Phase 2 Ground Investigation

Phase 2 Ground Investigation

New Waste Building, Connon Bridge

E05284

SUEZ Recycling and Recovery UK Ltd

MULTIDISCIPLINARY ENGINEERING CONSULTANTS


E05284-CLB-00-XX-RP-GT-002 Connon Bridge i

February 2021

Report No. Date.

E05284-CLB-00-XX-RP-GT-002 15 February 2021

Project

New Waste Building, Connon Bridge

Client Name

SUEZ Recycling and Recovery UK Ltd

Issue Date Status Comments

29 May 2020 S02P01 For Information

28 February 2021 S02 P02 Client comments

15 February 2021 S02 P03 Revised development plan

Report Prepared by:

Nick Edwards

BSc (Hons) MSc FGS

Geotechnical Engineer

Approved for Issue by:

Tim Thornburn

BSc (Hons) PgDip

Principal Geotechnical Engineer

Issuing Office

The Cocoa House, 129 Cumberland Road, Bristol, BS1 6UY

Tel: +44 (0)117 929 2244

X GF Suite, Bickleigh House, Park Five Business Centre, Exeter, EX2 7HU

Tel: +44 (0)1392 369098

7 Hatchers Mews, Bermondsey Street, London, SE1 3GS

Tel: +44(0)20 7939 0959

This report is provided for the benefit of the Client. We do not accept responsibility in the event that the report contents are

used in whole or in part by a third party and we exercise no duty of care to any such third party. © Clarkebond (UK) Limited



E05284-CLB-00-XX-RP-GT-002 Connon Bridge ii

February 2021

Contents

Executive Summary .......................................................................................................................... iv

1 Introduction ............................................................................................................................ 1

1.1 Introduction and Brief ................................................................................................................ 1

1.2 Proposals .................................................................................................................................... 1

1.3 Scope of Works ........................................................................................................................... 1

1.4 Limitations .................................................................................................................................. 1

2 Site Setting .............................................................................................................................. 2

2.1 Location and Description ............................................................................................................ 2

2.2 Geology....................................................................................................................................... 3

2.3 Hydrology and Hydrogeology ..................................................................................................... 3

3 Site Investigation ..................................................................................................................... 4

3.1 General ....................................................................................................................................... 4

3.2 Trial Pitting ................................................................................................................................. 4

3.3 Sample Collection and Analysis .................................................................................................. 4

4 Ground Conditions ................................................................................................................... 6

4.1 General ....................................................................................................................................... 6

4.2 Strata Encountered .................................................................................................................... 6

4.3 Groundwater .............................................................................................................................. 6

4.4 Contamination Indications ......................................................................................................... 6

5 Geotechnical Assessment ......................................................................................................... 7

5.1 Introduction ................................................................................................................................ 7

5.2 Foundation Assessment ............................................................................................................. 7

5.2.1 Foundation Design Principles .........................................................................................7

5.2.2 Foundations ....................................................................................................................7

5.3 Shrinkable Soils ........................................................................................................................... 7

5.4 Floor Slab .................................................................................................................................... 7

5.5 Retaining Walls ........................................................................................................................... 8

5.6 Concrete protection ................................................................................................................... 9

5.7 Excavations ................................................................................................................................. 9

5.8 Pavement Design ........................................................................................................................ 9

6 Contamination Assessment .................................................................................................... 11

6.1 Summary .................................................................................................................................. 11



E05284-CLB-00-XX-RP-GT-002 Connon Bridge iii

February 2021

6.2 Tier 1 Generic Quantitative Risk Assessment - Soil Risks to Humans ...................................... 11

6.2.1 General ........................................................................................................................ 11

6.2.2 Metals .......................................................................................................................... 12

6.2.3 Organics – TPH ............................................................................................................. 12

6.2.4 Organics – PAHs ........................................................................................................... 13

7 Waste Assessment ................................................................................................................. 14

8 Summary ............................................................................................................................... 16

Appendices

A Proposed Development Plan

B Exploratory Hole Plan

C Exploratory Hole Logs

D Geotechnical Test Certificates

E Chemical Test Certificates



E05284-CLB-00-XX-RP-GT-002 Connon Bridge iv

February 2021

Executive Summary

Client SUEZ Recycling and Recovery UK Ltd

Site Location The site is located 8km south west of Liskeard at approximate National Grid Reference 217677

062155 (Postcode: PL14 4NP).

Proposed

Development

The proposed development comprises a new waste transfer building north of the existing Refuse

Transfer Station (RTS) building, a new pump room and firefighting water tank to the west and

redevelopment of the existing clinical waste building.

Site History

The site was agricultural greenfield up until the development of the adjacent landfill in the early

1990s. Associated with the landfill development were ancillary buildings indicated on the 2001

mapping, more recently becoming a recycling centre from 2010 until present day.

Ground

Conditions

Superficial Deposits: None

Bedrock Geology: Saltash Formation.

Thin veneer of surface Made Ground over silty gravel of the weathered slate bedrock.

No groundwater was encountered during the investigation.

Hydrogeology

& Hydrology

Bedrock Geology: Secondary A aquifer

No Source Protection Zones within 500m of the site

No surface water within 250m of the site.

Investigation

Works

Six trial pits, geotechnical and chemical laboratory testing. No access to the northern part of

the site due to slopes and vegetation.

Geotechnical

Considerations

Traditional spread foundations constructed at a minimum depth of 0.75m within competent

natural strata. A safe bearing capacity of 150kPa would be appropriate for the weathered slate.

Foundations constructed on intact bedrock can be designed to a safe bearing capacity of 250kPa.

Soils are non-shrinkable.

Design Sulphate Class DS-1 and ACEC class AC-1s. For low rise construction on mass concrete

foundations, this corresponds to a concrete type of GEN1.

A ground bearing floor slab will be suitable. Full radon protection measures are required.

Design CBR of 5%.

Conventional mechanical backhoe excavators should prove suitable for excavation within the

weathered Saltash Formation.

Contamination

Considerations

Comparison of the results against Generic Assessment Criteria (GAC) revealed no elevated

concentrations and risks to human health or the environment are unlikely to be present. No

asbestos was detected.

No remedial actions are required.

Waste

Categorisation

for Disposal

The Saltash Formation soils are likely to class as Inert waste.



E05284-CLB-00-XX-RP-GT-002 Connon Bridge page 1 of 16

February 2021

1 Introduction

1.1 Introduction and Brief

Clarkebond (UK) Limited was commissioned by SUEZ Recycling and Recovery UK Ltd to undertake

a Phase 2 Ground Investigation for a proposed New Waste Building at an existing Refuse Transfer

Station at Connon Bridge, Liskeard. This report builds upon the initial findings of the Phase 1

Assessment which was undertaken in March 2020.

1.2 Proposals

The new facility is to comprise of a new waste transfer station north west of the existing building

to provide additional waste material handling/storage capacity. It is also proposed to construct a

clinical waste building adjacent to the north east elevation of the building. All of the bays are

covered and within the enclosed building and the building fully enclosed with an automated door

rapid roller shutter door to be fully compliant with regulations. A new fire water tank is proposed

to the west of the existing building. Upgrades to the drainage are also included. A plan showing

the proposed development is included as Appendix A.

1.3 Scope of Works

The objectives of the investigation were to determine the sub-surface conditions in respect of:

• Geotechnical recommendations including foundations for proposed structures,

floor slabs, soil shrinkability, excavation stability, dewatering and buried

concrete classes

• A conceptual site model and contamination generic risk assessment

(GQRA)Contamination assessment to consider potential significant pollutant

linkages arising from the historic land uses on and off site to support any

planning applications and the design process.

• An outline waste classification for surplus soils.

1.4 Limitations

This report is provided for the benefit only of the party to whom it is addressed and we do not

accept responsibility to any third party for the whole or any part of the contents and we exercise

no duty of care in relation to this report to any third party.

Where intrusive investigations have been completed, information, comments and opinions given

in this report are based on the ground conditions encountered during the site work and on the

results of laboratory and field tests performed during the investigation. However, subsoils are

inherently variable and hidden from view such that no investigation can be exhaustive to the

extent that all soil conditions are revealed. Conditions may therefore be present beneath the site

that were not apparent in the data reviewed as part of this assessment. In particular, it should be

noted that groundwater levels vary due to seasonal and other effects, and may at times differ to

those measured during the investigation.




February 2021

2 Site Setting

2.1 Location and Description

The site is located 8km south west of Liskeard at approximate National Grid Reference 217677

062155 (Postcode: PL14 4NP as shown in Figure 2.1.

Figure 2.1 Site Location




February 2021

The area of the proposed development is approximately triangular in shape and lies to the north

of the existing building. The building has been cut into an existing slope and therefore the site

slopes at approximately 1 in 10 to the east. Semi-mature species of trees were observed on-site

along the western boundary.

The site is bounded to the north and east by the historic landfill, to the south by the access road

with agricultural farmland beyond and to the west by B3359 with farmland beyond.

2.2 Geology

The British Geological Survey Digital Geological Map of Great Britain at 1:50,000 scale indicates

that the site is directly underlain by bedrock of the Saltash Formation (slate and siltstone).

2.3 Hydrology and Hydrogeology

There are two surface water features within 500m of the site. These features include a river WB

catchment on site for the West Looe River and 408m north is the West Looe River. Therefore the

potential risk to such receptors is deemed to be moderate.

Guidance from the Environment Agency indicates that the bedrock strata is designated as a

Secondary A aquifer. As such the groundwater sensitivity is regarded as high.

There are no active groundwater abstractions that lie within 500m of the site boundary. There is

an historic groundwater abstraction located 5m east of the site boundary.

The site is not located within 500m of a Source Protection Zone (SPZ).




February 2021

3 Site Investigation

3.1 General

An intrusive site investigation using mechanically excavated trial pits was carried out by

Clarkebond Ltd to determine sub-surface conditions and allow recovery of samples for laboratory

geotechnical and chemical testing. Access to the northern part of the site was not possible due

to steep slopes and vegetation. In situ CBR tests and trial pits were intended to be undertaken in

this area.

A plan showing the trial pit locations is presented in Appendix B.

3.2 Trial Pitting

Six trial pits (designated TP01 to TP06) were excavated to depths of ranging from 1.90m BGL to

2.30m BGL using a JCB 3CX on 30th April 2020.

The trial pits were logged by a geotechnical engineer and samples were taken from the resulting

spoil for geotechnical and chemical analysis. On completion the pits were backfilled with

excavated spoil and compacted.

Detailed trial pits logs and photographs are included in Appendix C.

3.3 Sample Collection and Analysis

Samples obtained during the investigation were subjected to geotechnical and chemical testing

at appropriate UKAS accredited laboratories.

Samples were submitted for geotechnical laboratory testing to characterise the engineering

properties of the soil. The following testing was scheduled on selected samples:

• 3 x Moisture Contents.

• 4 x BRE SD1 Greenfield suite.

• 3 x Particle Size Distributions.

• 3 x 2.5kg CBR mould compaction tests

• 1 x 4.5kg compaction.

Testing was carried out in accordance with the procedures outlined in BS EN ISO 14688-1:2018,

14688-2:2018 and 14689:2018 (i.e. Eurocode 7). Geotechnical laboratory test data is presented

in Appendix D.

Soil samples were sent for chemical analysis to i2 Analytical to be analysed for:

• Six full suites comprising arsenic, cadmium, copper, chromium, lead, mercury,

nickel, selenium, zinc, Speciated PAH, speciated Total Petroleum Hydrocarbons

(TPHCWG), Soil organic matter content (SOM), pH and soluble sulphate.

• Six samples were subject to asbestos screens and ID.




February 2021

• One soil sample was also submitted for waste acceptance criteria (WAC)

testing to assist with determining the acceptability for landfill classes of the

soil.

Environmental sample collection was carried out in accordance with Clarkebond Standard

Operating Procedures and BS EN ISO 22475-1:2006.

The chemical laboratory test results are presented in Appendix E.




February 2021

4 Ground Conditions

4.1 General

The results of this investigation were consistent with the anticipated geology. A veneer of Made

Ground overlying weathered gravel, cobbles and boulders of weak slate overlying weak thinly

bedded slate of the Saltash Formation.

The following table provides a summary of the strata encountered and the depth to the base of

each stratum in metres encountered in the exploratory holes.

Table 4.1 Typical Strata

Stratum Depth to Base (m bgl)

TP01 TP02 TP03 TP04 TP05 TP06

Made Ground 0.30 0.15 0.55 0.25 0.20 0.60

Gravel and cobbles of weak slate 1.50 1.40 1.30 1.30 1.20 1.70

Gravel, cobbles and boulders of weak

slate 1.80* - 1.90* -

1.90 2.10*

Weak, thinly bedded Slate. - 2.30* - 2.30* 2.30* -

Groundwater Dry Dry Dry Dry Dry Dry

*refusal at base of hole

4.2 Strata Encountered

Made Ground

The Made Ground typically comprised pale orange / pink / grey slightly clayey, angular, fine to

coarse slate gravel.

Saltash Formation

The Made Ground was underlain by the solid geology of the Saltash Formation. This was

weathered to slightly silty angular gravel, cobbles and boulders of slate. This was underlain by

weak, thinly bedded slate.

4.3 Groundwater

No groundwater was encountered during the investigation.

4.4 Contamination Indications

There were no visual or olfactory indications of contamination or asbestos noted during the site

works.




February 2021

5 Geotechnical Assessment

5.1 Introduction

The proposed development comprises a new waste transfer building north of the existing Refuse

Transfer Station (RTS) building, a new pump room and firefighting water tank to the west and

redevelopment of the existing clinical waste building. An access road will be constructed in the

west of the site. Upgrades to the drainage are also included.

A proposed development plan is included in Appendix A.

5.2 Foundation Assessment

5.2.1 Foundation Design Principles

The two primary factors controlling the performance of foundations are bearing capacity and

settlement. Usually the settlement tolerances of the structure are considerably less than the

settlement that would be expected as the ultimate bearing capacity of the soils is approached.

Therefore it is usually tolerable settlement that dictates the bearing pressure for foundation

design. In general, the ultimate bearing capacity is usually divided by a safety factor of 3 for an

allowable bearing capacity in order to maintain total settlement within tolerable limits for most

structures, which is generally accepted to be 25mm. However, it should be noted that total

settlements are usually less than this value as the average actual imposed load will be less than

the design load.

All foundations should be inspected by a suitably qualified and competent person to ensure that

foundations are placed in competent material capable of supporting the intended loads and

below any desiccated clay soils.

5.2.2 Foundations

Traditional foundations will be suitable, and should be taken down through any soft or loose

materials and constructed in competent natural strata at a minimum foundation depth of 0.75m

below existing ground level. A safe bearing capacity of 150kPa would be appropriate for the

weathered slate. Foundations constructed on intact bedrock can be designed to a safe bearing

capacity of 250kPa.

Total settlements for foundations designed to the above pressures are likely to be in the order of

15 to 25mm, most of which would occur during construction. There would be a reduction in

settlements with foundation depth, as the soil strength increases. Imposing a lower bearing

pressure than the safe bearing capacity would also reduce settlement.

5.3 Shrinkable Soils

The soils encountered on site are non-shrinkable.

5.4 Floor Slab

A ground bearing floor slab would be appropriate.




February 2021

The site lies in a high radon area and full radon protection measures are required for new buildings

or extensions.

Guidance from the HSE states that radon surveys should be conducted in any workplace where

its location and characteristics suggest that elevated levels may be found and significant

exposures to employees and/or other persons are possible. Inexpensive surveys can be carried

out by leaving small plastic passive detectors in rooms or occupied locations of interest. The PHE

website contains up-to-date details of validated laboratories capable of supplying such detectors

for undertaking radon measurements. Delivery and return of the dosemeters is usually by post.

The Building Regulations 2004 (England, includes 2010 and 2013 amendments), the Building

Regulations 2010 (Wales, includes 2017 amendments), the Building (Scotland) Regulations 2004

and Building Regulations (Northern Ireland) 2000, supported by BRE report BR211 describe where

new buildings and extensions (workplaces and dwellings) might need to incorporate protective

measures installed during construction.

Since even new buildings with protective measures may have high radon levels, employers must

still test as described above.

There is also a former landfill to the east of the site, which has an active gas management system.

The existing RTS building has full radon protection measures installed. These comprise:

• 1200 gauge polyethene membrane, tape sealed. Minimum 150mm overlaps.

• Radon control sumps.

• 110mm dia plastic pipe with sealed joints to terminate above ground level.

These details should be incorporated within the proposed building.

5.5 Retaining Walls

It is understood that a reinforced concrete cantilever retaining will be constructed to

accommodate the development.

Design parameters are presented in Table 5.1.

Table 5.1 Design Parameters for Retaining Wall Design (unfactored)

Soil Type

Characteristic Values Bulk

Density

kNm3

Friction

Angle

Effective

Cohesion

kPa

Weathered slate 32 0 19

Intact slate 34 0 20




February 2021

5.6 Concrete protection

Buried concrete classification is based on guidelines provided in BRE Special Digest 1 (BRE, 2005).

Chemical Analysis was undertaken on four soil samples for pH, water soluble sulphate, total

sulphate and total sulphur. An assessment for total potential sulphate indicates that the soils are

not considered to be pyritic and the design class should be based on soluble sulphates.

The pH values were 6.8 to 7.1 with water soluble sulphate concentrations of 7mg/l to 12mg/l

Therefore it is recommended that a Design Class of DS1 and AC1s should be assumed for buried

concrete in accordance with BRE Special Digest 1 assuming natural ground and static groundwater

conditions.

For low rise construction on mass concrete foundations, this corresponds to a concrete type of

GEN1. It is recommended that the concrete supplier confirm the necessary concrete type based

on its intended use and the chemical test results in Appendix E.

5.7 Excavations



The weathered soils were recovered as gravel and cobble sized fragments and may be subject to

spalling and collapse within excavations and concrete should be poured as soon as possible and

temporary support may be required. Entry into shallow excavations by personnel should be

minimised, and excavation stability should be assessed by suitably qualified and experienced staff

and shoring used when required. Entry into deeper excavations should not be permitted unless

full support is provided.

No groundwater was encountered during the investigation undertaken in April 2020.

5.8 Pavement Design

Laboratory CBR tested was undertaken on three recompacted samples. This gave CBR values of

18% to 47%. The results indicate that where the weathered slate is excavated and re-compacted,

it would provide a suitable formation for road construction.

For the in situ weathered slate, equilibrium CBR values for various materials are given in Interim

Advice Note 73/06 "Design Guidance for Road Pavement Foundations (Draft HD25)" produced by

the Highways Agency and these are summarised in Table 5.2 assuming a high water table and thin

pavement construction.

Table 5.2 Typical CBR Values

Soil Type PI (%) Equilibrium CBR (%)

Heavy clay 50-70 2

Silty clay 30 3

Sandy clay 10-20 3-4

Silt - 1

Sands and gravels > 5%




February 2021

The near surface soils are predominantly gravel of the weathered slate. Based on Table 5.2 it is

recommended that a design CBR of 5% is adopted for these soils.

All Topsoil / Made Ground should be removed and the formation level should be proof rolled to

identify any loose or soft spots, which should be removed and replaced with compacted granular

fill. The conditions prevailing at the time of construction will affect the CBR of the sub-grade soil

and its strength. Research has shown the importance of the equilibrium moisture content of the

sub-grade. The relationship between soil suction and the moisture content shows that a soil that

becomes wet during construction will retain water and will therefore be weaker under the

pavement in the equilibrium condition than a foundation that has remained dry, particularly for

soils of low to medium plasticity. Consequently the formation level will also need to be protected

during inclement weather from deterioration; all slopes should be trimmed to falls to shed rain

water and the surface sealed to limit infiltration.




February 2021

6 Contamination Assessment

6.1 Summary


concentrations and risks to human health or the environment are unlikely to be present.

No asbestos was detected.


No access to the northern part of the site was possible, however the ground conditions were

consistent over the remainder of the site and excluding any materials that may have been

imported to this area, significantly differing ground conditions are not expected in the north of

the site.

A standard H&S personal hygiene plan should suffice (wearing of gloves, washing of hands before

eating etc). Excessive dust generation should be avoided.

Details of the test results and comparison with guideline values is presented in the following

sections.

6.2 Tier 1 Generic Quantitative Risk Assessment - Soil Risks to Humans

6.2.1 General

A generic quantitative risk assessment (GQRA) has been undertaken using the geochemical results

for the soil samples retained from the site. The approach to human health risk assessment

adopted in this report is consistent with the Environment Agency’s Model Procedures (CLR11) and other relevant guidance (including SR3, BS10175:2001 and NPPF).

The laboratory soil data has been compared to relevant and applicable critical concentrations as

outlined in the guidance. These criteria can be either Generic Assessment Criteria (GAC) or Site

Specific Assessment Criteria (SSAC). For the purpose of this generic quantitative risk assessment,

GAC will be used. The GACs been derived from the following:

• DEFRA C4SL Health Criteria Values (March 2014),

• Cl:AIRE/EIC/AGS Soil Generic Assessment Criteria for Human Health Risk

assessment, January 2010 and

• The LQM/CIEH S4ULs for Human Health Risk Assessment. Ref: S4UL3269,

released January 2015, Land Quality Press, Nottingham

The site is non-residential therefore a ‘commercial’ end use has been assumed for the

assessment.

To ascertain a preliminary assessment of the contaminative nature of the near surface materials

across the site, seven soil samples were retained during the site investigation works and

submitted for laboratory analysis.




February 2021

The chemical analysis was undertaken at i2 Analytical laboratories. The results are included in

Appendix E.

6.2.2 Metals

Table 6.1 summarises the results of heavy metal concentrations within the soil samples compared

to GAC values.

Table 6.1 Values for Metals in Soils

Determinant GAC Concentration Range No. samples

tested

No. samples

exceed GAC Min Max

Arsenic 640 20 28 6 0

Boron (w/s) 240000 <0.2 <0.2 6 0

Cadmium 190 <0.2 <0.2 6 0

Chromium (total) 8600 36 51 6 0

Copper 68000 0 <4 0 0

Lead 2330 19 49 6 0

Mercury 58 21 31 6 0

Nickel 980 <0.3 <0.3 6 0

Selenium 12000 47 65 6 0

Zinc 730000 <1 <1 6 0

Results in mg/kg . GACs are LQM GAC unless stated otherwise.

6.2.3 Organics – TPH

Table 6.2 summarises the results of Speciated Hydrocarbons concentrations within the soil

samples compared to GAC values.

Table 6.2 Values for Speciated Hydrocarbons in Soils


tested

No. samples

exceed GAC Min Max

EC>5-6 Aliphatic 1000000 <0.1 <0.1 6 0

EC>6-8 Aliphatic 1000000 <0.1 <0.1 6 0

EC>8-10 Aliphatic 41000 <0.1 <0.1 6 0

EC>10-12 Aliphatic 41000 <1 <1 6 0

EC>12-16 Aliphatic 41000 <2 <2 6 0

EC>16-35 Aliphatic 81000 <10 <10 6 0

EC>35-44 Aliphatic 81000 0 <8.4 0 0

EC>5-7 Aromatic 180000 <0.1 <0.1 6 0

EC>7-8 Aromatic 180000 <0.1 <0.1 6 0

EC>8-10 Aromatic 16000 <0.1 <0.1 6 0

EC>10-12 Aromatic 16000 <1 <1 6 0

EC>12-16 Aromatic 16000 <2 <2 6 0

EC>16-21 Aromatic 12000 <10 <10 6 0

EC>21-35 Aromatic 12000 <10 <10 6 0

EC>35-44 Aromatic 12000 <8.4 <8.4 6 0




February 2021

Results in mg/kg. GACs are LQM S4UL for SOM of 1% unless stated otherwise.

6.2.4 Organics – PAHs

Table 6.3 summarises the results of speciated Poly Aromatic Hydrocarbons (PAH) concentrations

within the soil samples compared to GAC values.

Table 6.3 Values for Speciated PAH in Soils


tested

No. samples

exceed GAC Min Max

Acenaphthene 39000 <0.1 <0.1 6 0

Acenaphthylene 39000 <0.1 <0.1 6 0

Anthracene 200000 <0.1 <0.1 6 0

Benz(a)anthracene 89 <0.1 <0.1 6 0

Benzo(a)pyrene 13 <0.1 <0.1 6 0

Benzo(b)fluoranthene 92 <0.1 <0.1 6 0

Benzo(ghi)perylene 590 <0.05 <0.05 6 0

Benzo(k)fluoranthene 130 <0.1 <0.1 6 0

Chrysene 130 <0.05 <0.05 6 0

Dibenz(a,h)anthracene 12 <0.1 <0.1 6 0

Fluoranthene 8100 <0.1 <0.1 6 0

Fluorene 26000 <0.1 <0.1 6 0

Indeno(1,2,3-cd)pyrene 56 <0.1 <0.1 6 0

Naphthalene 13000 <0.05 <0.05 6 0

Phenanthrene 8100 <0.1 <0.1 6 0

Pyrene 20000 <0.1 <0.1 6 0

Results in mg/kg. GACs are LQM S4UL for SOM of 1% unless stated otherwise.




February 2021

7 Waste Assessment

Assessment (including WAC) testing has been undertaken on a sample of the weathered slate.

The results are included in Appendix E.

The sample met the inert criteria.

All producers of waste have a duty of care to ensure that any waste they produce is handled safely

and within the law. They must check that anyone they pass waste on to is authorised to take it.

This includes the authorised site earmarked to handle the waste and any haulier (licensed waste

carrier) used to transport the waste between the sites.

Records of all waste transferred or received must keep for at least two years.

In order to prevent excessive costs and reduce the environmental impact of the development, it

is recommended that removal of wastes from the site, including waste soils, is kept to a minimum

by:

• firstly trying to balance cut/fill earthworks operations

• and then by employing U1 Waste Exemptions (use of waste in construction)

• and/or Definition of Waste: Industry Code of Practice (DoWCoP) assessment,

• exporting to a soil treatment hub,

• with the last resort being disposal to a licensed waste disposal site (subject to

Landfill Tax).

Clarkebond’s DoWCoP Qualified Persons can assist with these assessments.

Transfer for Reuse on Another Site

Surplus soils become waste as soon as they leave site, unless they are being transferred to another

“development” or “construction” site for reuse. Such transfer means that such soils do not class

as waste, provided that a waste assessment is completed (e.g. by a DoWCoP Qualified Person) to

prove compliance within the 4nr (DoWCoP type) factors.

Soil types can be transferred as follows:

• Utilising DoWCoP: Currently only natural soils can be transferred via a

DoWCoP.

• Utilising U1 Waste Exemption: Limited quantities of both natural soils and

Made Ground can be transferred via a U1, provided that they pose no risks to

humans, or the environment.

Certain other materials may also be reused on other “Construction” sites by employing a U1

Waste Exemption.

Disposal to Licensed Waste Sites

To evaluate the various on-site soils for potential off-site disposal, soils are classified in accordance

with the Hazardous Waste Directive (HWD) that enables the provision of a European Waste

Catalogue (EWC) Code for use during offsite disposal and a Hazardous or Non-Hazardous




February 2021

Classification. Non-Hazardous material is suitable for disposal in a Non-Hazardous landfill;

however, disposal to an Inert Landfill requires further Waste Acceptance Criteria (WAC) testing in

accordance with BS EN 12457–3. Material classed as Hazardous also requires WAC testing to

assign a suitable hazardous classification.

The Landfill Regulations require that all Hazardous and Non-Hazardous solid waste must be

treated prior to offsite disposal to landfill. You can define ‘treatment’ by using the following ‘three-point test’. All three criteria must be satisfied for all of the waste to qualify as being

treated:

1. It must be a physical, thermal, chemical or biological process including sorting.

2. It must change the characteristics of the waste.

3. It must do so in order to:

a. Reduce its volume; or

b. Reduce its hazardous nature; or

c. Facilitate its handling; or

d. Enhance recovery.




February 2021

8 Summary

Traditional spread foundations constructed at a minimum depth of 0.75m within competent

natural strata. A safe bearing capacity of 150kPa would be appropriate for the weathered slate.

Foundations constructed on intact bedrock can be designed to a safe bearing capacity of 250kPa.

Soils are non-shrinkable.

Design Sulphate Class DS-1 and ACEC class AC-1s. For low rise construction on mass concrete

foundations, this corresponds to a concrete type of GEN1.

A ground bearing floor slab will be suitable. Full radon protection measures are required.

Design CBR of 5%.




concentrations and risks to human health or the environment are unlikely to be present.


The Saltash Formation soils are likely to class as Inert waste.

MULTIDISIPLINARY ENGINEERING CONSULTANTS


E05284-CLB-00-XX-RP-GT-002 Connon Bridge Appendices

February 2021

Appendices









February 2021


metres20100

SUEZ recycling and recovery UK - Connon Bridge, Liskeard

March 20 20.028

check all dimensions on sitefeatures shown on this survey may not delineate legal boundariessurvey aligned to magnetic northcontours set at 0.5m intervalsgrid set to 20m intervalslevels and coordinates set to OSGB36© 2020 Quadrant surveys Ltd

key

bl bed levelcl cover levelel eaves levelfl floor levelfp fence postfpt filter point

metres

100

159.46

mh cl 157.92

mh cl 159.41

160.82 160.55

159.92159.39

160.14

160.88

161.57

161.91

161.85

161.83

162.01

162.14

mh cl 161.34

mh cl 161.23

mh cl 160.37

mh cl 160.55

159.91160.08

159.96

mh cl 160.14

160.56

160.38

160.37

160.33

160.34160.52

160.79

160.81160.52162.26

162.16

mh cl 162.03

161.89

161.85

161.50

160.22160.07

159.72

mh cl 159.60159.37162.36

161.76

mh cl 160.66

mh cl 160.74

mh cl 160.69

160.92

159.08

159.27159.08

158.72

158.75

158.24

158.80

158.90

158.81

158.84

158.82

mh cl 158.49

mh cl 158.58

mh cl 158.60

el 160.34

rl 162.86

160.32

160.36

rl 162.41

rl 162.41

160.79

ic 157.31

157.54

157.34

157.64

158.07158.33

158.00158.28

mh cl 158.06

159.33 159.15

159.15

159.62

159.63

159.53

159.36

157.40

157.39

157.39

157.41

mh cl 157.46

mh cl 157.41

157.24

157.16

gy 157.23

158.18

mh cl 158.10

158.06

157.55

156.60

155.83 156.56

157.11

157.48

157.59

157.41157.45

mh cl 157.35

157.41

157.45 tow 157.54

tow 157.55

el 161.00

el 160.36el 161.00

el 166.00

155.83

156.57

mh cl 156.31

156.58

156.81

156.80

156.86

156.80

156.95

156.87

156.40

mh cl 156.67

156.11

156.14

156.18

156.32

mh cl 156.27

156.33

156.36

gy 156.31156.30

mh cl 156.28

mh cl 156.41

156.51

sv 156.52

156.41

156.25

156.34

155.91

mh cl 155.79

156.70156.63

156.88

157.15

157.35

157.70157.66

157.70

157.84

158.04157.83

159.26159.40

159.09

158.72

158.17

158.00

157.67

157.38

158.14

158.77

159.71

el 160.95

rl 167.66

mh cl 160.18

159.55

157.67

157.85

157.83

mh cl 157.85

gy 157.87

mh cl 157.79157.76

157.86

160.10

160.56

161.23

el 166.01

157.70

157.67

157.73

158.39

157.74

157.66

157.62

mh cl 157.68tow 159.54

tow 160.02

tow 159.61

157.68158.30

159.01

160.33159.65

161.72

162.50

162.65

162.35

162.43

157.70

157.72

157.70

157.68

157.70

159.72

159.36

158.42

157.18

157.55

157.55

156.91

156.66156.31

156.49

156.87

156.83

156.86158.11

mh cl 157.25

mh cl 156.83

mh cl 156.74

mh cl 156.75

156.23

156.43

156.58

156.65

156.81

156.54

156.72

157.13

157.44

157.79157.96

156.48

156.62

155.76

156.33

156.80

156.91

157.23

157.42

tow 158.37

tow 157.64

156.40

156.71

mh cl 156.33

156.06

156.04

156.57

156.32

156.06

tow 157.14

154.29154.35

154.85

154.84

155.43

155.34

156.20

156.21

157.53156.72

155.92

154.83

154.07

154.43

155.22

156.18

156.70

157.60

158.44

154.97

157.69

159.09

mh cl 157.11

el 160.33

rl 162.88

156.89

156.81

ic 157.09

157.14

157.14

ic 157.08157.11 157.23

el 160.37rl 162.41

gy 157.08

157.78

157.83

158.11

158.15

158.16

158.60

157.05

157.11157.09

ic 157.12gy 157.14

157.21

157.18

gy 157.18

gy 157.21

157.21

157.19

mh cl 157.21

158.75

158.59

157.76

tow 158.44

157.40

158.37158.31

el 160.39

rl 162.42

156.85

156.00

156.22

157.07

157.08

mh cl 157.15

mh cl 157.17

mh cl 155.83

156.28

155.02

154.75

154.24

156.25

157.02157.45

157.48

158.20

157.62

154.98156.21

155.92154.75

154.32155.42

155.14154.07

153.45154.34

153.27

153.11153.50153.95

154.13

154.59

155.05

155.01

155.68

154.58

154.39

154.06

153.60

153.91

150.75

151.22

151.56

152.42

152.90

152.95

152.58

152.17

151.54

153.83

153.84

153.49

153.09

153.42

153.34

153.08

152.71

152.30

152.72

152.50

152.29

152.04

151.68

150.97

150.48

149.73

149.96

150.40

150.94

151.64

151.54

150.67

152.36

152.60

152.23152.05

152.53tow 155.64

tow 153.00

el 166.02

tow 162.17

157.06

157.07

156.86

156.88157.74

157.28

157.12

157.24

156.99

157.01

156.90

156.85

156.73

158.27

159.25

160.45

160.68

160.83

160.86

160.89160.95

161.64

161.57

161.65

161.51160.97

160.94

160.77

160.24

160.47

160.07

159.92

159.89

159.84

159.65

159.46159.25

158.16

157.59 157.27

157.01

157.03

157.12

157.31

157.55

157.96

158.65

158.41

158.70

158.62

158.57

159.80

159.68

158.50

159.95

158.28157.85

157.49

157.24

156.36

156.34

156.35

156.34

156.06

156.07

156.40

159.64

158.69

158.12

157.89

157.58

157.38

157.14

156.89

156.53

156.41

156.26

156.30

156.46

156.49

156.46

156.42

156.31

156.25

156.70

156.67

155.93

157.41

157.37

157.34 157.12

155.72

157.34

157.27

157.13

157.13

157.10

157.16

157.18

157.09

157.10

157.16

157.07

157.18

157.37

157.21157.23

160.05

160.34

160.54

160.68

160.76

160.80

160.83

160.56160.58

160.74

160.68

160.64

160.65

160.14

156.37

156.72

157.04

157.39

157.67

158.02

158.06158.15

158.09

158.23

158.29

158.23

158.44

158.89

159.17

159.47

159.90

160.29

160.82

161.04

160.24

159.67

mh cl 158.01

157.63

157.74

157.81

157.99

157.83

157.85

157.79

162.78

162.57

162.09

161.45

160.35

159.11

158.11

163.05

162.84163.22166.32163.86

163.87

163.58

163.62

163.57

163.41

163.13

162.82

161.93

162.06

163.99

166.86

164.82

163.76

162.53

161.50

161.20161.63

163.97

164.92

165.05

164.34

161.70

161.63

161.17

156.52

156.53

156.51

156.66

156.92

156.81

156.54

155.82

155.86

155.78

155.74

mh cl 154.28

155.13155.07

154.93

mh cl 157.32

mh cl 157.05

mh cl 155.53

mh cl 156.56

mh cl 156.55

157.81

mh cl 157.72

mh cl 152.69

mh cl 157.86

167.87

rl 167.65

sv 157.49

157.72

157.82

gy 157.86

157.61

157.39

gy 156.89

gy 156.42

156.37

gy 156.37156.40

gy 156.41

156.42

156.41

156.10

156.21

156.30

154.67

154.53

154.17

154.21

154.17

154.09

154.23

154.44

157.06

157.06

157.46

157.07

157.05

157.04

157.39

157.39

157.39

157.54

158.01

157.91

157.20

157.14

157.06

156.90

156.74

156.61

156.50

156.64

162.85

163.68

162.88

163.52

162.80

163.25

162.80

163.21

162.64

163.01

162.34

162.79

161.62

161.80

160.93

160.74

159.90

159.79

158.91

157.97157.73

159.33

159.65

159.64

159.38

159.48

158.69

161.63

162.08

160.62

159.48

158.91

158.58

159.98161.57

163.02164.37

164.08

163.69

163.58

163.95

163.89

163.71

160.36

160.22

159.36

159.17

159.49

159.68

160.20

160.99

162.72

161.69

160.55

159.83

159.55

158.86

158.14

157.88

157.54

157.25

156.93

156.44

156.32

156.39

156.40

154.14

156.37

156.28

157.15

156.85

156.68

156.64

156.62

157.09

157.16

157.20

157.56

157.54

157.60

157.63

fl 158.01

157.73

157.77157.86

158.48

158.50

159.00

158.83

159.43

159.64

159.87

160.27

160.20

160.11

160.83

160.89

160.81

161.01

161.19

161.38

161.71

161.80

161.38

161.54

161.75

161.81

161.53

161.98

161.79

161.62

161.18

161.26

161.99160.85

160.78 160.64160.50

161.17

161.20

161.27

161.31

161.28

161.24

161.21

161.18

160.92

161.13

161.44

161.46

161.15160.93

160.96

161.17

161.47

161.36161.14

160.98

161.00

161.48

161.36 161.00

157.25158.04

158.91159.72160.18

160.57

160.75

160.24

160.26

mh cl 159.71

mh cl 159.70

mh cl 159.72

mh cl 159.75

mh cl 159.79

mh cl 159.82

mh cl 159.85

160.85

160.55

160.34

160.43

160.20

159.97

159.92

160.13

160.40

160.38

160.14

159.87

159.86

160.09

160.36

160.34

160.04159.84

159.84160.02

160.28

160.51

160.51

160.56

160.32 160.08

159.76

160.18

159.89

159.88160.12

160.65

160.43

159.35

159.31

159.28

159.24158.99

159.08

159.11

159.13158.85

158.80

158.79

158.73

159.21

158.72

158.69

158.65

155.09mh cl 155.20

155.44

156.02

157.66

157.21156.80

157.62

157.41

156.65

155.79

154.78

153.94

154.54

154.92

mh cl 157.01

157.41157.99

157.34

154.59

154.09

154.07

154.68

155.28

155.76

156.32

157.12

158.20

156.45

156.26

156.41

156.66

156.57

156.37

155.96

155.47

156.68

156.91

156.77

156.88

156.86

156.93

157.07

157.19

157.10

mh cl 157.12

157.42

157.62

157.53

157.57

157.35 157.45

157.38

156.99 157.08

157.10

157.09

156.96

157.11

156.99

154.52154.28

154.15

153.84 153.56

153.37

153.30

153.83

153.83

153.80

153.81

153.78

153.82

153.28

153.32

153.43

153.82

153.91

154.03

154.37

154.85

154.72

154.71

154.47

154.25

153.99

153.81

154.92

155.00

155.12

155.26

155.51

153.91

154.64

154.60

154.99

155.18

156.09

155.91

155.13

154.58

154.75

155.19

155.05

153.79

153.57

153.31

152.93

152.67

152.05

151.70

151.41

150.53

150.01

149.45

148.97148.20

148.81

149.75

152.15

152.71

152.99

153.44

153.45153.54

153.21

152.83

152.49

151.73

150.56

149.18

148.44

151.41tow 151.45

150.97

151.94

152.60

153.42

153.86

154.22

154.77

154.40

153.56

153.08

152.43

151.66

151.57

150.46

152.13

151.34

153.03

154.06

154.18

154.12

154.01

154.51

154.53

154.57

154.29

gy 154.38

157.23

157.37

157.72158.12

158.46 157.38

gy 157.15

157.16

157.19

157.16

157.10

157.18

157.35

156.00

155.98

155.89

156.54

156.53

156.61

156.36

156.25

156.09 155.03

155.06

155.41

155.05

155.22

156.29

156.53

156.60

156.65

156.86

156.87

157.44

158.00

157.70

157.28

157.86

159.53

159.82

158.75158.69

158.05

158.08

157.97

158.10

158.15

164.65

164.55

164.60

164.59

158.21

158.20

158.17

157.73

157.78

157.88

157.76

157.78

157.76

157.74

157.77

157.72

157.73

157.04

concrete

tarmac

tarmac

concrete

tarmac

tarmac

traffic island

tarmac

pavement

traffic calming

traffic calming

traffic calming

gate

gate

gate

barrier

recyclingsite office

up

up

bol

gate

fence

fencefence

fence

fence

fence

fence

fence

fence

fence

fence

fence

fence

retaining wall

retaining wall

kerb

dropped kerb

dropped kerb

overhead cables

kerb

kerb dropped kerb

kerb

kerbkerb

kerb

kerbkerb

kerb

kerb

kerb

kerb

kerb

kerb

kerb

kerb

kerb

kerb

kerb

drainage gully

drainage gully

drainage gully

kerb

kerb

drainage gully

bol

bol

bol

rwp

rwp

rwp

rwp

car park

concretepaving

concretepaving

smoking areaup

concrete

concreteconcrete

rough ground

rough ground

gate

top of bank

top of bank

top of bank

top of bank

top of bank

top of bank

stream

stream

retaining wall

stream

rough ground

rough ground

rough ground

rough ground

rough ground

rough ground

grass

grass

grass

concretepaving

railing

platform

platform

SUEZrecycling and recovery UK

Connon Bridge

lp

lp

tp

tp

top of bank

top of bank

top of banktop of bank

top of banktop of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

fencefence

fencefence

fence

fence

tp

over

head

cable

s

bottom of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

top of bank

top of bank

top of bank

top of bank

top of bank

top of bank

bottom of bank

top of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

top of bank

top of bank

top of bank

top of bank

top of bank

top of bank

top of bank

bottom of bank retaining walltp

fence

gateweighbridgeret

aining

wall

retain

ing w

all

kerbtraffic calming

traffic calming

traffic calming

top of bank

top of bank

top of bank

top of bank

top of bank top of bank

bottom of bank

bottom of bank

bottom of bank

bottom of bank

container

container

container

gate

concrete

concrete

recycling center

traffic barrier

traffic barrier

drainage gully

kerb

traffic barrier

traffic barrier

drainage gully

traffic barrier

traffic barrier

traffic barrier

gate

gate

concrete

top of bank

top of bank

top of bank

top of bank

bottom of bank

bottom of bank

bottom of bank

concrete

concrete

up

retaining wall

retaining wall

bottom of bank

overgrown

overgrown

overgrown

overgrown

overgrown

overgrown

tarmac

tarmac

tarmac

tarmac

tarmac

gravel

tarmac

lp

top of bank

top of bank

traffic barrier

fence

fence

fence

gate

kerb

hedge

hedge

hedge

lp lp

bolrs

rs

rs

lp

lp/rs

rs

lp

rs

gate lp

fence

fence

fence

fence

fence

container

hedge

rough ground

rough ground

rough ground

rough ground

rough ground water

container

container

public recycling area

grass

grass

grass

grass

grass

grass

grass

bottom of bank

bottom of bank

bottom of bank

fence

unkept grass

unkept grass

rough ground

rough ground

rough ground

rough ground

rough ground

rough ground

top of bank

top of bank

top of bank

bottom of bank

bottom of bank

bottom of bank

unkept grass

unkept grass

unkept grass

StationEastingNorthing LevelA 217679.25662018.598160.010B 217722.72062015.860157.406

A 160.01

B 157.41

K2

K1

K3

Z=161.731

Z=160.898

Z=164.205

165.5

3

165.3

2

164.8

7

164.9

2

164.

43

164.

16

164.3

2

163.

96

163.

75

163.

66

163.12

162.77

162.55

162.36

162.05

161.91

161.73

161.60

161.54

161.53

161.66

161.43

161.32

161.28

161.20

161.09

160.84

160.75

160.32

160.41

159.97

159.89

159.62

159.54

159.52

159.27

159.32

159.69

164.61

165.09

161.82

161.

86

161.56

161.75

162.

0316

2.12

162.

37

162.

72

163.

21

163.4

5

163.7

9

164.1

9

164.5

9

164.9

2

165.5

5

160.42

160.47

160.73

161.00

161.39

161.87

162.31

162.31

162.43

162.51

162.64

162.42162.40

162.

3716

1.97

161.90

162.07

162.

6816

2.71

162.

92

163.

25

163.

74

163.

99

164.5

8

165.0

4

165.3

9

165.63

165.

75

166.1

0

166.4

7

Sign

163.66163.11

162.66

163.

2316

3.14

163.02

162.18162.14

161.92162.17

162.25

161.87

161.38

161.48

161.44

161.94

161.74

161.13161.01

160.86

160.61

160.46

160.63

160.31

160.11

159.77159.53

159.53

159.16

161.18 161.20161.06

161.03

161.00

160.87

160.71

160.60

160.40

160.13

159.66

159.45

159.33

159.29

159.21

159.06

158.98

159.05

159.21

159.28

159.38

159.73

160.05

160.43

160.77

160.87

160.95

161.01

161.05

161.15

161.29

161.

3816

1.41

161.

47

161.

69

161.

9416

2.18

162.

5516

2.63

162.9

8

163.4

8

163.9

5

164.3

3

164.8

5

159.23 MHCL:159.27

Gravel

164.9

0

164.4

9

163.9

4

163.3

1

162.8

9

162.4

5

162.

29

162.

09

161.

92

161.

57

161.

44

161.

4116

1.34

161.27

161.

26

161.37

162.01

161.58162.86

162.85 161.92

Sign

165.0

0

164.4

6

164.0

2

163.5

6

163.0

4

162.

74

162.

64

162.

3716

2.19

161.

92

161.

76

161.

67

161.

54

161.48

161.33

161.20

161.22

161.18

161.06

160.96

160.66

160.27

159.92

159.53

159.52

159.46

159.25 159.10

159.12

159.08

159.19

159.57

159.68

159.6

8

159.67

159.66

159.6

7

159.70

PO

159.77

160.29

160.73

161.02

161.15

161.20

161.26

161.37

161.43

161.46161.49

161.54161.63

161.

6516

1.72

161.

8016

1.90

162.

0216

2.30

162.

64

162.9

4

163.1

6

163.4

2

163.6

8

164.1

6

164.5

8

164.8

7

165.4

4

159.78

159.84

159.83

160.09

160.57

160.94

161.05

161.26

161.28

161.39

161.56161.54

161.

6116

1.63

161.

51

162.60

161.36

161.5

4

Sign

163.3

7

163.6

4

Sign

161.02

161.08

SpeedRamp

SpeedRamp

SpeedRamp

WhealWash

WhealWash

TarmacRoad

TarmacRoad

TarmacRoad

Gravel

S

ENANCE / E

K3

K4

Z=164.205

Z=166.332

168.

95

168.53168.28

168.1

2

168.0

2

167.06

167.34

167.29

165.

92

165.87

165.5

3

165.3

2

164.8

7

164.9

2

164.61

165.09

165.59

166.05

166.24

166.29

166.35

167.52

167.37

167.32

167.24

167.15

166.99

166.78

166.61

164.5

9

164.9

2

165.5

5

166.1

2

166.39

166.55

166.69

166.89

167.14

167.21167.27

165.3

9

165.63

165.

75

166.1

0

166.4

7

163.4

8

163.9

5

164.3

3

164.8

5

165.4

3

165.8

5

166.0

8

166.1

6

166.18166.25

166.30

166.43

166.42

166.62

166.69

166.84

166.96

167.00

167.13

167.26

167.37

Exposed Duct

167.39

167.29

167.27

167.14

167.00

166.95

166.80

166.63

166.43

166.33

166.30

166.28

166.25

166.21

166.05

165.4

6

164.9

0

164.4

9

163.9

4

163.3

1

167.51

167.42

167.32

167.25

167.20

167.09

166.95

166.82

166.61

166.46

166.36

166.28

166.25

166.2

3

166.1

4

165.9

1

165.5

6

165.0

0

164.4

6

164.0

2

164.1

6

164.5

8

164.8

7

165.4

4

166.0

5

166.1

9 166.24

166.36

166.55166.59

166.80

167.06

168.27

168.09

167.88

167.91

167.53

167.21

167.62167.95

168.11

168.

29

168.54

167.57

167.52

166.47

166.53

167.17 167.17 167.40167.48

167.54

167.68

167.36

167.40

167.53

167.67

167.72 167.87

167.85

167.94

168.10

167.68167.73

167.95

167.95

168.02

166.

51 166.

77

167.01

167.

40

167.85

167.85

167.29

168.24

168.06

167.97

167.92

168.33

168.58

PO

167.96

167.87

167.72

167.56

167.57

167.50

167.41

166.7

3

BHCover=167.78

Dense Vegetation

Dense Vegetation

167.75

167.13

167.93

168.34

168.56

169.04

169.31

169.68 169.53

169.28

SpeedRamp

TarmacRoad

Gravel

Gravel

NEN

S

CDM RESIDUAL RISKSThe work shown on this drawing is both familiar to the designersand routinely safely built in similar circumstances by competentcontractors.Risks are not considered significant.Relevant data is included in the Pre-Construction Information PackSigned: Date:

© T

his d

raw

ing

may

not

be

copi

ed w

ithou

t prio

r writ

ten

perm

issio

n

Drawing Title

Drawing Status

Client

Project

Revisions

Rev Detail DateChkBy


clarkebond

Bristol Exeter London

GF Suite, Bickleigh House,Park Five Business Centre,Sowton, Exeter EX2 7HUtel +44 (0) 1392 369098fax +44 (0) 1392 369100e-mail [email protected] www.clarkebond.com

Drawn Checke Sheet Si e

DateScale

Drg o

ClarkeBon Project o

one evel RoleTy eProject riginator

Status




February 2021


Key

Client

Project

Drawing Title

Purpose of Issue

Clarkebond Project No. Status

Project Originator Volume Level Type Role Dwg No.

CLK XX XX DR GE 0001

Scale Date Revision

Drawn Checked Sheet Size

CONTRACTOR TO CHECK ALL DIMENSIONS AND REPORT ALL ERRORS AND OMISSIONS

TO THE ENGINEER.

DO NOT SCALE THIS DRAWING FOR CONSTRUCTION PURPOSES.

Information

E05284 S2

E05284

SUEZ Recycling and Recovery UK

Proposed Waste Transfer Building

04/05/2020N/A

P1

TT A3

Connon Bridge, Liskeard

Trial Pit Location Plan

Machine Excavated Trial Pit

Hole Locations Approximate. Sizes exaggerated for clarity.

TP01

TP04

TP02

TP03

TP05

TP06

No access

possible




February 2021


Samples and In Situ Tes ng

Depth (m)

0.10

Type

ES

Results

Depth(m)

0.30

1.50

1.80

Level(m OD)

162.20

161.00

160.70

Legend Stratum Descrip on

MADE GROUNDPale orange / pink / grey slightly clayey angular ne to coarse slate gravel.Pale pink orange grey slightly silty angular GRAVEL AND COBBLES of weak slate. WEATHERED SALTASH FORMATION

Pink grey slightly silty angular tabular GRAVEL, COBBLES and BOULDERS of weak slate.WEATHERED SALTASH FORMATION

End of Pit at 1.80m

Water Strike

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Well

Trial Pit LogTrial Pit No.:

TP01Project Name: Connon Bridge Co-Ordinates: 217664 E 62133 N Start: 30/04/2020

Project Number: E05284 Ground Level (m OD): 162.50 End: 30/04/2020

General Remarks: Logged By:

Stability:

No groundwater encountered. Some overbreak below 1.50m. TTApproved By:

TTScale:1:25

Shoring: None Method/Plant Used: JCB 3CX Sheet 1 of 1


Depth (m)

0.60 - 1.00

1.00

Type

B

DS

Results

Depth(m)

0.15

1.40

2.30

Level(m OD)

161.75

160.50

159.60


MADE GROUNDGrey very clayey angular ne to coarse slate gravel.Pale pink orange grey slightly silty angular GRAVEL AND COBBLES of weak slate. WEATHERED SALTASH FORMATION

Weak very thinly to thinly bedded closely fractured pink grey SLATE. Recovered as silty angular tabular gravel, cobbles and boulders. SALTASH FORMATION

End of Pit at 2.30m

Water Strike

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Well





Stability:

No groundwater encountered. Pit stable. TTApproved By:

TTScale:1:25



Depth (m)

0.10

0.70

1.00

Type

ES

ES

DS

Results

Depth(m)

0.55

1.30

1.90

Level(m OD)

162.65

161.90

161.30


MADE GROUNDGrey clayey angular ne to coarse slate gravel.

Pale pink orange grey slightly silty angular GRAVEL AND COBBLES of weak slate. WEATHERED SALTASH FORMATION

Pink grey slightly silty angular tabular GRAVEL, COBBLES and BOULDERS of weak slate. WEATHERED SALTASH FORMATION

End of Pit at 1.90m

Water Strike

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Well





Stability:

No groundwater encountered. Pit stable. TTApproved By:

TTScale:1:25



Depth (m)

0.10

0.90 - 1.201.00

Type

ES

BDS

Results

Depth(m)

0.25

1.30

2.30

Level(m OD)

161.25

160.20

159.20


MADE GROUNDMADE GROUND: Grey clayey angular ne to coarse slate gravel.Pale pink orange grey slightly silty angular GRAVEL AND COBBLES of weak slate. WEATHERED SALTASH FORMATION


End of Pit at 2.30m

Water Strike

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Well





Stability:

No groundwater encountered. Some overbreak below 1.30m. Hard digging in slate.

TTApproved By:

TTScale:1:25



Depth (m)

0.50

1.00 - 1.20

1.20

Type

ES

B

DS

Results

Depth(m)

0.20

1.20

1.90

2.30

Level(m OD)

159.90

158.90

158.20

157.80


MADE GROUNDPale orange / pink / grey slightly clayey angular ne to coarse slate gravel.Pale pink orange grey slightly silty angular GRAVEL AND COBBLES of weak slate. WEATHERED SALTASH FORMATION



End of Pit at 2.30m

Water Strike

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Well





Stability:

No groundwater encountered. Some overbreak below 1.90m. Hard digging in slate.

TTApproved By:

TTScale:1:25



Depth (m)

0.10

Type

ES

Results

Depth(m)

0.20

0.60

1.70

2.10

Level(m OD)

158.50

158.10

157.00

156.60


MADE GROUNDGrey clayey angular ne to coarse slate gravel.MADE GROUNDPale orange / pink / grey slightly clayey angular gravel and cobbles of weak slate.

Pale pink orange grey slightly silty angular GRAVEL AND COBBLES of weak slate. WEATHERED SALTASH FORMATION


End of Pit at 2.10m

Water Strike

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Well





Stability:

No groundwater encountered. Some overbreak below 1.70m. TTApproved By:

TTScale:1:25



E05284-CLK-00-XX-RP-GT-0002 Connon Bridge Page 1 of 12

May 2020

TP01



May 2020

TP01

TP01



May 2020

TP02



May 2020

TP02

TP02



May 2020

TP03



May 2020

TP03

TP03



May 2020

TP04



May 2020

TP04

TP04



May 2020

TP05



May 2020

TP05

TP05



May 2020

TP06



May 2020

TP06

TP06




February 2021


NO

Ref.

David Trowbridge (Laboratory Manager)

Dan Ayre (Quality Manager)

Matt Stokes (Senior Technician)

3

Client Address GF Suite, Bickleigh House, Park Five Buisiness Centre, Sowton, Exeter, EX2 7HU

B6.2BS1377: Part 4: 1990: Clause 7 - Determination of the California Bearing Ratio - 4.5kg

method - UKAS Accredited

The results contained within this report only relate to the samples tested, as received from the client.

This certificate shall not be reproduced except in full, without prior written approval of the

laboratory.

Sampling not performed by South West Geotechnical laboratory staff. Results apply to the samples as received.

8260

Accredited to

ISO/IEC

17025:2017

Approved Signatories:

BS1377: Part 2: 1990: Clause 9.2 / 9.3 - Particle Size Distribution - UKAS Accredited

Report Revision No. 1

Test Report

3

12418

Connon Bridge, Liskeard

ClarkeBond Exeter

No. of Tests /

Report No.

0

06/05/20

29/05/20

South West Geotechnical Ltd

Unit 3 Brooklands,

Howden Road,

Tiverton,

Devon

EX16 5HW

T5636

DT

Sampled by SWG lab staff?

Job No:

3

Date Received:

Job Name:

Client Name:

Client Job No:

Date Sent:

Transmittal Number:

Senders Initials:

Test Detail

A1 BS1377: Part 2: 1990: Clause 3 - Moisture Content - UKAS Accredited

A9

3.6.1.3 Quality Forms/LQ016-03

Version 13 - DA

Issued 28/06/2019

T5636 Test Report & Valuation Page 1 of 1

T5636 Test Report.pdf Page 1 of 8

mc Passing LL PL PI Particle

Cl.3.2

425µm

Cl5.3 Cl5.4

density

% % % % % Mg/m3

B 0.60 1.00 - 13 - - - - -

B 0.90 1.20 - 12 - - - - -

B 1.00 1.20 - 12 - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

Summary of Classification Test Results

Unit 3 Brooklands,

Howden Road,

Tiverton,

Devon

EX16 5HW

Project No. Project Name

12418 Connon Bridge, Liskeard

Client Job No. Client8260

Accredited to

ISO/IEC

17025:201712418 Clarke Bond

Hole No.

Sample

Soil Description RemarksType Top Base Ref

TP02 Pinkish brown very silty very sandy GRAVEL

TP04 Pinkish brown very silty very sandy GRAVEL with cobble

TP05 Pinkish brown very silty very sandy GRAVEL

1

29/05/2020Dan Ayre - Quality

ManagerKL001R Index Summary

Preparation Clauses: Particle Density (BS1377:Part 1: 1990: CL7.4.4) Atterberg Limits (BS1377:Part 1: 1990: CL7.4.3) Moisture Content (BS1377: Part 1: 1990: CL7.3.3 & 7.4.2)

Key

Atterberg Limits BS1377-2:1990 Particle density BS1377-2:1990

4pt cone (CL.4.3) unless : sp - small pyknometer CL.8.3

1pt - single point test (CL.4.4) gj - gas jar CL.8.2

4.2.3 - Natural

4.2.4 - Sieved

Moisture Content (mc) %

Date Approved By Page No.


3.45

mm

mm

mm

mm

PARTICLE SIZE DISTRIBUTIONProject No. 12418

Borehole/Pit No. TP02

Project Name Connon Bridge, Liskeard Sample No. -

Soil Description Pinkish brown very silty very sandy GRAVEL Depth, m 0.60

Specimen

Reference2

Specimen

Depthm Sample Type B

Test Method BS1377:Part 2:1990, clause 9.2

Sieving SedimentationDry Mass of sample, g 2689

Particle Size

mm% Passing

Particle Size

mm% Passing

Sample Proportions % dry mass

Very coarse 0

Gravel 56

Sand 18

37.5 100 Fines <0.063mm 26

28 88

20 72 Grading Analysis

14 64 D100 37.5

10 58 D60 11.1

6.3 52 D30 0.201

5 50 D10

3.35 48 Uniformity Coefficient

2 44 Curvature Coefficient

1.18 40

0.63 36 Remarks

0.425 34 Preparation and testing in accordance with

BS1377 unless noted below0.3 32


BS1377 - Deviation to standard as insufficient

material provided in order to meet the

minimum mass requirement

0.15 29

0.063 26

8260

Accredited to

ISO/IEC

17025:2017Approved by Date Sheet ID:

Dan Ayre - Quality Manager 29/05/2020KL002R

PSD

÷÷ø

öççè

æ

1m

m

SILT

Fine Medium Coarse

SAND

Fine Medium Coarse

GRAVEL

Fine Medium CoarseCLAY COBBLES BOULDERS

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Perc

enta

ge P

assin

g %

Particle Size mm


3.45

mm

mm

mm

mm




Soil Description Pinkish brown very silty very sandy GRAVEL with cobble Depth, m 0.90

Specimen

Reference2

Specimen




Particle Size

mm% Passing

Particle Size

mm% Passing


Very coarse 14

75 100 Gravel 40

63 86 Sand 20

50 81

37.5 74 Fines <0.063mm 26

28 69


14 59 D100 75

10 55 D60 15.1

6.3 52 D30 0.173

5 50 D10



1.18 43

0.63 38 Remarks







0.15 29

0.063 26

8260

Accredited to

ISO/IEC



PSD

÷÷ø

öççè

æ

1m

m

SILT

Fine Medium Coarse

SAND

Fine Medium Coarse

GRAVEL


0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Perc

enta

ge P

assin

g %

Particle Size mm


3.45

mm

mm

mm

mm




Soil Description Pinkish brown very silty very sandy GRAVEL Depth, m 1.00

Specimen

Reference2

Specimen




Particle Size

mm% Passing

Particle Size

mm% Passing


Very coarse 0

Gravel 56

Sand 22

50 100

37.5 92 Fines <0.063mm 22

28 91


14 72 D100 50

10 62 D60 8.76

6.3 55 D30 0.441

5 52 D10



1.18 39

0.63 33 Remarks







0.15 25

0.063 22

8260

Accredited to

ISO/IEC



PSD

÷÷ø

öççè

æ

1m

m

SILT

Fine Medium Coarse

SAND

Fine Medium Coarse

GRAVEL


0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Perc

enta

ge P

assin

g %

Particle Size mm


Unit 3 Brooklands, Howden Road, Tiverton, Devon, EX16 5HW

Condition

Details days

days

mm

Mg/m3

Mg/m3 kg

Mg/m3 kPa

%

California Bearing Ratio (CBR) Project No. 12418

BS1377 : Part 4 : 1990, clause 7 Borehole/Pit No. TP02

-

Soil Description Pinkish brown very silty very sandy GRAVEL Depth m 0.60 - 1.00

- m Sample Type

Project Name Connon Bridge, Liskeard Sample No.

B

Client Clarke Bond KeyLAB ID SWG1202005067

Client Job No. -Specimen

Depth

Specimen Preparation in accordance with BS1377:Part 1:1990 CL7.6.5

REMOULDED Soaking details Not soaked

Recompacted with specified standard effort using 4.5kg rammerPeriod of soaking

Time to surface

Amount of swell

recorded

Material retained on 20mm sieve removed (%) 22Dry density after

soaking

Initial Specimen details Bulk density 2.25 Surcharge applied 6

Dry density 1.99 4

Moisture

content13

Curve

correction

applied

CBR Values, % Moisture

Content2.5mm 5mm HighestAccepted CBR

%

TOP No 7.5 11 1118

15

BASE Yes 15 18 18 14 8260

Accredited to

ISO/IEC 17025:2017Note: If the top and bottom CBR results are <10% different from the average then the average CBR is

reported. If the CBR results are >10% different from the average result, the highest value is accepted.

Test specific remarks Date ApprovedLab Sheet

Reference

29/05/20 Dan Ayre - Quality Manager KL010R CBR

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

0 1 2 3 4 5 6 7 8

Forc

e A

pplie

d k

N

Penetration mm

Force v Penetration Plots

Top data

Top values

Top correction

Base data

Base values

Base

Correction



Condition

Details days

days

mm

Mg/m3

Mg/m3 kg

Mg/m3 kPa

%



-

Soil Description Pinkish brown very silty very sandy GRAVEL with cobble Depth m 0.90 - 1.20

- m Sample Type


B



Depth




Time to surface

Amount of swell

recorded


soaking


Dry density 2.00 4

Moisture

content12

Curve

correction

applied



%

TOP No 17 23 2347

15

BASE No 43 47 47 13 8260

Accredited to




Reference


0.00

2.00

4.00

6.00

8.00

10.00

12.00

14.00

0 1 2 3 4 5 6 7 8

Forc

e A

pplie

d k

N

Penetration mm


Top data

Top values

Top correction

Base data

Base values

Base

Correction



Condition

Details days

days

mm

Mg/m3

Mg/m3 kg

Mg/m3 kPa

%



-

Soil Description Pinkish brown very silty very sandy GRAVEL Depth m 1.00 - 1.20

- m Sample Type


B



Depth




Time to surface

Amount of swell

recorded


soaking


Dry density 2.04 4

Moisture

content13

Curve

correction

applied



%

TOP No 22 28 2842

14

BASE No 41 42 42 13 8260

Accredited to




Reference


0.00

2.00

4.00

6.00

8.00

10.00

12.00

0 1 2 3 4 5 6 7 8

Forc

e A

pplie

d k

N

Penetration mm


Top data

Top values

Top correction

Base data

Base values

Base

Correction





February 2021


Tim Thornburn

t: 01923 225404f: 01923 237404

e: [email protected] e:

Project / Site name: Samples received on: 05/05/2020

Your job number: E05284 Samples instructed on: 05/05/2020

Your order number: P09382 Analysis completed by: 13/05/2020

Report Issue Number: 1 Report issued on: 13/05/2020

Samples Analysed:

Signed:

Head of Reporting Section

For & on behalf of i2 Analytical Ltd.

Standard Geotechnical, Asbestos and Chemical Testing Laboratory located at: ul. Pionierów 39, 41 -711 Ruda Śląska, Poland.

Accredited tests are defined within the report, opinions and interpretations expressed herein are outside the scope of accreditation.

Standard sample disposal times, unless otherwise agreed with the laboratory, are : soils - 4 weeks from reportingleachates - 2 weeks from reportingwaters - 2 weeks from reportingasbestos - 6 months from reporting

Excel copies of reports are only valid when accompanied by this PDF certificate.

Any assessments of compliance with specifications are based on actual analytical results with no contribution from uncertainty of measurement. Application of uncertainty of measurement would provide a range within which the true result lies. An estimate of measurement uncertainty can be provided on request.

10 soil samples

Connon Bridge

[email protected]

Karolina Marek

Clarkebond129 Cumberland RoadBristolBS1 6UY

i2 Analytical Ltd.7 Woodshots Meadow,Croxley Green Business Park,Watford, Herts, WD18 8YS

Analytical Report Number : 20-98485

This certificate should not be reproduced, except in full, without the express permission of the laboratory.

The results included within the report are representative of the samples submitted for analysis.

Iss No 20-98485-1 Connon Bridge E05284.XLS

Page 1 of 7

Analytical Report Number: 20-98485

Project / Site name: Connon Bridge

Lab Sample Number 1504673 1504674 1504675 1504676 1504677Sample Reference TP01 TP02 TP03 TP03 TP03Sample Number None Supplied None Supplied None Supplied None Supplied None SuppliedDepth (m) 0.10 1.00 0.10 0.70 1.00Date Sampled 30/04/2020 30/04/2020 30/04/2020 30/04/2020 30/04/2020Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied

Analytical Parameter

(Soil Analysis)

Un

its

Lim

it of

de

tectio

n

Accre

dita

tion

Sta

tus

Stone Content % 0.1 NONE < 0.1 < 0.1 < 0.1 < 0.1 < 0.1Moisture Content % N/A NONE 16 10 9.7 8.9 9.9Total mass of sample received kg 0.001 NONE 0.80 0.90 1.0 1.0 0.90

Asbestos in Soil Type N/A ISO 17025 Not-detected - Not-detected Not-detected -

General Inorganics

pH - Automated pH Units N/A MCERTS 7.4 6.8 7.8 7.2 7.0Total Sulphate as SO4 % 0.005 MCERTS - < 0.005 - - 0.010Water Soluble SO4 16hr extraction (2:1 Leachate Equivalent) g/l 0.00125 MCERTS 0.011 0.0089 0.0083 0.010 0.011Water Soluble SO4 16hr extraction (2:1 Leachate Equivalent) mg/l 1.25 MCERTS - 8.9 - - 11.1Total Sulphur % 0.005 MCERTS - < 0.005 - - 0.007Organic Matter % 0.1 MCERTS 1.8 - 0.5 0.3 -

Speciated PAHs

Naphthalene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Acenaphthylene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Acenaphthene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Fluorene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Phenanthrene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Anthracene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Fluoranthene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Pyrene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Benzo(a)anthracene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Chrysene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Benzo(b)fluoranthene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Benzo(k)fluoranthene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Benzo(a)pyrene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Indeno(1,2,3-cd)pyrene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Dibenz(a,h)anthracene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -Benzo(ghi)perylene mg/kg 0.05 MCERTS < 0.05 - < 0.05 < 0.05 -

Total PAH

Speciated Total EPA-16 PAHs mg/kg 0.8 MCERTS < 0.80 - < 0.80 < 0.80 -

Heavy Metals / Metalloids

Arsenic (aqua regia extractable) mg/kg 1 MCERTS 27 - 24 20 -Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS < 0.2 - < 0.2 < 0.2 -Chromium (hexavalent) mg/kg 4 MCERTS < 4.0 - < 4.0 < 4.0 -Chromium (aqua regia extractable) mg/kg 1 MCERTS 42 - 45 49 -Copper (aqua regia extractable) mg/kg 1 MCERTS 49 - 23 28 -Lead (aqua regia extractable) mg/kg 1 MCERTS 27 - 28 30 -Mercury (aqua regia extractable) mg/kg 0.3 MCERTS < 0.3 - < 0.3 < 0.3 -Nickel (aqua regia extractable) mg/kg 1 MCERTS 50 - 58 60 -Selenium (aqua regia extractable) mg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -Zinc (aqua regia extractable) mg/kg 1 MCERTS 110 - 100 110 -




Page 2 of 7



Lab Sample Number 1504673 1504674 1504675 1504676 1504677Sample Reference TP01 TP02 TP03 TP03 TP03Sample Number None Supplied None Supplied None Supplied None Supplied None SuppliedDepth (m) 0.10 1.00 0.10 0.70 1.00Date Sampled 30/04/2020 30/04/2020 30/04/2020 30/04/2020 30/04/2020Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied


(Soil Analysis)

Un

its

Lim

it of

de

tectio

n

Accre

dita

tion

Sta

tus

Monoaromatics & Oxygenates

Benzene µg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -Toluene µg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -Ethylbenzene µg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -p & m-xylene µg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -o-xylene µg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -

Petroleum Hydrocarbons

TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.001 MCERTS < 0.001 - < 0.001 < 0.001 -TPH-CWG - Aliphatic >EC6 - EC8 mg/kg 0.001 MCERTS < 0.001 - < 0.001 < 0.001 -TPH-CWG - Aliphatic >EC8 - EC10 mg/kg 0.001 MCERTS < 0.001 - < 0.001 < 0.001 -TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -TPH-CWG - Aliphatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 - < 2.0 < 2.0 -TPH-CWG - Aliphatic >EC16 - EC21 mg/kg 8 MCERTS < 8.0 - < 8.0 < 8.0 -TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTS < 8.0 - < 8.0 < 8.0 -TPH-CWG - Aliphatic > EC35 - EC44 mg/kg 8.4 NONE < 8.4 - < 8.4 < 8.4 -

TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS < 10 - < 10 < 10 -

TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.001 MCERTS < 0.001 - < 0.001 < 0.001 -TPH-CWG - Aromatic >EC7 - EC8 mg/kg 0.001 MCERTS < 0.001 - < 0.001 < 0.001 -TPH-CWG - Aromatic >EC8 - EC10 mg/kg 0.001 MCERTS < 0.001 - < 0.001 < 0.001 -TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 - < 1.0 < 1.0 -TPH-CWG - Aromatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 - < 2.0 < 2.0 -TPH-CWG - Aromatic >EC16 - EC21 mg/kg 10 MCERTS < 10 - < 10 < 10 -TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTS < 10 - < 10 < 10 -TPH-CWG - Aromatic > EC35 - EC44 mg/kg 8.4 NONE < 8.4 - < 8.4 < 8.4 -

TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS < 10 - < 10 < 10 -




Page 3 of 7



Lab Sample Number

Sample Reference

Sample Number

Depth (m)

Date Sampled

Time Taken


(Soil Analysis)

Un

its

Lim

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de

tectio

n

Accre

dita

tion

Sta

tus

Stone Content % 0.1 NONE

Moisture Content % N/A NONE

Total mass of sample received kg 0.001 NONE

Asbestos in Soil Type N/A ISO 17025

General Inorganics

pH - Automated pH Units N/A MCERTSTotal Sulphate as SO4 % 0.005 MCERTSWater Soluble SO4 16hr extraction (2:1 Leachate Equivalent) g/l 0.00125 MCERTSWater Soluble SO4 16hr extraction (2:1 Leachate Equivalent) mg/l 1.25 MCERTS

Total Sulphur % 0.005 MCERTS

Organic Matter % 0.1 MCERTS

Speciated PAHs

Naphthalene mg/kg 0.05 MCERTS

Acenaphthylene mg/kg 0.05 MCERTS

Acenaphthene mg/kg 0.05 MCERTS

Fluorene mg/kg 0.05 MCERTS

Phenanthrene mg/kg 0.05 MCERTS

Anthracene mg/kg 0.05 MCERTS

Fluoranthene mg/kg 0.05 MCERTS

Pyrene mg/kg 0.05 MCERTS

Benzo(a)anthracene mg/kg 0.05 MCERTS

Chrysene mg/kg 0.05 MCERTS

Benzo(b)fluoranthene mg/kg 0.05 MCERTS

Benzo(k)fluoranthene mg/kg 0.05 MCERTS

Benzo(a)pyrene mg/kg 0.05 MCERTS

Indeno(1,2,3-cd)pyrene mg/kg 0.05 MCERTS

Dibenz(a,h)anthracene mg/kg 0.05 MCERTS

Benzo(ghi)perylene mg/kg 0.05 MCERTS

Total PAH

Speciated Total EPA-16 PAHs mg/kg 0.8 MCERTS

Heavy Metals / Metalloids

Arsenic (aqua regia extractable) mg/kg 1 MCERTS

Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS

Chromium (hexavalent) mg/kg 4 MCERTS

Chromium (aqua regia extractable) mg/kg 1 MCERTS

Copper (aqua regia extractable) mg/kg 1 MCERTS

Lead (aqua regia extractable) mg/kg 1 MCERTS

Mercury (aqua regia extractable) mg/kg 0.3 MCERTS

Nickel (aqua regia extractable) mg/kg 1 MCERTS

Selenium (aqua regia extractable) mg/kg 1 MCERTS

Zinc (aqua regia extractable) mg/kg 1 MCERTS

1504678 1504679 1504680 1504681 1504682TP04 TP04 TP05 TP05 TP06

None Supplied None Supplied None Supplied None Supplied None Supplied0.10 1.00 0.70 1.20 0.10

30/04/2020 30/04/2020 30/04/2020 30/04/2020 30/04/2020None Supplied None Supplied None Supplied None Supplied None Supplied

< 0.1 < 0.1 < 0.1 < 0.1 < 0.17.4 7.8 9.5 8.4 120.90 1.0 1.1 1.1 0.90

Not-detected - Not-detected - Not-detected

8.2 7.1 7.1 7.0 8.0- 0.006 - < 0.005 -

0.015 0.012 0.0074 0.0073 0.021

- 11.9 - 7.3 -- < 0.005 - < 0.005 -

0.6 - 0.4 - 1.0

< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05< 0.05 - < 0.05 - < 0.05

< 0.80 - < 0.80 - < 0.80

24 - 25 - 28< 0.2 - < 0.2 - < 0.2< 4.0 - < 4.0 - < 4.0

36 - 51 - 4122 - 19 - 2721 - 28 - 31

< 0.3 - < 0.3 - < 0.347 - 65 - 56

< 1.0 - < 1.0 - < 1.097 - 120 - 110




Page 4 of 7



Lab Sample Number

Sample Reference

Sample Number

Depth (m)

Date Sampled

Time Taken


(Soil Analysis)

Un

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Lim

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de

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Accre

dita

tion

Sta

tus

Monoaromatics & Oxygenates

Benzene µg/kg 1 MCERTS

Toluene µg/kg 1 MCERTS

Ethylbenzene µg/kg 1 MCERTS

p & m-xylene µg/kg 1 MCERTS

o-xylene µg/kg 1 MCERTS

MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS

Petroleum Hydrocarbons

TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.001 MCERTS



TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS



TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTSTPH-CWG - Aliphatic > EC35 - EC44 mg/kg 8.4 NONE

TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS

TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.001 MCERTS



TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS



TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTSTPH-CWG - Aromatic > EC35 - EC44 mg/kg 8.4 NONE

TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS

1504678 1504679 1504680 1504681 1504682TP04 TP04 TP05 TP05 TP06

None Supplied None Supplied None Supplied None Supplied None Supplied0.10 1.00 0.70 1.20 0.10

30/04/2020 30/04/2020 30/04/2020 30/04/2020 30/04/2020None Supplied None Supplied None Supplied None Supplied None Supplied

< 1.0 - < 1.0 - < 1.0< 1.0 - < 1.0 - < 1.0< 1.0 - < 1.0 - < 1.0< 1.0 - < 1.0 - < 1.0< 1.0 - < 1.0 - < 1.0< 1.0 - < 1.0 - < 1.0

< 0.001 - < 0.001 - < 0.001< 0.001 - < 0.001 - < 0.001< 0.001 - < 0.001 - < 0.001< 1.0 - < 1.0 - < 1.0< 2.0 - < 2.0 - < 2.0< 8.0 - < 8.0 - < 8.0< 8.0 - < 8.0 - < 8.0< 8.4 - < 8.4 - < 8.4

< 10 - < 10 - < 10

< 0.001 - < 0.001 - < 0.001< 0.001 - < 0.001 - < 0.001< 0.001 - < 0.001 - < 0.001< 1.0 - < 1.0 - < 1.0< 2.0 - < 2.0 - < 2.0< 10 - < 10 - < 10< 10 - < 10 - < 10< 8.4 - < 8.4 - < 8.4

< 10 - < 10 - < 10




Page 5 of 7



Lab Sample

Number

Sample

Reference

Sample

NumberDepth (m) Sample Description *

1504673 TP01 None Supplied 0.10 Light brown loam and clay with gravel and vegetation.1504674 TP02 None Supplied 1.00 Light brown clay.1504675 TP03 None Supplied 0.10 Brown clay.1504676 TP03 None Supplied 0.70 Brown clay.1504677 TP03 None Supplied 1.00 Brown clay.1504678 TP04 None Supplied 0.10 Brown clay and sand with gravel.1504679 TP04 None Supplied 1.00 Brown clay.1504680 TP05 None Supplied 0.70 Brown clay.1504681 TP05 None Supplied 1.20 Brown clay.1504682 TP06 None Supplied 0.10 Brown loam and clay with gravel and vegetation.

* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.

Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.




Page 6 of 7



Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW) Process Water (PrW)

Analytical Test Name Analytical Method Description Analytical Method ReferenceMethod

number

Wet / Dry

Analysis

Accreditation

Status

Asbestos identification in soil Asbestos Identification with the use of polarised light microscopy in conjunction with disperion staining techniques.

In house method based on HSG 248 A001-PL D ISO 17025

BTEX and MTBE in soil (Monoaromatics)

Determination of BTEX in soil by headspace GC-MS.

In-house method based on USEPA8260 L073B-PL W MCERTS

Hexavalent chromium in soil Determination of hexavalent chromium in soil by extraction in water then by acidification, addition of 1,5 diphenylcarbazide followed by colorimetry.

In-house method L080-PL W MCERTS

Metals in soil by ICP-OES Determination of metals in soil by aqua-regia digestion followed by ICP-OES.

In-house method based on MEWAM 2006 Methods for the Determination of Metals in Soil.

L038-PL D MCERTS

Moisture Content Moisture content, determined gravimetrically. (30 oC)

In house method. L019-UK/PL W NONE

Organic matter (Automated) in soil Determination of organic matter in soil by oxidising with potassium dichromate followed by titration with iron (II) sulphate.

In house method. L009-PL D MCERTS

pH in soil (automated) Determination of pH in soil by addition of water followed by automated electrometric measurement.


Speciated EPA-16 PAHs in soil Determination of PAH compounds in soil by extraction in dichloromethane and hexane followed by GC-MS with the use of surrogate and internal standards.

In-house method based on USEPA 8270 L064-PL D MCERTS

Stones content of soil Standard preparation for all samples unless otherwise detailed. Gravimetric determination of stone > 10 mm as % dry weight.

In-house method based on British Standard Methods and MCERTS requirements.

L019-UK/PL D NONE

Sulphate, water soluble, in soil (16hr extraction)

Determination of water soluble sulphate by ICP-OES. Results reported directly (leachate equivalent) and corrected for extraction ratio (soil equivalent).


Total Sulphate in soil as % Determination of total sulphate in soil by extraction with 10% HCl followed by ICP-OES.


Total Sulphur in soil as % Determination of total sulphur in soil by extraction with aqua-regia, potassium bromide/bromate followed by ICP-OES.


TPH in (Soil) Determination of TPH bands by HS-GC-MS/GC-FID In-house method, TPH with carbon banding and silica gel split/cleanup.

L076-PL D NONE

TPHCWG (Soil) Determination of hexane extractable hydrocarbons in soil by GC-MS/GC-FID.

In-house method with silica gel split/clean up.

L088/76-PL W MCERTS

For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom.

For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland.

Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture

correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.




Page 7 of 7

Tim Thornburn

t: 01923 225404f: 01923 237404

e: [email protected] e:

Project / Site name: Samples received on: 05/05/2020

Your job number: E05284 Samples instructed on: 07/05/2020

Your order number: P09382 Analysis completed by: 15/05/2020

Report Issue Number: 1 Report issued on: 15/05/2020

Samples Analysed:

Signed:

PL Head of Reporting Team

For & on behalf of i2 Analytical Ltd.

Standard Geotechnical, Asbestos and Chemical Testing Laboratory located at: ul. Pionierów 39, 41 -711 Ruda Śląska, Poland.

Accredited tests are defined within the report, opinions and interpretations expressed herein are outside the scope of accreditation.

Standard sample disposal times, unless otherwise agreed with the laboratory, are : soils - 4 weeks from reportingleachates - 2 weeks from reportingwaters - 2 weeks from reportingasbestos - 6 months from reporting

Excel copies of reports are only valid when accompanied by this PDF certificate.

Any assessments of compliance with specifications are based on actual analytical results with no contribution from uncertainty of measurement. Application of uncertainty of measurement would provide a range within which the true result lies. An estimate of measurement uncertainty can be provided on request.

10:1 WAC sample

Connon Bridge

[email protected]

Karolina Marek

Clarkebond129 Cumberland RoadBristolBS1 6UY

i2 Analytical Ltd.7 Woodshots Meadow,Croxley Green Business Park,Watford, Herts, WD18 8YS




Iss No 20-98853-1 Connon Bridge E05284

Page 1 of 5

i2 Analytical7 Woodshots Meadow Telephone: 01923 225404Croxley Green Business Park Fax: 01923 237404Watford, WD18 8YS email:[email protected]

Report No:

Client:

Location

Sampling Date

Sample ID

Depth (m)

Solid Waste Analysis

TOC (%)** 0.3 3% 5% 6%

Loss on Ignition (%) ** 1.1 -- -- 10%

BTEX (µg/kg) ** < 10 6000 -- --Sum of PCBs (mg/kg) ** < 0.007 1 -- --

Mineral Oil (mg/kg) < 10 500 -- --

Total PAH (WAC-17) (mg/kg) 1.2 100 -- --

pH (units)** 7.8 -- >6 --

Acid Neutralisation Capacity (mol / kg) 0.33 -- To be evaluated To be evaluated

Arsenic * 0.0011 < 0.0110 0.5 2 25

Barium * 0.0042 0.0370 20 100 300

Cadmium * < 0.0001 < 0.0008 0.04 1 5

Chromium * 0.0012 0.011 0.5 10 70

Copper * 0.0052 0.046 2 50 100

Mercury * < 0.0005 < 0.0050 0.01 0.2 2

Molybdenum * < 0.0004 < 0.0040 0.5 10 30

Nickel * 0.0008 0.0066 0.4 10 40

Lead * < 0.0010 < 0.010 0.5 10 50

Antimony * < 0.0017 < 0.017 0.06 0.7 5

Selenium * < 0.0040 < 0.040 0.1 0.5 7

Zinc * 0.0093 0.081 4 50 200

Chloride * 1.9 17 800 15000 25000

Fluoride 0.17 1.5 10 150 500

Sulphate * 4.5 40 1000 20000 50000

TDS* 26 220 4000 60000 100000

Phenol Index (Monohydric Phenols) * < 0.010 < 0.10 1 - -

Leach Test Information

Stone Content (%) < 0.1

Sample Mass (kg) 1.0

Dry Matter (%) 91

Moisture (%) 8.9

Landfill WAC analysis (specifically leaching test results) must not be used for hazardous waste classification purposes as defined by the Waste (England and Wales) Regulations 2011 (as amended) and EA Guidance WM3.

This analysis is only applicable for landfill acceptance criteria (The Environmental Permitting (England and Wales) Regulations) and does not give any indication as to whether a waste may be hazardous or non-hazardous.

Results are expressed on a dry weight basis, after correction for moisture content where applicable. *= UKAS accredited (liquid eluate analysis only)

Stated limits are for guidance only and i2 cannot be held responsible for any discrepancies with current legislation ** = MCERTS accredited

mg/kg

DOC 8.07 70.9 500 800 1000

Eluate Analysis

(BS EN 12457 - 2 preparation utilising end over end leaching procedure)

10:1 10:1 Limit values for compliance leaching test

using BS EN 12457-2 at L/S 10 l/kg (mg/kg)

mg/l

30/04/2020

Inert WasteLandfill

Stable Non-reactive

HAZARDOUSwaste in non-

hazardousLandfill

HazardousWaste Landfill

TP03

0.70

Connon Bridge

Lab Reference (Sample Number) 1506492 / 1506493Landfill Waste Acceptance Criteria

Limits

Waste Acceptance Criteria Analytical Results20-98853

CLARKEBOND




Page 2 of 5



Lab Sample

Number

Sample

Reference

Sample

NumberDepth (m) Sample Description *

1506492 TP03 None Supplied 0.70 Brown clay.

* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.

Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.




Page 3 of 5





number

Wet / Dry

Analysis

Accreditation

Status

Acid neutralisation capacity of soil Determination of acid neutralisation capacity by addition of acid or alkali followed by electronic probe.

In-house method based on Guidance an Sampling and Testing of Wastes to Meet Landfill Waste Acceptance""

L046-PL W NONE

BS EN 12457-2 (10:1) Leachate Prep 10:1 (as recieved, moisture adjusted) end over end extraction with water for 24 hours. Eluate filtered prior to analysis.

In-house method based on BSEN12457-2. L043-PL W NONE

BTEX in soil (Monoaromatics) Determination of BTEX in soil by headspace GC-MS.

In-house method based on USEPA8260 L073B-PL W MCERTS

Chloride 10:1 WAC Determination of Chloride colorimetrically by discrete analyser.

In house based on MEWAM Method ISBN 0117516260.

L082-PL W ISO 17025

Dissolved organic carbon 10:1 WAC Determination of dissolved inorganic carbon in leachate by TOC/DOC NDIR Analyser.

In-house method based on Examination of Water and Wastewater 20th Edition: Clesceri, Greenberg & Eaton

L037-PL W NONE

Fluoride 10:1 WAC Determination of fluoride in leachate by 1:1ratio with a buffer solution followed by Ion Selective Electrode.

In-house method based on Use of Total Ionic Strength Adjustment Buffer for Electrode Determination"

L033B-PL W ISO 17025

Loss on ignition of soil @ 450oC Determination of loss on ignition in soil by gravimetrically with the sample being ignited in a muffle furnace.


Metals in leachate by ICP-OES Determination of metals in leachate by acidification followed by ICP-OES.

In-house method based on MEWAM 2006 Methods for the Determination of Metals in Soil""

L039-PL W ISO 17025

Mineral Oil (Soil) C10 - C40 Determination of mineral oil fraction extractable hydrocarbons in soil by GC-MS/GC-FID.

In-house method with silica gel split/clean up.

L076-PL D NONE

Moisture Content Moisture content, determined gravimetrically. (30 oC)

In house method. L019-UK/PL W NONE

Monohydric phenols 10:1 WAC Determination of phenols in leachate by distillation followed by colorimetry.


L080-PL W ISO 17025

PCB's By GC-MS in soil Determination of PCB by extraction with acetone and hexane followed by GC-MS.

In-house method based on USEPA 8082 L027-PL D MCERTS

pH at 20oC in soil Determination of pH in soil by addition of water followed by electrometric measurement.

In house method. L005-PL W MCERTS

Speciated WAC-17 PAHs in soil Determination of PAH compounds in soil by extraction in dichloromethane and hexane followed by GC-MS with the use of surrogate and internal standards.

In-house method based on USEPA 8270. MCERTS accredited except Coronene.

L064-PL D NONE

Stones content of soil Standard preparation for all samples unless otherwise detailed. Gravimetric determination of stone > 10 mm as % dry weight.

In-house method based on British Standard Methods and MCERTS requirements.

L019-UK/PL D NONE

Sulphate 10:1 WAC Determination of sulphate in leachate by ICP-OES In-house method based on MEWAM 1986 Methods for the Determination of Metals in Soil""

L039-PL W ISO 17025

Total dissolved solids 10:1 WAC Determination of total dissolved solids in water by electrometric measurement.


L004-PL W ISO 17025




Page 4 of 5





number

Wet / Dry

Analysis

Accreditation

Status

Total organic carbon (Automated) in soil

Determination of organic matter in soil by oxidising with potassium dichromate followed by titration with iron (II) sulphate.


For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom.

For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland.

Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture

correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.




Page 5 of 5

Phase 2 Ground Investigation

Documents

Transcript of Phase 2 Ground Investigation