Churchill Retirement Living Limited Land at the Pippin

CHURCHILL RETIREMENT LIVING LIMITED

LAND AT THE PIPPIN, CALNE, SN11 8JQ

SITE INVESTIGATION REPORT

The Granary White Hall Farm Long Itchington Warwickshire CV47 9PU

November 2017 Tel: 01926 815678 Report No. CCL03036.CF46 Fax: 01926 815222 [email protected] www.crossfield-consulting.co.uk

CONTENTS

1. INTRODUCTION 2. THE SITE 3. PUBLISHED GEOLOGY 4. DESK STUDY ENQUIRIES 5. GROUND CONDITIONS AND GEOLOGICAL MODEL 6. PROPOSED DEVELOPMENT 7. ASSESSMENT OF POTENTIAL CONTAMINATION AND GROUND GASES 8. ASSESSMENT OF MINING, QUARRYING AND OVERALL GROUND STABILITY 9. FOUNDATION RECOMMENDATIONS 10. TEMPORARY WORKS 11. ASSESSMENT OF SOAKAWAY DRAINAGE 12. ROAD PAVEMENTS 13. ASSESSMENT OF MATERIALS FOR WASTE DISPOSAL 14. RECOMMENDED SUPERVISION AND MONITORING 15. SUMMARY REFERENCES GENERAL NOTES TABLE 1 - Conceptual Site Model TABLE 2 - Summary of Analytical Test Data: Soils – Potential Risks to Human Health TABLE 3 - Assessment of Pollutant Linkages FIGURE 1 - Site Location Plan FIGURE 2 - Site Plan FIGURE 3 - Proposed Development Plan APPENDIX I - Extracts of Historical Maps APPENDIX II - Desk Study Information APPENDIX III - Previous Ground Investigation APPENDIX IV - Ground Investigation APPENDIX V - Quantitative Risk Assessment: Human Health APPENDIX VI - Basis of Geotechnical Assessment for foundations

The Pippin, Calne CCL03036.CF46 November 2017

1. INTRODUCTION

Churchill Retirement Living Limited proposes to redevelop the area of an existing shop and associated car parking areas at 83 The Pippin, Calne, with a block of residential apartments. Occupants of the apartments will be of retirement age. At the time of the ground investigation works, the site was occupied by a working shop and surrounding car parking areas. The proposed development comprises a three- to four- storey split level residential building, for approximately 35 apartments, together with associated car parking and soft landscaped areas.

Crossfield Consulting Limited has been commissioned to undertake an investigation of the site to identify potential constraints to redevelopment relating to the ground conditions and including a risk-based environmental assessment and recommendations for remediation works, foundations, road pavement design and general construction advice in the context of the above development proposals. The investigation follows a preliminary site investigation and Tier 1 contamination appraisal report by ACS Testing Limited (dated September 2015) and relevant records from these works are included in this report.

This report presents the information obtained from a desk study and ground investigation. Sections 2 to 5 of the report, together with the associated Figures and Appendices, provides a Ground Investigation Report (GIR), as defined in BS EN 1997-1:2004 and BS EN 1997-2:2007.

A risk-based assessment of potential contamination is included in Section 7 of the report. This assessment makes reference to the desk study, ground investigation information and a Conceptual Site Model. It is considered that the report complies with National Planning Policy Framework and is in general accordance with guidance published by the Environment Agency and the NHBC.

The report also includes information required to form a Geotechnical Design Report as defined in BS EN 1997- 1:2004, and the salient information, assessments and recommendations are presented in Sections 9 to 16 of the report, together with the associated Figures and Appendices.

It is considered that the report is suitable for submission in support of a planning application and the report is appropriate to assist in an appraisal of development solutions and costs, together with the preparation of engineering designs for the development. The report also complies with the published guidance relating to the requirements of a Building Control authority.

2. THE SITE

2.1 Location

The site is located at an area south west of The Pippin, approximately 60 m northwest of River Marden, as shown on Figure 1. The National Grid Reference for the site is ST 99816 71140.

The site is within a retail area, with several shops and associated car parking spaces located to the west of the site. To the east, the site is bordered by The Pippin, which has a small access road running along the northern boundary of the site, to surrounding car parking areas. To the south of the site is further car parking areas, separated by a boundary of trees and vegetation.

The Pippin, Calne Page 1 CCL03036.CF46 November 2017 2.2 Site Description

This site description is based on observations made during a ground investigation on 7th November 2017.

The site comprises an irregular plot of land with an area of approximately 0.3 ha. The site comprises approximately four rectangular plots of land running east-west, which are set at different levels, separated by retaining walls. The site and the general surrounding area decreases in elevation from approximately 73.5 m in the northern area, to approximately 71.5 m in the south western area.

At the time of the site inspection, a hardware shop was present in the northern area of the site. The property includes a small tarmac surfaced area with posts and an adjacent brick wall at the shop entrance. There are some “lock-up” garages adjoining the shop to the south of this wall, at a lower level of approximately 1 m. An outbuilding is present approximately 30m west of the garages. An unused fuel pump (likely to be associated with past sales of paraffin) is located within a recess in the northern elevation of the building. It is noted that the pump appears to be a 1960s design and is noted to have been out of use for many years. On the basis of the visual inspection, it appears likely that a small underground tank is located below the pump (although this remains to be confirmed). The shop is surrounded by car parking areas and an access road to the north.

To the south of the garages, a retaining brick wall is present, beyond which the ground level decreases approximately 0.5 m. This plot comprises further car parking areas, surrounded a grassy area to the west and by bordered by hedges to the south. The grassy area is a public open area with a small path and some vegetation.

A brick retaining wall separates the southern area of the site, with a further decrease in elevation, approximately 0.5m. To the south of the wall is a small area of rough concrete, surrounded by grassy areas and a foot path. Numerous mature trees and hedges are present at the southern site boundary. Beyond this site boundary, there are further car parking areas with small soft landscaped areas.

2.3 Site History

The site history has been researched with reference to old editions of the County Series and National Grid Ordnance Survey Plans obtained from Emapsite. Extracts from a selection of these plans are presented in Appendix I. The plans indicate the following development has taken place on and around the site.

The 1886 County Series plan shows a number of small buildings (sheds) on the site, with most of the site occupied by garden areas. To the north of the site was the Zion Chapel with burial grounds. These burial grounds may extend into the northern margin of the site. The surrounding areas to the west and south of the site are mainly residential with a ‘Police station’ and probably some shops along High Street, to the west. To the east, beyond a road, which runs north to south along the eastern site boundary, there is an open area of public green land with footpaths.

The 1900 plan shows no change in the buildings. There is a water pump indicated on the eastern area of the site. It is possible that the pump is associated with a well or cistern. By this date, a large Bacon/ Meat factory is located to the south of the site.

The 1924 plan shows a new building developed adjacent to a previous building on site. A smaller previous building appears to have been demolished. The land to the east of the site is identified as ‘allotments’. A ‘Bank’ is denoted within the buildings to the west of the site.

The 1936 and 1956 plan shows no change in buildings and surrounding areas.

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The 1968-1970 plans show the development of new buildings in the eastern area of the site including the building now used as a shop. A row of six small domestic/ lock-up garages are now present in the south eastern area of the site. An access road is located in the centre of the site. There is a slaughter house present to the south east of the site, located directly on the previous road. The factory is now identified as a ‘Meat Products Factory’.

The 1974-1978 plans shows two specified areas as ‘Yard’, located adjacent to the developed buildings. The eastern central area of the site appears to be a car parking area. An electricity substation is located north of the site. The previous allotment area to the east is now a large car park.

The 1986-1988 plans shows no change to the buildings on site. The large meat products factory and slaughter house to the south are no longer recorded, and The Pippin has been realigned to its current route.

The 1987-1992 plans show no further on site development. The previous factory site is now an undeveloped area.

The 2002 plan shows no further development on site. The site remains unchanged on the 2010 map editions, although by this date, the supermarket to the east of the site had been constructed.

3. PUBLISHED GEOLOGY

Geological map data published by the British Geological Survey (BGS) online and in print, on 1:50,000 scale of Marlborough (Sheet No.266) indicate that the site is underlain by solid strata of the Jurassic (Corallian Group) Stanford Formation (formerly classified as the Coral Rag). These strata generally comprise limestone and/or marl, and are underlain by thin and discontinuous calcareous grits which rest on mudstones of the Oxford Clay Formation.

Within the site, there are no superficial deposits indicated. However, near to the River Marden and approximately 60 m to the south of the site an area of Alluvium is indicated.

4. DESK STUDY ENQUIRIES

4.1 Database enquiries

Enquiries were made to the Groundsure Environmental Database and the Environment Agency website regarding the site and surrounding area. Information obtained from these enquiries is presented in Appendix II and summarised below.

There are no historical or active landfills recorded within 250 m of the site. There are no records of other active or historical waste handling facilities within the same search radius.

A licensed building discharge consent is recorded 110 m to the south of the site where a sewer storm overflow discharges into the River Marden.

There is a petrol filling station recorded 145 m to the north, listed as Pippin Service Station. There are no sites determined as contaminated land under Section 18R of the Environmental Protection Act 1990 listed within 500 m of the site.

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Regarding nearby industrial/commercial facilities, an electric substation is listed immediately to the north of the site. However, it is noted that this structure has been removed. A number of retail facilities, offices and a bank are listed nearby, however, none of these operations would be expected to influence ground conditions in the vicinity.

There are no facilities associated with Environmental permits, Incidents and Registers recorded within 100 m of the site. There are two recorded pollution incidents within 100 m of the site. The incident in November 2002, located approximately 30 m northeast, involved chemical/products. The impact on water and land were minor, with no impact on air. In May 2003, approximately 46 m southeast, an incident involving waste materials occurred. The impact on water was minor and there was no impact on land or air.

Hydrogeological information indicates that the solid strata beneath the site are classified as Secondary (A) Aquifer-Permeable layers. Superficial deposits within the southern margins of the site are also classified as Secondary (A) Aquifer- Permeable layers. The site is not located within a designated Source Protection Zone (SPZ). The groundwater abstraction license listed within 1 km is historical and understood to be no longer in use. This relates to mineral processing operations, formerly located 167 m east of the site. There are no other abstractions recorded within 1 km of the site.

The nearest watercourse is the River Marden, classified as a Primary River, and located approximately 60 m southeast of the site. Chemical quality Grade A is listed for this river, with a decreasing biological quality C to D. The site is not located within a designated Zone 2 or Zone 3 Floodplain area.

The site is within a nitrate vulnerable zone (although such a classification usually relates to farming activity restrictions). There are no other environmentally sensitive land classifications at, or in the vicinity of, the site.

With reference to the data included within the GeoInsight report, it is noted that no former ‘ground workings’ are recorded in the vicinity of the site. The nearest recorded quarrying operations are indicated over 300 m from the site. Based on the BGS mining database and related data, it is noted that there is no recorded underground mineral extraction in the Calne area.

It is noted that the site is underlain by strata that includes limestones. Such strata can, on occasion, be associated with dissolution features and/or natural cavities. However, with reference to the BGS database, it is noted that a ‘very low’ hazard rating is applicable to most of the site (and including the area of proposed building developments). With this ‘very low’ risk category, constraints to the proposed development would not be expected. There are no natural cavities recorded within 1 km of the site.

An enquiry was made to the relevant Public Protection Officer at Wiltshire Council, however, no petroleum records are held by the local authority in relation to past underground tanks at the site.

The BRE Document BR211 – Radon: Guidance on Protective Measures for New Buildings (2015) indicates that the site is not within an area where radon precautions are required in new dwellings.

5. GROUND CONDITIONS AND GEOLOGICAL MODEL

5.1 Ground Investigations

A ground investigation was carried out by ACS Testing Limited in July 2015. The investigation covered the entire site and included boreholes, window samples, analytical and geotechnical testing. Relevant factual information from the site investigation and contamination appraisal report, produced in September 2015, is presented in Appendix III.

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Details of the rationale and scope of the recent ground investigation and laboratory testing, together with exploratory hole logs, monitoring, in situ and laboratory test results, are given in Appendix IV. The investigations have identified the presence of the following, below the site.

5.2 Buried Foundations and Services

It is likely that a small disused underground petroleum fuel tank remains below the area of the old pump. The dimensions, conditions and exact location of this tank are not known. With reference to the desk study information, buried obstructions are likely to be present in areas of current and past buildings. Underground services should be expected at the site, including a sewer and associated casement in the southern section of the site. It is also possible that a former well or underground cistern remains in the area of the former water pump (as recorded within the central section of the site).

5.3 Strata Encountered

Topsoil/ Made Ground Topsoil is present within the small grassy area in the western central part of the site and comprises a silty sand with clays, organic material and brick to a depth of approximately 1 m (and 1.5 m in some areas).to a depth of 0.15 m.

Tarmac surfacing is present across the hard surfaced areas of the site and is generally underlain by dark grey, sandy gravel sub-base to 0.3 m. Concrete surfacing is present adjoining the disused fuel pump, with a recorded thickness up to 250 mm. The Made Ground generally comprises sandy gravel, gravelly sand or gravelly sandy clay with traces of brick. The Made Ground at the disused fuel pump location comprised slightly gravelly sand, with traces of coal and clinker, with brick and concrete fragments. No odours (or staining) were observed in this area or elsewhere across the site.

Stanford Formation- Limestone Limestone of the Stanford Formation is present across the entire site, recorded to a depth of 2.40 m. These strata comprise of stiff to very stiff consistency high strength clay with limestone gravel, grading into extremely weak to very weak structureless limestone.

An in-situ permeability test has been undertaken, which indicates an approximate value of 2 x 10-6 m/s within these strata, which is compatible with low permeability strata, as defined in CIRIA C750: 2016.

5.4 Groundwater

Groundwater was not recorded within 2.4 m of the surface.

The groundwater conditions are based on observations made at the time of the fieldwork. It should be noted that groundwater levels may vary due to seasonal and other effects.

6. PROPOSED DEVELOPMENT

The proposed development comprises a three- to four- storey split-level block of apartments together with associated car parking facilities and areas of managed landscaping, as shown on Figure 3. Landscaping will comprise the area of existing trees on the southern boundary of the site. This area of soft landscaping occupies less than 25% of the site area.

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Occupants of these apartments will be of retirement age. It is noted that the residents are prohibited from any gardening activities.

7. ASSESSMENT OF POTENTIAL CONTAMINATION AND GROUND GASES

7.1 Assessment Criteria

Assessment of potential contamination and ground gases has been undertaken using a risk assessment based approach, as recommended within the Environmental Protection Act (1990), CLR11 (2004) CLEA Model (2004- 2009), BS 10175:2011+A1:2013, CIRIA C552 (2001). This approach considers the likely source of contamination, given the history and location of the site, and the possible migration pathways by which these potentially hazardous substances may reach likely receptors, such as end users of the site, controlled waters or the wider environment, in the context of the proposed development.

Part IIA of the Environmental Protection Act (1990) states that

“Contaminated Land is any land which appears to the local authority in whose area it is situated to be in such a condition, by reason of substances in, on or under the land, that –

(a) significant harm is being caused or there is a significant possibility of such harm being caused; or (b) significant pollution of controlled waters being caused or there is significant possibility of such pollution being caused;”

All risk assessments carried out as part of this investigation have been carried out with respect to the definition of “contaminated land” within Part IIA of the Environmental Protection Act (1990) and have considered the site both before and on completion of the development. The basis of the risk assessment is the Conceptual Site Model, which is derived from the desk study and initial information and identifies potential pollutant linkages that could affect receptors relevant to the site and the wider environment. The Conceptual Site Model is presented in Table 1.

Based on the model, a ground investigation was designed to obtain relevant information to assess further the identified pollutant linkages. Where relevant this included the recovery of representative samples and subsequent analytical laboratory testing. The rationale for the sampling and testing is set out in Appendix IV. The results of the analytical testing are presented in Appendix IV and summarised in Table 2. On the basis of the conceptual site model and the results of the analytical laboratory testing, an assessment of the identified pollutant linkages is presented in Table 3.

7.2 Potential Sources of Contamination

Historical information shows that the site was predominantly in horticultural use prior to 1886. It is evident that the site was not associated with potentially contaminated materials at this time.

It is possible that historical buildings on site could have been associated with asbestos used in construction material. Therefore, although unlikely, it remains possible that past demolition activities could have permitted asbestos to have entered shallow soils.

The northern area of the site may have included part of the Zion Chapel property. However, as this area has been subsequently developed, it appears unlikely that any graves would remain in this area.

The Pippin, Calne Page 6 CCL03036.CF46 November 2017 The presence of a disused fuel pump, which is believed to date from the 1960s, appears to have been associated with the former sale of paraffin fuel. Such fuel sales would have comprised small quantities, hence it is likely the storage tank associated to the fuel pump, is likely to be of small size, compatible with the small space available for an underground tank. The local authority Petroleum Officer has no records relating to this tank.

Due to the presence of this pump and a possible underground fuel tank with associated fuel lines, there is potential that fuels (with BTEX compounds) could have entered the ground within a relatively limited area as a result of leaks from the above named features or spillages during fuelling operations.

An extensive bacon factory was formerly present to the south of the site and extended close to (and beyond) the River Marden, and occupies areas below the site level. In view of this, it is apparent that groundwater flow and potential migration of substances would extend from the factory, towards the river, and away from the site.

To the north and 145 m from the site, is an operational petrol filling station. It is noted that groundwater flow may be extend from the petrol filling station towards the site. However, in view of the low permeability strata indicated, together with the distance from the site, it is considered unlikely that a viable migration pathway is present.

The results of analytical laboratory testing undertaken on samples of the Made Ground recovered from across the site are summarised in Table 2. Based on the results, the majority of priority contaminants are present at levels below the Generic Assessment Criteria (GAC), for residential end use without plant uptake. However, there are localized exceedances of Lead, and selected poly aromatic hydrocarbons (PAHs): (Benz(a)anthracene, Chrysene, Benzo(b)fluoranthene, and Benzo(a)pyrene). Chrysotile asbestos has been detected in one location (WS102), but is not reported above 0.001% (the relevant reporting limit). The risk to end users, and other human health consideration, are assessed further in Section 7.3.1.

Although traces of metals and PAHs have been identified in the shallow soils, the recorded compounds are typically of low solubility and, therefore, low mobility in the environment. In addition, following development, the majority of the site will be covered by buildings and hardstanding and this will limit surface water infiltration, which would be needed to mobilise potential contaminants in the shallow soils. Based on the available information, there is no evidence to suspect a realistic potential source of liquid contaminants that could represent a free-phase source in the ground or a liquid source in the groundwater and it is noted that the site is underlain by low permeability strata (with even less permeable strata indicated at depth). Therefore, it is considered that there is no potential source of contamination with respect to controlled waters and further risk assessment should not be necessary.

No putrescible or significant buried organic material has been identified at the site and there are no recorded landfills within influencing distance. The site is not within an area where precautions against the ingress of radon gas are required in new dwellings. Therefore, it is considered that there are no valid sources of hazardous ground gas emissions at the site and ground gas protection should not be required for the proposed development.

7.3 Pollutant Linkages – Solids and Liquids

Based on the Conceptual Site Model, consideration is given below to identify pollutant linkages and a risk evaluation is undertaken of each possible source-pathway-receptor linkage that may occur at the site. The risk evaluation considers the potential consequences and probability of occurrence in accordance with CIRIA C552 (2001). Where risks are identified as “negligible”, then by implication such risks are within normally accepted levels for the proposed development, and the further reduction of such risks by remediation works is considered unnecessary. Where risks are identified that are “low” as defined in CIRIA C552 (2001), or worse, then

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consideration is given to the management of the identified risks, with appropriate recommended actions that may include engineering solutions / remediation works as described in the following sections.

7.3.1 Human Health

A possible pollutant linkage exists to future end users through ingestion and inhalation of materials impacted by lead and the recorded PAHs.

With respect to end users, the majority of the site is to be covered with buildings and hard standing, which will ensure that there are effective barriers between future end users and existing ground across much of the site following redevelopment.

It is noted that the GAC for the preliminary assessment of human health risks are based on end users up to the age of 6 years old. The proposed development is for residents of retirement age and the GAC are considered to be conservative for this development. Hence, a quantitative risk assessment has been undertaken in relation to the specific development proposed at the site, as presented in Appendix V.

With reference to the risk assessment, it is noted that only materials at the location of the likely underground fuel tank exceed the relevant site specific assessment criteria (SSAC) for the development. On this basis, it is noted that operations associated with removal of the (likely) underground tank would also include removal of any soils above the SSAC criteria listed in Appendix V. Alternatively such soils could be retained below a capping layer of imported soil materials or could be retained below the proposed building (which would provide an effective barrier and mitigate the requirement for a capping layer).

Ground workers involved in the construction of the new development are unlikely to be exposed to short-term (acute) risks. Asbestos present in the soils are present at concentrations below those typically associated with potential for airborne fibre release. However, in line with good working practice, it is recommended that appropriate personal protective equipment (PPE) be worn and high levels of personal hygiene be maintained by ground workers. To minimise soils becoming airborne and moving beyond the site boundaries during earth moving, it is recommended that appropriate soil dampening equipment be maintained on site during dry periods to minimize dust generation.

7.3.2 Durability of Buried Structures and Services

In view of the low soluble sulphate content and near-neutral soil conditions, there are no special precautions required for the protection of good quality buried foundation concrete. Based on guidance within BRE Special Digest 1 (2005), the specified DC Class of concrete for buried structures and foundations should be suitable for an ACEC site classification of AC-I.

Although the site has been associated with past fuel and/or chemical storage, the scale of the storage is indicated to be very small. The possible fuel tank has been out of use for a sufficient time, such that a petroleum source should have degraded to a level that it is unlikely to be a significant contamination source. Therefore the site would not be considered to be ‘brownfield’, under the definition provided by UKWIR (2010) with respect to the assessment of ground for water supply pipes. Based on the guidance provided by UKWIR, conventional plastic materials can be used for potable water supply pipes without any requirements for specific testing. In the unlikely event that soils impacted with petroleum hydrocarbons are found to be present, and water supply pipes are proposed in such an area, then it may be necessary to consider the use of multi-barrier layered pipes.

It should be noted that individual water companies may have in-house requirements for the assessment of ground conditions for potable water supply pipes and these requirements may be in addition to, or may

The Pippin, Calne Page 8 CCL03036.CF46 November 2017 contradict, the guidance provided by UKWIR. Therefore, it is recommended that the relevant water supply company be consulted prior to finalising the potable water supply design.

7.6 Recommended Remedial Works

7.6.1 Demolition-Stage: Removal of Fuel Pump and Probable Underground Tank

It will be necessary to remove the fuel pump, the underground fuel tank (if present), and any associated pipework that may remain on site to enable construction to commence. The works will require verification of decommissioning and removal off site, as a controlled operation.

These works are likely to include:

• Removal of surfacing to access tanks and the verify contents • Verification of past decommissioning of fuel tanks • Controlled removal of any tank contents followed by disposal off site as either hazardous or non- hazardous waste. • Degassing works as necessary to ensure site safety • Controlled lifting of empty tanks and disposal off site • Removal of associated interceptors and pipework • Inspection of excavation by a geo-environmental specialist following removal of tank, recovery of soil samples from perimeter and base of excavation, initial appraisal of any “contaminated” materials deemed as required to be excavated and if necessary subsequently removed off site following testing/waste classification

In compliance with the published requirements of the regulatory authorities and NHBC, it will be necessary to carry out the foregoing works in compliance with a Remediation Implementation Plan (which also includes the relevant method statements for the works). In this regard, reference should also be made to the guidance published in the Environmental Agency PPG27 (2002) and PPG7 (2011).

7.6.2 Discovery Strategy

It is also prudent that the works include a ‘Discovery Strategy’ to ensure that any potentially contaminated materials revealed during site developments are investigated, assessed and if necessary remediated, all in compliance with regulatory requirements.

7.6.3 Verification Report

On completion of the works, a record of the tank removal operations, inspections, testing and associated waste disposal records (as applicable) should be included in a Verification Report. This report is required for compliance with the published requirements of the regulatory authorities and NHBC.

7.7 Potential Liabilities

Based on the available data and following completion of the works outlined in Section 7.6, it is considered that the ground conditions at the site should not represent an unacceptable level of risk to human health or the wider environment, such that there should not be potential environmental liabilities associated with the site ownership now, or following development.

The Pippin, Calne Page 9 CCL03036.CF46 November 2017 8. ASSESSMENT OF MINING, QUARRYING AND OVERALL GROUND STABILITY

The site is not an area of underground mining or other mineral extraction processes. There is also no evidence, of potential mineral resources, or quarry features in the area. On the basis of the available information it is considered that the proposed development should not be constrained by issues relating to ground stability.

9. RETAINING STRUCTURE

Retaining structures are proposed within the proposed building substructure. These structures will be designed as part of the building and may comprise reinforced concrete cantilever walls. The following design parameters are considered suitable for preliminary design (detailed designs will also need to consider the specific construction method, together with surcharge loads etc.):

Bulk Density Total Stress Effective Stress 3 2 2 Imported Granular Backfill γ = 20 kN/m Cu = 0 kN/m φu = 40° c′ = 0 kN/m φ′ = 40°

3 2 2 Stiff consistency high strength γ = 22 kN/m Cu = 75 kN/m φu = 0° c′ = 0 kN/m φ′ = 20° clay (Stanford Formation)

In the event that limestone (or other) rock strata are excavated, additional assessment is recommended, to take account of the rock structure and orientation of joints/ discontinuities.

The foundations for retaining walls may be designed with reference to the parameters included in Section 10.

It should be noted that the actual coefficient of earth pressure used for design should reflect the form of construction employed and the temporary works required. For the in-situ natural materials present at the site, the coefficient of earth pressure at rest is probably in excess of 1, and the design of any retaining structure will need to take this into account.

Suitable drainage methods will be required as part of any retaining structure design and any designs will require to consider any loads imposed on the retaining structures. It will be necessary to consider damp-proof and water resistant details in any low-level section of the proposed development and associated structures. In this regard, reference should be made to the relevant NHBC requirements as applicable for the development and structural associated details.

10. FOUNDATION RECOMMENDATIONS

10.1 Design Approach

In compliance with the requirements of the National Annex of BS EN 1997-1:2004 the geotechnical design assessment is based on Design Approach 1 (as defined in BS EN 1997-1:2004). As the structural loads for the proposed building are well defined, uncertainty and risks of potential unfavourable conditions (or deviations from characteristic values) are primarily associated with the ground conditions.

Consideration is given to the assessment of ultimate limit state (ULS) conditions, where full collapse or failure conditions are considered, and relevant design information is presented in Appendix V in this regard. In addition, the assessment considers serviceability limit states (SLS), to ensure that the recommended design parameters are compatible with an acceptably low risk of serviceability criteria being exceeded during the

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standard design life of the structure. It is noted that the SLS has a greater influence on the design parameters in comparison to ULS conditions and this is considered in the following assessment.

10.2 Proposed Structural Loadings and Serviceability Criteria

The imposed foundation loads (i.e. actions imposed by the building structure) have been considered in the foundation assessment in conjunction with the serviceability limit value, as provided by the project design team/Client and listed below:

Imposed Load on Foundation: 250 kN/m run (maximum anticipated load for four-storey structure)

Serviceability Limit Values

Maximum Total Settlement: 25 mm

Maximum Deflection (strips):1/1000

10.3 Geotechnical Category of Proposed Structures

In view of the nature of the proposed structure(s), comprising a residential apartment block, and with reference to the indicated ground conditions, as outlined in Section 5, it is considered that the development is compatible with Geotechnical Category 2, as defined in BS EN 1997-1:2004, and the necessary information relating to the Ground Investigation and Geotechnical Design Reports has been obtained and assessed on this basis.

10.4 Assessment of Foundation Solutions

With reference to the recorded ground conditions and corresponding Geological Model presented in Section 5, characteristic values relating to the geotechnical properties of the strata within influencing distance of the proposed structures are presented in Appendix V. Salient elements of the geotechnical model are outlined below.

The proposed development is assumed to comprise a residential apartment block. Ground conditions at the site generally comprise a limited thickness of Made Ground indicated up to 1.5 m. This is underlain by stiff consistency/ high strength clays and some gravelly clayey sands associated with highly weathered limestone strata (Stanford Limestone Formation).

10.5 Recommended Foundation Design Parameters

On the basis of the foregoing assessment and the details presented in Appendix V, it is considered that strip or trench footings provide the most appropriate foundation solution for the proposed structure. On the basis of the ground conditions and structures described in the report, the recommended parameters for the foundation design are as follows: Foundation Strata : High strength clays and gravelly clayey sands And extremely weak to very weak weathered limestone (Weathered Stanford Formation) Foundation Depth : Minimum 1 m, deepened through Made Ground, as required.

Foundation Width/Size: Up to 2 m max

Nett Allowable Bearing Pressure: 150 kN/m2

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It is considered that total settlement of foundations designed on the above basis should be less than the normal serviceability limit state for this development (i.e. total settlements of 25 mm) as outlined in the assessment presented in Appendix V.

When access is available, it is recommended that trial pits be excavated (as outlined in Section 15). Such data may permit an increased bearing pressure value to be considered.

Subject to review, following the trial pits recommended in Section 15, it is expected that potential differential settlements will be small and remain within acceptable values for the proposed development where foundations are located on high strength (over-consolidated) clays and/or extremely weak to very weak rock strata.

Laboratory testing results indicate the clayey horizons at the site comprise “low” to “high volume change” potential soils, as defined in NHBC Standards (2017). Within the influence zones of existing or proposed trees, suitable foundation precautions should be adopted, as outlined in NHBC Standards (2017). At this stage, it would be prudent to assume ‘high’ volume change requirements are applicable. However, following the additional works outlined in Section 15, it may be feasible to review this requirement, particularly in relation to any rock strata that may be present.

Based on guidance published within BRE Special Digest 1 (2005), the specified DC Class of concrete for buried structures and foundations should be suitable for an ACEC site classification of AC-1.

10.6 Floor Slab Recommendations

Due to the presence of “high volume change” potential soils beneath the site, it is recommended that allowance be made for the provision of a suspended ground floor slab with an underfloor void of at least 300 mm, in compliance with the requirements published by NHBC.

10.7 General Construction Advice

All formations should be cleaned, and subsequently inspected by a suitably qualified engineer prior to placing concrete. Should any soft, compressible or otherwise unsuitable materials be encountered they should be removed and replaced by blinding concrete.

Foundation concrete, or alternatively, a blinding layer of concrete, should be placed immediately after excavation and inspection in order to protect the formation against softening and disturbance.

Generally, all formations should be placed wholly within the same material type, unless specific geotechnical inspection and assessment have been undertaken.

Care should be taken to ensure that any field drains encountered are carefully and satisfactorily blocked to prevent water seeping through the drains and into any excavations.

11. TEMPORARY WORKS

Conventional plant is considered to be suitable for excavation works at the site although it may be necessary to use hydraulic breakers to penetrate buried obstructions or buried foundations if encountered. The shallow ground is anticipated to remain stable in short term, However, instability should be anticipated in any excavations left open for extended periods of time, particularly during inclement weather or in deep excavations. Support should be provided or sides battered back in excavations requiring man entry.

The Pippin, Calne Page 12 CCL03036.CF46 November 2017

Where deeper excavations are required (in excess of 2 m approximately below current levels), it should be noted that limestone rock strata may be encountered. In order to assess the excavation (and stability) requirements within such rock strata, it will be necessary to carry out the trial pit investigation as recommended in Section 15.

Excavations within 2 m of current ground levels are unlikely to encounter groundwater seepages. For deeper excavations, it will be necessary to assess the findings of the trial pitting works, as outlined in Section 15.

Subject to consideration of the proposed retaining wall designs, temporary slopes of up to about 2.5 m may have a gradient of approximately 1 in 2. Such temporary slopes should be designed and inspected in compliance with the relevant risk assessment for site safety.

Where excavations are required close to the site boundaries and/or existing roads, it may be necessary to consider the use of sheet piles and/or braced excavations. It should be noted that the likely presence of rock strata at relatively shallow depth will constrain the use of sheet piles.

12. ASSESSMENT OF SOAKAWAY DRAINAGE

In view of the low permeability clays recorded at the site, it is considered that a viable soakaway drainage solution is likely to be precluded for the proposed development.

13. ROAD PAVEMENTS

Based on an examination of the soils present at site and the guidance of TRRL Report LR1132 and the Highways Agency Interim Advice Note 73/06 (Rev. 1), it is considered that an equilibrium design CBR value of 3% may be considered for pavement design within a compacted/proof-rolled formation in the shallow Made Ground. The shallow strata should be considered as frost susceptible. This should be reviewed following inspection of the shallow materials exposed following the removal of the existing hardstanding materials, and in conjunction with the consideration of proposed development levels.

14. ASSESSMENT OF MATERIALS FOR WASTE DISPOSAL

There is no requirement to remove soils from the site and, therefore, development levels should set such that soils can be retained and reused where possible. Providing development levels are set to accommodate soil arisings (for example, from foundation excavations), such materials would not be classified as waste if retained and reused on site. However, if materials are excess to requirements, they should be taken to an appropriately permitted (licensed) waste facility.

If material is identified for removal to a waste facility, it will be necessary to provide a description of the material and laboratory test data to the receiving facility. This information is included in Appendix III. It should be noted that testing, either for classification purposes or for waste acceptance criteria (WAC) testing to confirm acceptability of the waste may be required (as noted below).

The available analytical laboratory test data have been used to provide preliminary waste disposal advice. It should be noted that these test results may not specifically relate to materials that are, or will be, scheduled for removal from site. However, the results are appropriate for preliminary guidance and costing purposes.

The Pippin, Calne Page 13 CCL03036.CF46 November 2017 The assessment indicates that the following preliminary waste classification advice would be appropriate.

• Topsoil is likely to be classified as “non-hazardous” waste if taken to a landfill due to the organic content of such materials. Alternatively, these materials could be taken to a recycling facility. • Tarmac surfacing should be taken to a recycling facility. Such materials are unlikely to meet WAC for disposal at landfill. • Made Ground materials are likely to be classified as “non-hazardous” waste if taken off site, due to the presence of asbestos fibres at detection limits. • Natural strata, providing that they have not been impacted by potential contaminants associated with site usages, would be classified as “inert” waste without any requirement for analytical testing.

Waste requires pre-treatment prior to disposal at landfill and this may take the form of physical or chemical treatment to reduce hazards and/or waste volumes. The segregation and screening of waste soils into separate, and appropriately classified, waste streams would satisfy the pre-treatment criteria ensuring that volumes of each waste category are minimised. Segregation of waste streams is also important to prevent materials being classified within a worse-case category and, therefore, incurring higher disposal costs. Mixing of different waste streams to dilute hazardous properties is not permitted.

It should be noted that the above assessment is provided in accordance with the current waste disposal and environmental permitting legislation and guidance documents. However, individual landfills and other waste disposal facilities may have variances in their permit that differs from standard guidance. Waste facilities may also make decisions with respect to accepting waste on a commercial basis. Therefore, landfills or other waste facilities should be approached to confirm that they will accept waste materials prior to finalising waste disposal proposals.

Landfill tax would be payable on any materials removed from site and taken to landfill. However, inert and non‐ hazardous waste may also be taken to a facility that is exempt under the Environmental Permitting regulations, subject to specific exemption requirements.

15. RECOMMENDATIONS FOR SUPPLEMENTARY GROUND INVESTIGATIONS

Prior to finalising designs, it is recommended that trial pits be carried out and particularly in areas of proposed bulk excavation. The work will permit additional confidence in the design of foundations and deeper excavations.

16. RECOMMENDED SUPERVISION AND MONITORING

In compliance with the requirements in BS EN 1997-1:2004 and BE EN 1997-2:2007, construction and workmanship of the engineering solutions recommended in this report shall be supervised. In particular, issues listed in Section 9.7 General Construction Advice shall be considered in the implementation of the works and design of any necessary temporary works set out in Section 10.

In relation to the foundation solution(s) and ground floor slab recommendations in Section 9, the following supervision and monitoring is recommended.

• Inspections of formation strata in excavations for shallow strip/pad footings

The Pippin, Calne Page 14 CCL03036.CF46 November 2017 17. SUMMARY

Churchill Retirement Living Limited proposes to redevelop the area of an existing shop and associated car parking areas at 83 The Pippin, Calne, with a block of residential apartments. Occupants of the apartments will be of retirement age. At the time of the ground investigation works, the site was occupied by an operating shop and surrounding car parking areas. The proposed development comprises a three- to four- storey residential building, together with associated car parking and soft managed landscaped areas.

Ground conditions at the site comprise a limited thickness of Made Ground materials, up to 1.5 m depth below current site levels, underlain by stiff consistency (high strength) clays grading into extremely weak limestones. Groundwater was not encountered within approximately 2.5 m of the surface.

On the basis pf all the ground investigation data, it is apparent that the ground conditions are not associated with a valid potential source of contamination, apart from an area indicated to be localised and in close proximity to a possible small underground fuel tank (probably for paraffin) at the location of the disused pump. It will be necessary to remove this fuel tank (if present) and in conjunction with the controlled operations and inspections as detailed in a Remediation Implementation Plan.

Subject to the ground conditions revealed following removal of such a tank, it might be necessary to extend the remedial works or undertake additional risk assessment.

It is considered that strip or trench‐fill footings may be used, founded within high strength clays and/or extremely weak limestone Stanford Formation. At this stage, the clay strata beneath the site may be classified as “high volume change potential”, as defined by the NHBC (2014) Standards. These requirements may be reviewed following the recommended trial pits. Due to the volume change potential of strata beneath the site, suspended ground floor slabs with an underfloor void of at least 300 mm are recommended, as outlined in NHBC Standards (2017) and precaution will be needed for construction near to trees.

Retaining structures are proposed within the proposed building substructure. These structures will be designed as part of the building and may comprise reinforced concrete cantilever walls. It will be necessary to consider damp-proof and water-resistant details in any low-level section of the proposed development and associated retaining structures in conjunction with the relevant NHBC requirements.

When access is available, it is recommended that the trial pits are excavated at the site to provide additional data regarding the ground conditions (at depths in excess of 2 m) and to provide additional information regarding ease of excavation, excavation stability, possible groundwater ingress and to enable review (and possible increase) of the recommended bearing pressure values.

Due to the low permeability strata present, it is unlikely that soakaways would be feasible at the site. At this stage, it would be prudent to identify an alternative surface water drainage solution for the site.

The Pippin, Calne Page 15 CCL03036.CF46 November 2017

REFERENCES

ACS (2015) Land at 83 The Pippin, Calne, Wiltshire, SN11 8JN, Preliminary Site Investigation and Tier 1 Contamination Appraisal Report. No 15-65710/SI&T1CAR/AD

BRE (2005) Special Digest 1 – Concrete in aggressive ground, CRC Ltd

BRE (2015) BR211 – Radon: Guidance on protective measures for new buildings BRE Press

BSI (2015) BS 5930:2015 Code of Practice for Ground Investigations British Standards Institution

BSI (2013) BS 10175:2011+A1:2013 Code of Practice for Investigation of Potentially Contaminated Sites British Standards Institution

BSI (2004) BS EN1997-1:2004 Eurocode 7: Geotechnical Design – Part 1: General Rules British Standards Institution

BSI (2007) BS EN1997-2:2007 Eurocode 7: Geotechnical Design – Part 2: Ground Investigation and Testing British Standards Institution

CIRIA (2001) CIRIA C552 – Contaminated Land Risk Assessment: A Guide to Good Practice Construction Industry Research Association

DoE (1990) The Environmental Protection Act Department of The Environment HMSO

Department for Communities and Local Government (2012) National Planning Policy Framework

Environment Agency PPG27 (2002) Installation, Decommissioning and Removal of Underground Storage Tanks EA

Environment Agency PPG7 (2011) The Safe Operation of Refuelling Facilities EA

Environment Agency (2009) CLEA Software (Version 1.06) Handbook Science Report SC050021/SR4 EA

Environment Agency (2004) Model Procedures for the Management of Land Contamination CLR11 EA

Environment Agency (2005) Environment Agency Guidance on Requirements for Land Contamination Reports EA

Highways Agency (2009) Interim Advice Note 73/06 Revision 1 – Design Guidance for Road Pavements (Draft HD25) HA

LQM/CIEH (2015) The LQM/CIEH S4ULs for Human Health Risk Assessment Land Quality Press, Nottingham

NHBC (2017) Standards National House Building Council

TRRL (1989) LR1132 – The Design of Bituminous Road Pavements Transport and Road Research Laboratory

UKWIR (2010) Guidance for the Selection of Water Supply Pipes to be used in Brownfield Sites Report Ref. No. 10/WM/03/21 UK Water Industry Research

Water UK (2014) Contaminated Land Assessment Guidance Water UK & Home Builders Federation

The Pippin, Calne Page 16 CCL03036.CF46 November 2017

GENERAL NOTES

1. This report is provided in the context of the stated development proposals and should not be used in a different context.

2. The accuracy of map extracts cannot be guaranteed and it should be recognised that different conditions on site may have existed between and subsequent to the various map surveys.

3. Any borehole data from the British Geological Survey sources are included on the following basis: “The British Geological Survey accept no responsibility for omissions or misinterpretation of the data from their Data Bank as this may be old or obtained from non-BGS sources and may not represent current interpretation.

4. Where any data supplied by the Client or by other external sources, including previous site investigation data, have been used it has been assumed that the information is correct unless otherwise stated. No responsibility can be accepted by Crossfield Consulting Limited for inaccuracies within the data supplied by others.

5. Exploratory hole locations provided in the report are generally established by tape measurement from existing features or boundaries. Hole locations are not accurately surveyed and ground levels at these locations are not obtained unless specifically requested.

6. Any assessments made in this report are based on the ground conditions indicated by the trial pits and/or boreholes, together with the results of any field or laboratory testing undertaken and, where appropriate, other relevant site data which may have been obtained for the site. Variations in ground conditions may occur between exploratory hole locations and there may be special conditions appertaining to the site which have not been revealed by the investigation and which have not been taken into account in the report. The assessment may be subject to amendment in the light of additional information becoming available.

7. The report is provided for the sole use by the Client or its assignees and is confidential to the Client’s professional advisers. No responsibility whatsoever for the contents of this report will be accepted to any person other than the Client or its assignees.

8. New information, improved practices and legislation may necessitate an alteration to the report in whole, or in part, after its submission. Therefore with any change in circumstances or after the expiry of one year from the date of the report, the report should be referred to Crossfield Consulting Limited for re-assessment and, if necessary, re-appraisal.

The Pippin, Calne Page 17 CCL03036.CF46 November 2017

TABLES

TABLE 1

CONCEPTUAL SITE MODEL

Potential Contaminant Source Potential Pathway Receptors and Assessed Pollutant Linkage

Solids Movement of Solids Human Health Toxic heavy metals: Potential source Direct dermal contact, ingestion of soil and Construction workers: Possible pollutant Phytotoxic metals: Potential minor source inhalation of dust are all viable pathways linkage associated with former small fuel tank during construction. New building and Site end users: Possible pollutant linkage Petroleum Hydrocarbons: Potential minor hardstanding will provide effective barrier Adjacent properties: Possible pollutant source associated with former small fuel to negate dermal, ingestion and inhalation linkage tank pathways following development Polyaromatic Hydrocarbons: Potential Buried Structures & Services source associated with former small fuel Release into Liquid Phase Buried concrete: Possible pollutant linkage tank Metal solubility is generally low at typical Plastic pipes for potable water supply: No Volatile Organic Compounds: Potential soil temperature and pH. Polyaromatic pollutant linkage minor source associated with former small hydrocarbons associated with ash are fuel tank typically of low solubility. Short-chain Landscape Areas Asbestos: Potential source associated with petroleum hydrocarbons and VOCs can be Possible pollutant linkage demolition of historical buildings on site readily mobilised.

Off-site sources: Potential sources: Toxic and Release into Vapour Phase phytotoxic metals associated with ashy Certain petroleum hydrocarbon fractions material from former meat factory and VOCs readily volatilise and inhalation exposure pathways may exist if vapours migrate into the proposed building.

However, in view of the age of any such substances on site, and recorded very low permeability strata, a valid migration pathway is unlikely to be present.

Liquids Movement of Liquids Controlled Waters Fuels: In view of the very small tank Low permeability superficial deposits and Groundwater: Secondary Aquifer indicated at this site, a significant loss of fuel Stanford Formation Strata limits the (permeable layers): No pollutant linkages from the site appears to be very unlikely potential movement of liquid pollutants Surface Water: River Marden: No pollutant from offsite sources, hence a valid linkages Offsite: No realistic source identified migration pathway is unlikely

Ground Gases Movement of Gases Human Health Landfill gases: No potential sources Not applicable (No source identified) End users: No pollutant linkages identified

Radon: No significant sources identified

NOTES 1. The above conceptual model is based on CIRIA C552 (2001) and BS 10175:2011+A1:2013. 2. The Conceptual Site Model is prepared from available desk study information. Where a site walkover or ground investigation identifies information that was not known at the desk study stage, such information is used to modify the Model. 3. Where a pollutant linkage is identified, any subsequent ground investigation is designed to obtain relevant information to assess the pollutant linkage. See Table 3 for a summary of pollutant linkage assessments.

The Pippin, Calne CCL03036.CF46 September 2017 TABLE 2 (Page 1 of 2) SUMMARY OF ANALYTICAL TEST DATA: SOILS POTENTIAL RISKS TO HUMAN HEALTH

Generic Assessment Criteria Category 4 Screening Level Concentration (mg/kg) (mg/kg) No of Determinand Units (mg/kg) Residential Without Plant Residential Without Plant Tests Uptake Uptake Min Max Value No>GAC Value No>C4SL Arsenic mg/kg 11 <0.2 27 401 0 404 0 Cadmium mg/kg 11 <0.01 0.7 851 0 1494 0 Chromium (Total) 5 mg/kg 11 9.32 22.8 9101 0 - - Chromium (VI) mg/kg 11 <1.0 <4.0 61 0 214 0 Lead mg/kg 11 30 329 1402 5 3104 1 Inorganic Mercury mg/kg 11 <0.01 0.9 561 0 - - Nickel mg/kg 11 3.6 36.3 1801 0 - - Selenium mg/kg 11 <1.0 42.4 4301 0 - - Copper mg/kg 11 <1.0 90 71001 0 - - Zinc mg/kg 11 13.2 320 40,0001 0 - - Boron mg/kg 5 0.3 3.4 11,0001 0 - - Phenols mg/kg 5 <1.0 <1.0 4401 0 - - pH - 15 7.9 8.7 - - - - Total Organic Carbon % 7 0.1 2.4 - - - - Petroleum Hydrocarbons

TPH C10-C40 mg/kg 5 <50 796 - - - - 1 Aliphatics C5 – C6 mg/kg 3 <0.001 <0.001 78 0 - - 1 Aliphatics C6 – C8 mg/kg 3 <0.001 <0.001 230 0 - - 1 Aliphatics C8 – C10 mg/kg 3 <0.001 <0.001 65 0 - - 1 Aliphatics C10 – C12 mg/kg 3 <1.0 <1.0 330 0 1 Aliphatics C12 – C16 mg/kg 3 <2.0 2.1 2400 0 - - 1 Aliphatics C16 – C35 mg/kg 3 <8.0 36 92,000 0 - - - - 1 Aromatics C6 – C7 mg/kg 3 <0.001 <0.001 690 0 - - 1 Aromatics C7 – C8 mg/kg 3 <0.001 <0.001 1800 0 - - 1 Aromatics C8 – C10 mg/kg 3 <0.001 <0.001 110 0 - - 1 Aromatics C10 – C12 mg/kg 3 <0.1 3.4 590 0 1 Aromatics C12 – C16 mg/kg 3 <2.0 15 2300 0 - - 1 Aromatics C16 – C21 mg/kg 3 <10 250 1900 0 - - 1 Aromatics C21 – C35 mg/kg 3 12 490 1900 0 - -

VOCs Benzene mg/kg 11 <0.001 <0.1 0.701 0 3.34 0 Toluene mg/kg 11 <0.001 <0.24 19001 0 - - Ethylbenzene mg/kg 11 <0.001 <0.1 1901 0 - - Xylene mg/kg 11 <0.001 <0.1 1801 0 - - MTBE mg/kg 11 <0.001 <0.1 1203 0 - -

The Pippin, Calne CCL03036.CF46 November 2017 TABLE 2 (Page 2 of 2)

Category 4 Screening Generic Assessment Criteria Level Concentration (mg/kg) Units (mg/kg) No of (mg/kg) Residential Without Plant Determinand 6 Tests Uptake Residential Without Plant Uptake Min Max Value No>GAC Value No>C4SL PAHs

Naphthalene mg/kg 11 <0..05 0.63 5.61 0 - - Acenaphthylene mg/kg 11 <0.05 3.3 46001 0 - - Acenaphthene mg/kg 11 <0.05 1 47001 0 - - Fluorene mg/kg 11 <0.05 2 16001 0 - - Phenanthrene mg/kg 11 <0.05 25 15001 0 - - Anthracene mg/kg 11 <0.05 8.1 35,0001 0 - - Fluoranthene mg/kg 11 0.2 63 16001 0 - - Pyrene mg/kg 11 0.2 53 38001 0 - - Benz(a)anthracene mg/kg 11 0.17 40 141 1 - - Chrysene mg/kg 11 0.12 35 311 1 - - Benzo(b)fluoranthene mg/kg 11 <0.05 41 4.01 2 - - Benzo(k)fluoranthene mg/kg 11 <0.05 20 1101 0 - - Benzo(a)pyrene mg/kg 11 <0.05 38 3.21 2 5.34 2 Indeno(123cd)pyrene mg/kg 11 <0.05 18 461 0 - - Dibenzo(ah)anthracene mg/kg 11 <0.05 4.6 0.321 2 - - Benzo(ghi)perylene mg/kg 11 <0.05 19 3601 0 - -

NOTES 1. Suitable for Use Level (S4UL) published by LQM/CIEH, 2015 – Residential Without Plant Uptake landuse. S4UL assumptions comprise 2.5% soil organic matter, soil pH of 7 and sandy loam soil type. S4ULs are copyright © Land Quality Management Limited reproduced with permission; Publication Number S4UL3133. 2. Generic assessment criteria (GAC) for lead calculated using CLEA Software version 1.06 (Environment Agency, 2009) with a lead intake based on a target blood level of 3.5 µg/dL. Other model assumptions comprise 2.5% soil organic matter, soil pH of 7 and sandy loam soil type. 3. Soil GAC for Human Health Risk Assessment produced by CL:AIRE (2010) – Residential Without Plant Uptake. Assumption of 2.5% soil organic matter. 4. Category 4 Screening Level (C4SL), Department for Environment Food and Rural Affairs (March 2014) 5. In the absence of desk study or historical map evidence indicating a potential source of chromium (VI) usage at or in the near vicinity of the site (and confirmed by laboratory testing), total chromium concentrations have been compared to the GAC for chromium (III). 6. Table includes the laboratory test data from Appendix III and Appendix iV.

The Pippin, Calne CCL03036.CF46 November 2017 TABLE 3

ASSESSMENT OF POLLUTANT LINKAGES

Consequence (C) Severe Medium Mild Minor NOTES: High likelihood (HL) Very High High Risk Moderate Moderate/ Risk Risk Low Risk 1. Pollutant linkage validity assessed following Likely (L) High Risk Moderate Moderate/ Low Risk (P)

qualitative or semi-quantitative risk assessment. Risk Low Risk 2. Pollutant linkage assessed following detailed Low likelihood (LL) Moderate Moderate/ Low Risk Very Low quantitative risk assessment or assuming the Risk Low Risk Risk Unlikely (UL) Moderate/ Low Risk Very Low Very Low recommended remediation or mitigation Probability Low Risk Risk Risk measures are in place All terminology in accordance with the definitions provided in CIRIA C552 (2001)

Pollutant Recommended Pollutant Pollutant Linkage Assessment of Pollutant Linkage following Risk Rating Linkage Quantitative Risk Assessment Remediation/Mitigation (See Recommended Work Verified? Linkage Ground Investigation Source Pathway Receptor Valid? 1 C P Risk Section 7 for further details) Valid? 2 Toxic metals, Petroleum Ingestion of dust, Site End Users Lead recorded above GAC Yes Med LL Mod/low Yes, Site specific assessment Final development will be covered To be confirmed during construction No Hydrocarbons inhalation, dermal Various PAHs (benz(a)anthracene, chrysene, Yes Med LL Mod/low criteria (SSAC) prepared using with hardstanding materials which phase PAHs, VOCs contact with dust, benzo(b)fluoranthene, benzo(a)pyrene and CLEA Model v1.06. will break the pathway. Inhalation of fibres dibenzo(ah)anthracene) recorded above GAC and, where applicable, C4SL values. If present, underground tanks and Concentrations of certain PAHs associated petroleum impacted No significant concentrations of petroleum No n/a n/a n/a exceed the calculated SSAC values soils will be removed, as necessary. hydrocarbons above GAC values All VOCs in Asbestos concentrations below laboratory detection limits Yes Sev LL Mod Not applicable. Loose fibres of Chrysotile asbestos encountered in one location No n/a n/a n/a Not applicable.

Toxic Metals, PAHs, Ingestion of dust, Groundworkers No concentrations identified in shallow soils that No n/a n/a n/a Not applicable. Standard personal protective To be confirmed during construction No Petroleum Hydrocarbons inhalation, dermal are likely to exceed short term exposure limits equipment is recommended as phase VOCs contact with dust However, due to the possible presence of good practice. Conventional dust unrecorded tanks and other features, linkage is control and soil dampening to be considered to be valid at this stage. used during construction.

Loose fibres of Chrysotile asbestos identified in No n/a n/a n/a Not applicable. If present, underground tank and Asbestos one location. Concentrations recorded are not associated petroleum impacted associated with airborne fibre release. soils will be removed, as necessary.

Toxic Metals, PAHs, Ingestion of dust, Neighbouring Lead recorded above GAC Yes Med UL Low Not applicable Soil dampening equipment to be To be confirmed during construction No Petroleum Hydrocarbons inhalation, dermal Properties Various PAHs (benz(a)anthracene, chrysene, used to minimise potential for phase VOCs contact with dust benzo(b)fluoranthene, benzo(a)pyrene and airborne migration of dust from dibenzo(ah)anthracene) recorded above GAC site. and, where applicable, C4SL values.

Asbestos Inhalation of fibres Loose fibres of asbestos encountered across site. No n/a n/a n/a Not applicable. Recorded concentrations unlikely to be associated with airborne fibre release

The Pippin, Calne CCL03036.CF46 November 2017

FIGURES

FIGURE 1

THE SITE

SITE LOCATION PLAN Scale 1: 50,000 Reproduced from the 2012, 1:50,000 Ordnance Survey map with the permission of Ordnance Survey on behalf of The Controller of Her Majesty’s Stationery Office,  Crown copyright. Licence No.100014660

The Pippin, Calne CCL03036.CF46 November 2017

FIGURE 2

Disused Fuel Pump The Pippin

Shop

SITE PLAN Scale 1: 500

Plan based on Drg No. 172 by GroundScan

The Pippin, Calne CCL03036.CF46 November 2017 FIGURE 3 The Pippin

PROPOSED DEVELOPMENT Scale 1: 500

Plan based on Drg No. 17/sw038/FP01 by Planning Issues

The Pippin, Calne CCL03036.CF46 November 2017

APPENDIX I

The Pippin,Calne,SN11 8JQ

EMS_446133_598245 EMS-446133_598245 399793, 171116 !"#County Series N ! 1886 W E $ 1:2,500 S % 1:2,500