Material Retained on 37.5 mm Test Sieve (%): 0 Maximum Dry Density (Mg/m3): 1.66 Material Retained on 20.0 mm Test Sieve (%): 0 Optimum Moisture Content (%): 20 Remarks See summary of soil descriptions.

Contract PSL18/4631 Wilton, Redcar Client Ref 4043 C7309A DRY DENSITY / MOISTURE CONTENT RELATIONSHIP BS 1377 : Part 4 : 1990

Hole Number: CP05 Top Depth (m) : 2.50

Sample Number: Base Depth (m) : 3.00

Sample Type: B

1.66 Sample 0 % Air voids 5 % Air voids 10 % Air voids 1.64

1.62

1.60

1.58

Dry Density (Mg/m3) Density Dry 1.56

1.54

1.52

1.50 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0

Moisture Content (%)

Initial Moisture Content: 28 Method of Compaction: 2.5kg Separate Samples Particle Density (Mg/m3): 2.65 Assumed Material Retained on 37.5 mm Test Sieve (%): 0 Maximum Dry Density (Mg/m3): 1.64 Material Retained on 20.0 mm Test Sieve (%): 0 Optimum Moisture Content (%): 22 Remarks See summary of soil descriptions.

Contract PSL18/4631 Wilton, Redcar Client Ref 4043 C7309A DRY DENSITY / MOISTURE CONTENT RELATIONSHIP BS 1377 : Part 4 : 1990

Hole Number: CP06 Top Depth (m) : 1.20

Sample Number: Base Depth (m) : 1.40

Sample Type: B

1.80 Sample 0 % Air voids 5 % Air voids 1.78 10 % Air voids

1.76

1.74

1.72

1.70 Dry Density (Mg/m3) Density Dry

1.68

1.66

1.64

1.62 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0

Moisture Content (%)

Initial Moisture Content: 23 Method of Compaction: 2.5kg Separate Samples Particle Density (Mg/m3): 2.60 Assumed Material Retained on 37.5 mm Test Sieve (%): 0 Maximum Dry Density (Mg/m3): 1.78 Material Retained on 20.0 mm Test Sieve (%): 0 Optimum Moisture Content (%): 15 Remarks See summary of soil descriptions.

Contract PSL18/4631 Wilton, Redcar Client Ref 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP01A Top Depth (m): 4.20

Sample Number: Base Depth (m): 4.65

Sample Type U

180

160

140

120

100

80 kPa Stress Deviator 60

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.33 1 16 2.16 1.87 80 168 84 19.4 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP01A Top Depth (m): 6.80

Sample Number: Base Depth (m): 7.25

Sample Type U

250

200

150

100 kPa Stress Deviator

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.33 1 16 2.13 1.84 140 212 106 19.9 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP02 Top Depth (m): 1.25

Sample Number: Base Depth (m): 1.70

Sample Type U

180

160

140

120

100

80 kPa Stress Deviator 60

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.35 1 18 2.07 1.75 25 158 79 10.9 Brittle See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP02 Top Depth (m): 5.60

Sample Number: Base Depth (m): 6.05

Sample Type U

300

250

200

150 kPa Stress Deviator 100

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.34 1 16 2.15 1.86 110 268 134 17.4 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP03 Top Depth (m): 1.25

Sample Number: Base Depth (m): 1.70

Sample Type U

200

180

160

140

120

100

80 kPa Stress Deviator

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.33 1 23 2.05 1.67 25 184 92 19.9 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP03 Top Depth (m): 5.40

Sample Number: Base Depth (m): 5.85

Sample Type U

300

250

200

150 kPa Stress Deviator 100

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.34 1 16 2.16 1.85 110 284 142 16.9 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP04 Top Depth (m): 3.40

Sample Number: Base Depth (m): 3.85

Sample Type U

200

180

160

140

120

100

80 kPa Stress Deviator

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.34 1 17 2.12 1.82 60 176 88 17.9 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP04 Top Depth (m): 5.60

Sample Number: Base Depth (m): 6.05

Sample Type U

250

200

150

100 kPa Stress Deviator

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.33 1 16 2.16 1.87 110 228 114 19.9 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP05 Top Depth (m): 1.35

Sample Number: Base Depth (m): 1.80

Sample Type U

40 kPa Stress Deviator 30

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.34 1 25 2.01 1.61 30 77 38 16.4 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP06 Top Depth (m): 2.20

Sample Number: Base Depth (m): 2.65

Sample Type U

180

160

140

120

100

80 kPa Stress Deviator 60

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.34 1 20 2.05 1.71 40 158 79 17.9 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 8

Hole Number: CP06 Top Depth (m): 4.30

Sample Number: Base Depth (m): 4.75

Sample Type U

160

140

120

100

kPa Stress Deviator 60

0 0 5 10 15 20 25

Axial Strain %

Diameter (mm): 103.0 Height (mm): 207.0 Test: UU Single Stage Remarks: Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Undisturbed Sample Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 2 %/min (kPa) (kPa) Latex Membrane used 0.2 mm thick, 1 θ3 (θ1−θ3)f /2(θ1−θ3)f Correction applied 0.33 1 17 2.13 1.82 80 135 68 18.9 Plastic See summary of soil descriptions

Contract No: PSL18/4631 Wilton, Redcar Client Ref: 4043 C7309A ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3

Hole Number: CP01A Top Depth (m): 4.20

Sample Number: Base Depth (m) :

Sample Type: U

Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 18 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.12 0 100 0.282 9.076 Method used to Dry Density (Mg/m3): 1.80 100 200 0.197 3.662 determine CV: T90 Voids Ratio: 0.472 200 400 0.114 2.254 Nominal temperature Degree of saturation: 100.6 400 800 0.062 1.709 during test ' C: 20 Height (mm): 19.97 800 400 0.007 8.615 Remarks: Diameter (mm) 75.03 400 100 0.043 3.930 See summary of soil descriptions Particle Density (Mg/m3): 2.65 Assumed

10.0 9.0

8.0 7.0

m2/yr 6.0

- 5.0

Cv 4.0 3.0 2.0 1.0 0.0 1 10 100 1000

Pressure -kPa

1 10 100 1000 0.440

0.420

0.400

0.380

Voids Ratio Voids 0.360

0.340

0.320

Contract No: PSL18/4631 Redcar Wilton Client Ref: 4043 C7309A ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3

Hole Number: BH03 Top Depth (m): 3.30

Sample Number: Base Depth (m) :

Sample Type: U

Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 15 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.16 0 50 0.217 13.378 Method used to Dry Density (Mg/m3): 1.87 50 100 0.268 3.001 determine CV: T90 Voids Ratio: 0.414 100 200 0.162 2.499 Nominal temperature Degree of saturation: 99.0 200 400 0.088 2.786 during test ' C: 20 Height (mm): 20.03 400 200 0.012 5.358 Remarks: Diameter (mm) 74.97 200 50 0.067 2.475 See summary of soil descriptions Particle Density (Mg/m3): 2.65 Assumed

16.0 14.0 12.0 10.0 m2/yr

- 8.0

Cv 6.0 4.0 2.0 0.0 1 10 100 1000

Pressure -kPa

1 10 100 1000 0.410

0.400

0.390

0.380

0.370

0.360 Voids Ratio Voids 0.350

0.340

0.330

Contract No: PSL18/4631 Redcar Wilton Client Ref: 4043 C7309A ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3

Hole Number: BH04 Top Depth (m): 3.40

Sample Number: Base Depth (m) :

Sample Type: U

Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 18 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.11 0 50 0.280 24.891 Method used to Dry Density (Mg/m3): 1.79 50 100 0.221 5.866 determine CV: T90 Voids Ratio: 0.481 100 200 0.169 4.406 Nominal temperature Degree of saturation: 99.0 200 400 0.116 2.667 during test ' C: 20 Height (mm): 19.978 400 200 0.021 6.265 Remarks: Diameter (mm) 75.03 200 50 0.091 6.884 See summary of soil descriptions Particle Density (Mg/m3): 2.65 Assumed

30.0 25.0

20.0 m2/yr

- 15.0

Cv 10.0 5.0 0.0 1 10 100 1000

Pressure -kPa

1 10 100 1000 0.480

0.460

0.440

0.420 Voids Ratio Voids

0.400

0.380

Contract No: PSL18/4631 Redcar Wilton Client Ref: 4043 C7309A ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3

Hole Number: CP05 Top Depth (m): 1.35

Sample Number: Base Depth (m) :

Sample Type: U

Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 25 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.00 0 25 1.109 12.564 Method used to Dry Density (Mg/m3): 1.60 25 50 0.512 14.426 determine CV: T90 Voids Ratio: 0.659 50 100 0.384 9.752 Nominal temperature Degree of saturation: 100.5 100 200 0.233 7.452 during test ' C: 20 Height (mm): 19.764 200 400 0.158 6.482 Remarks: Diameter (mm) 75.03 400 100 0.042 42.185 See summary of soil descriptions Particle Density (Mg/m3): 100 25 0.171 6.548 2.65 Assumed

45.0 40.0

35.0 30.0

m2/yr 25.0 - 20.0 Cv 15.0 10.0 5.0 0.0 1 10 100 1000

Pressure -kPa

1 10 100 1000 0.620

0.600

0.580

0.560

0.540

0.520 Voids Ratio Voids 0.500

0.480

0.460

Contract No: PSL18/4631 Redcar Wilton Client Ref: 4043 C7309A ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3

Hole Number: CP05 Top Depth (m): 3.50

Sample Number: Base Depth (m) :

Sample Type: U

Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 19 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.09 0 50 0.496 3.917 Method used to Dry Density (Mg/m3): 1.75 100 200 0.119 1.154 determine CV: T90 Voids Ratio: 0.513 200 400 0.072 1.997 Nominal temperature Degree of saturation: 100.2 400 800 0.047 1.831 during test ' C: 20 Height (mm): 19.972 800 400 0.005 6.680 Remarks: Diameter (mm) 75.04 400 100 0.030 2.373 See summary of soil descriptions Particle Density (Mg/m3): 2.65 Assumed

8.0 7.0 6.0 5.0 m2/yr

- 4.0

Cv 3.0 2.0 1.0 0.0 1 10 100 1000

Pressure -kPa

1 10 100 1000 0.480

0.460

0.440 Voids Ratio Voids 0.420

0.400

Contract No: PSL18/4631 Redcar Wilton Client Ref: 4043 C7309A ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3

Hole Number: CP06 Top Depth (m): 2.20

Sample Number: Base Depth (m) :

Sample Type: U

Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 20 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.07 0 50 0.439 22.573 Method used to Dry Density (Mg/m3): 1.72 50 100 0.329 4.740 determine CV: T90 Voids Ratio: 0.539 100 200 0.247 4.115 Nominal temperature Degree of saturation: 98.8 200 400 0.094 2.869 during test ' C: 20 Height (mm): 20 400 200 0.007 10.204 Remarks: Diameter (mm) 75.03 200 50 0.113 9.323 See summary of soil descriptions Particle Density (Mg/m3): 2.65 Assumed

25.0

20.0

m2/yr 15.0 -

Cv 10.0

5.0

0.0 10 100 1000

Pressure -kPa

10 100 1000 0.520

0.500

0.480

0.460

Voids Ratio Voids 0.440

0.420

0.400

Contract No: PSL18/4631 Redcar Wilton Client Ref: 4043 C7309A ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3

Hole Number: CP06 Top Depth (m): 4.30

Sample Number: Base Depth (m) :

Sample Type: U

Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 18 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.12 0 100 0.301 20.996 Method used to Dry Density (Mg/m3): 1.80 100 200 0.177 2.416 determine CV: T90 Voids Ratio: 0.469 200 400 0.111 2.017 Nominal temperature Degree of saturation: 98.9 400 800 0.070 1.858 during test ' C: 20 Height (mm): 19.958 800 400 0.011 7.089 Remarks: Diameter (mm) 75.01 400 100 0.059 15.447 See summary of soil descriptions Particle Density (Mg/m3): 2.65 Assumed

25.0

20.0

m2/yr 15.0 -

Cv 10.0

5.0

0.0 1 10 100 1000

Pressure -kPa

1 10 100 1000 0.440

0.420

0.400

0.380

0.360 Voids Ratio Voids 0.340

0.320

0.300

Contract No: PSL18/4631 Redcar Wilton Client Ref: 4043 C7309A Effective Stress Triaxial Compression Consolidated Undrained Summary Report

Sample Details Depth 3.30-3.75m U Description Brown slightly gravelly sandy CLAY. Type Undisturbed, Vertical orientation.

Initial Sample Length (mm) 197.4 Initial Sample Diameter (mm) 104.2 Initial Sample Weight (gr) 3640.0 sketch showing specimen Initial Bulk Density (Mg/m3) 2.16 location in original sample Particle Density (Mg/m3) 2.65

Initial Conditions

Initial Cell Pressure (kPa) 915 Initial Back Pressure (kPa) 850 Membrane Thickness (mm) 0.400

Displacement Input (mm) CH 1 Load Input (N) CH 1 Pore Water Pressure Input (kPa) CH 1 Sample Volume (cc) CH 1

Initial Moisture (%) 15 Initial Dry Density (Mg/m3) 1.88 Initial Voids Ratio . 0.413 Initial Degree of Saturation (%) 98

B Value . 0.98

Final Conditions

Final Moisture (%) 16 Final Dry Density (Mg/m3) 1.90 Final Voids Ratio . 0.396 Final Degree of Saturation (%) 100.0 Max. Dev. Failure Criteria . Stress Strain At Failure (%) 19.36 Stress At Failure (kPa) 269.3 Minor Stress At Failure (kPa) 165.0 Major Stress At Failure (kPa) 434.3 Principal Stress At Failure (kPa) 2.632 Notes

Test Method BS1377-8 : 1990 : Clause 7 Test Name CP03 3.30-3.75m U Database: .\SQLEXPRESS \ tester-2 Test Date 10/11/2018 Site Reference Borehole CP03 Jobfile Wilton, Redcar Sample 3.30-3.75m U Client Sirius Depth 3.30-3.75m U Operator * Checked * Approved * * Effective Stress Triaxial Compression Consolidated Undrained Saturation Plots

Saturation Method Stepped Cell Pressure Input (kPa) 850 Pore Water Pressure Input (kPa) 836 B Value . 0.98

Initial Conditions

Initial Cell Pressure (kPa) 915 Initial Back Pressure (kPa) 850 Pore Water Pressure Input (kPa) 900 Drainage Method Radial+One End

Final Conditions

PWP Dissipation % (%) 7.14 Volumetric Strain (%) 1.22 Corrected Length (mm) 196.6 Corrected Area (cm2) 84.58 Corrected Volume (cc) 1662.843 T100 Time to Failure (min) 319.00 Consolidation (m2/year 0.766 Compressibility (m2/MN) 0.244

Test Time (h:m:s) 09:34:12 Estimated Strain to Failure (%) 5.0 Shear Machine Speed (mm/min 0.01712

Notes

Sample Details Depth 3.30-3.75m U Description Brown slightly gravelly sandy CLAY. Type Undisturbed, Vertical orientation.

Initial Sample Length (mm) 190.5 Initial Sample Diameter (mm) 102.8 Initial Sample Weight (gr) 3341.0 sketch showing specimen Initial Bulk Density (Mg/m3) 2.11 location in original sample Particle Density (Mg/m3) 2.65

Initial Conditions

Initial Cell Pressure (kPa) 415 Initial Back Pressure (kPa) 350 Membrane Thickness (mm) 0.400

Displacement Input (mm) CH 1 Load Input (N) CH 1 Pore Water Pressure Input (kPa) CH 1 Sample Volume (cc) CH 1

Initial Moisture (%) 17 Initial Dry Density (Mg/m3) 1.81 Initial Voids Ratio . 0.466 Initial Degree of Saturation (%) 96

B Value . 0.98

Final Conditions

Final Moisture (%) 17 Final Dry Density (Mg/m3) 1.84 Final Voids Ratio . 0.440 Final Degree of Saturation (%) 100.0 Max. Dev. Failure Criteria . Stress Strain At Failure (%) 16.35 Stress At Failure (kPa) 170.9 Minor Stress At Failure (kPa) 131.0 Major Stress At Failure (kPa) 301.9 Principal Stress At Failure (kPa) 2.304 Notes

Test Method BS1377-8 : 1990 : Clause 7 Test Name CP02 3.30-3.75m U Database: .\SQLEXPRESS \ tester-2 Test Date 08/11/2018 Site Reference Borehole CP02 Jobfile Wilton, Redcar Sample 3.30-3.75m U Client Sirius Depth 3.30-3.75m U Operator * Checked * Approved * * Effective Stress Triaxial Compression Consolidated Undrained Saturation Plots

Saturation Method Stepped Cell Pressure Input (kPa) 350 Pore Water Pressure Input (kPa) 340 B Value . 0.98

Initial Conditions

Initial Cell Pressure (kPa) 415 Initial Back Pressure (kPa) 350 Pore Water Pressure Input (kPa) 389 Drainage Method Radial+One End

Final Conditions

PWP Dissipation % (%) 100.00 Volumetric Strain (%) 1.66 Corrected Length (mm) 189.4 Corrected Area (cm2) 82.08 Corrected Volume (cc) 1554.925 T100 Time to Failure (min) 533.08 Consolidation (m2/year 0.462 Compressibility (m2/MN) 0.338

Test Time (h:m:s) 15:59:32 Estimated Strain to Failure (%) 5.0 Shear Machine Speed (mm/min 0.00987

Notes

Sample Details Depth 3.50-3.95m U Description Brown slightly gravelly sandy CLAY. Type Undisturbed, Vertical orientation.

Initial Sample Length (mm) 210.7 Initial Sample Diameter (mm) 102.8 Initial Sample Weight (gr) 3663.9 sketch showing specimen Initial Bulk Density (Mg/m3) 2.09 location in original sample Particle Density (Mg/m3) 2.65

Initial Conditions

Initial Cell Pressure (kPa) 670 Initial Back Pressure (kPa) 600 Membrane Thickness (mm) 0.400

Displacement Input (mm) CH 1 Load Input (N) CH 1 Pore Water Pressure Input (kPa) CH 1 Sample Volume (cc) CH 1

Initial Moisture (%) 19 Initial Dry Density (Mg/m3) 1.77 Initial Voids Ratio . 0.501 Initial Degree of Saturation (%) 98

B Value . 0.98

Final Conditions

Final Moisture (%) 20 Final Dry Density (Mg/m3) 1.80 Final Voids Ratio . 0.474 Final Degree of Saturation (%) 100.0 Max. Dev. Failure Criteria . Stress Strain At Failure (%) 17.19 Stress At Failure (kPa) 529.2 Minor Stress At Failure (kPa) 236.0 Major Stress At Failure (kPa) 765.2 Principal Stress At Failure (kPa) 3.243 Notes

Test Method BS1377-8 : 1990 : Clause 7 Test Name CP05 3.50-3.95m U Database: .\SQLEXPRESS \ tester-2 Test Date 09/11/2018 Site Reference Borehole CP05 Jobfile Wilton, Redcar Sample 3.50-3.95m U Client Sirius Depth 3.50-3.95m U Operator * Checked * Approved * * Effective Stress Triaxial Compression Consolidated Undrained Saturation Plots

Saturation Method Stepped Cell Pressure Input (kPa) 600 Pore Water Pressure Input (kPa) 588 B Value . 0.98

Initial Conditions

Initial Cell Pressure (kPa) 370 Initial Back Pressure (kPa) 300 Pore Water Pressure Input (kPa) 652 Drainage Method Radial+One End

Final Conditions

PWP Dissipation % (%) 100.00 Volumetric Strain (%) 1.74 Corrected Length (mm) 209.5 Corrected Area (cm2) 82.08 Corrected Volume (cc) 1719.658 T100 Time to Failure (min) 17.70 Consolidation (m2/year 12.336 Compressibility (m2/MN) 0.050

Test Time (h:m:s) 02:00:00 Estimated Strain to Failure (%) 5.0 Shear Machine Speed (mm/min 0.08730

Notes

APPENDIX D

CHEMICAL LABORATORY TEST RESULTS

Chemtest Ltd. Depot Road Newmarket CB8 0AL Tel: 01638 606070 Final Report Email: [email protected]

Report No.: 18-27687-1

Initial Date of Issue: 17-Sep-2018

Client Sirius Geotechnical Ltd

Client Address: Russel House Mill Road Langley Moor Durham County Durham DH7 8HJ

Contact(s): Dave Brooks Gemma Anderson

Project C7309A - Wilton, Redcar

Quotation No.: Date Received: 12-Sep-2018

Order No.: 17476/C7309A/GA Date Instructed: 12-Sep-2018

No. of Samples: 6

Turnaround (Wkdays): 5 Results Due: 18-Sep-2018

Date Approved: 17-Sep-2018

Approved By:

Details: Robert Monk, Technical Manager

Page 1 of 4 Results - Soil

Project: C7309A - Wilton, Redcar Client: Sirius Geotechnical Ltd Chemtest Job No.: 18-27687 18-27687 18-27687 18-27687 18-27687 18-27687 Quotation No.: Chemtest Sample ID.: 687293 687294 687295 687296 687297 687298 Client Sample ID.: CP01A CP03 CP05 CP06 CP05 CP02 Sample Type: SOIL SOIL SOIL SOIL SOIL SOIL Top Depth (m): 9.00 8.50 9.50 6.00 3.30 8.10 Bottom Depth (m): 9.20 8.80 Date Sampled: 23-Aug-2018 22-Aug-2018 21-Aug-2018 20-Aug-2018 21-Aug-2018 24-Aug-2018 Determinand Accred. SOP Units LOD Moisture N 2030 % 0.020 0.45 2.3 5.7 13 16 13 Soil Colour N 2040 N/A Brown, Grey Grey Black, Brown Brown, Brown Other Material N 2040 N/A Stones Stones Stones Stones, Stones, Stones, Soil Texture N 2040 N/A Gravel Sand Clay Clay Clay, Clay pH M 2010 N/A 8.5 8.6 8.3 8.7 8.6 8.7 Sulphate (2:1 Water Soluble) as SO4 M 2120 g/l 0.010 0.054 0.17 0.74 0.10 0.074 0.066

Page 2 of 4 Test Methods

SOP Title Parameters included Method summary 2010 pH Value of Soils pH pH Meter Moisture and Stone Content of Determination of moisture content of soil as a 2030 Soils(Requirement of Moisture content percentage of its as received mass obtained at MCERTS) <37°C.

Soil Description(Requirement of As received soil is described based upon 2040 Soil description MCERTS) BS5930

Water Soluble Boron, Sulphate, 2120 Boron; Sulphate; Magnesium; Chromium Aqueous extraction / ICP-OES Magnesium & Chromium

Page 3 of 4 Report Information

Key U UKAS accredited M MCERTS and UKAS accredited N Unaccredited S This analysis has been subcontracted to a UKAS accredited laboratory that is accredited for this analysis SN This analysis has been subcontracted to a UKAS accredited laboratory that is not accredited for this analysis T This analysis has been subcontracted to an unaccredited laboratory I/S Insufficient Sample U/S Unsuitable Sample N/E not evaluated < "less than" > "greater than"

Comments or interpretations are beyond the scope of UKAS accreditation The results relate only to the items tested Uncertainty of measurement for the determinands tested are available upon request None of the results in this report have been recovery corrected All results are expressed on a dry weight basis The following tests were analysed on samples as received and the results subsequently corrected to a dry weight basis TPH, BTEX, VOCs, SVOCs, PCBs, Phenols For all other tests the samples were dried at < 37°C prior to analysis All Asbestos testing is performed at the indicated laboratory Issue numbers are sequential starting with 1 all subsequent reports are incremented by 1

Sample Deviation Codes A - Date of sampling not supplied B - Sample age exceeds stability time (sampling to extraction) C - Sample not received in appropriate containers D - Broken Container E - Insufficient Sample (Applies to LOI in Trommel Fines Only)

Sample Retention and Disposal All soil samples will be retained for a period of 45 days from the date of receipt All water samples will be retained for 14 days from the date of receipt Charges may apply to extended sample storage

If you require extended retention of samples, please email your requirements to: [email protected]

Page 4 of 4 Sirius Geotechnical Ltd.

Russel House 4245 Park Approach Mill Road Century Way Langley Moor Thorpe Park Durham Leeds DH7 8HJ LS15 8GB t. 0191 378 9972 t. 0113 264 9960 f. 0191 378 1537 f. 0113 264 9962

Report printed on 100% recycled paper