willmott dixon construction ltd futurist site ground investigation … · 2017. 8. 8. · futurist...

Willmott Dixon Construction Ltd Futurist Site Ground Investigation Report

REP/GIR/001

Issue | 29 June 2017

This report takes into account the particular instructions and requirements of our client.

It is not intended for and should not be relied upon by any third party and no responsibility is undertaken to any third party.

Job number 251657-03

Ove Arup & Partners Ltd 9th Floor 3 St Paul's Place Norfolk Street Sheffield S1 2JE United Kingdom www.arup.com

Willmott Dixon Construction Ltd Futurist Site

Ground Investigation Report

REP/GIR/001 | Issue | 29 June 2017

\\GLOBAL\EUROPE\LEEDS\JOBS\250000\251657-00\0 ARUP\0-03 GROUND ENGINEERING\0-03-08 REPORTS\GIR\2017-06-9 GIR_ISSUE.DOCX

Contents Page

Executive Summary 1

1 Introduction 3

1.1 General 3 1.2 Previous reports 3 1.3 Use of this report and limitations 4

2 The site 5

2.1 Site location 5 2.2 Site description 5 2.3 Site history 5 2.4 Unexploded Ordnance 10 2.5 Geology 10 2.6 Radon 10 2.7 Hydrogeology and hydrology 10 2.8 Proposed development 11

3 Site investigations 12

3.1 Historical site investigations 12 3.2 Soil Engineering Geoservices Ltd, November 2016 13 3.3 Futurist/Mermaid buildings, June 2017 15

4 Ground conditions 16

4.1 Introduction 16 4.2 Inconsistent data on made ground 16 4.3 Stratigraphy 17 4.4 SPT testing 19 4.5 Geotechnical laboratory testing 21 4.6 Groundwater 22

5 Geotechnical appraisal 24

5.1 Stability of the slope 24 5.2 Existing retaining walls 25 5.3 Earthworks 26 5.4 UXO 27 5.5 New retaining structures 27 5.6 Drainage 27

6 Ground contamination appraisal 28

6.1 Introduction 28





6.2 Legislative context 28 6.3 Preliminary conceptual site model 28 6.4 Preliminary assessment of potential pollutant linkages 30 6.5 Data screening 32 6.6 Risk assessment 35 6.7 Revised conceptual site model 36

7 Outline remediation strategy 39

7.1 Summary of risk assessment conclusions 39 7.2 Site management during construction 39 7.3 Unforeseen contamination 40 7.4 Soft landscaping areas 40 7.5 Buried concrete and water supply pipes 40 7.6 Validation Reporting 40

References Figures Figure 1 Site location plan Figure 2 Historical features Figure 3 Exploratory hole location plan Figure 4 SPTs – Car park area Figure 5 SPTs – Back of Futurist wall Figure 6 SPTs – Foreshore Rd Figure 7 SPTs – Glacial Till Figure 8 Geological section – central slope Figure 9 Geological section – north slope Figure 10 Geological section – car park Figure 11 Geological section – back of Futurist wall Figure 12 Geological section – Foreshore Rd Appendices

Appendix A

WYG 2008 Ground Investigation Data

Appendix B

ESG 2014 Ground Investigation Data





Appendix C

Solmek 2015 Ground Investigation Data

Appendix D

SEG 2016 Ground Investigation Factual Report

Appendix E

PAH Profiling

Appendix F

Screening of soil chemical test data

Appendix G

Gas monitoring results





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Executive Summary This Ground Investigation Report (GIR) concerns the redevelopment of the Futurist site located on the Scarborough seafront, close to the town centre. This GIR presents the information obtained from four previous ground investigations carried out on or close to the site location.

The site is currently occupied by King Street public car park and the former Futurist Theatre and Mermaid buildings. Historically, the slope has been occupied by a range of developments, including residential properties (Futurist Flats) until 2006. In 1914 and 1941 the site was the subject of German bombardments which may have left a risk of Unexploded Ordnance.

The site was split into five areas to better explain the varied stratigraphy of the site. The investigations found the following stratigraphy under these areas:

Car park – up to around 3.5m of made ground overlying stiff to very stiff glacial clay with thin sand/gravel layers. The made ground typically relates to backfilled cellars.

Terraced slope – up to around 3m of made ground overlying stiff to very stiff glacial clay. The made ground typically relates to backfilled cellars.

Back of Futurist wall – the backfill to the wall comprises around 8.5m of material varying from very soft clays to partly-cemented very dense demolition rubble. The underlying natural soils comprise glacial clay and glacial sand/gravel.

Beneath Futurist/Mermaid buildings – concrete floor slab over made ground (with some obstructions, presumably from former substructures) over firm to stiff glacial clay at around 0.5m bgl.

Foreshore Rd – made ground (primarily associated with the pavement construction, but up to 1.9m thick) overlying beach deposits (typically medium dense sand/gravel) to approximately 3.5mbgl, overlying glacial clay and glacial sand/gravel.

In-situ SPT results showed significant variability in the made ground across the site. The testing generally showed no significant difference between the clays and sand/gravel in the glacial deposits, but ‘N’ values generally increased with depth. Some large differences in N values were noted in the glacial deposits between neighbouring boreholes at the toe of the slope.

Groundwater appears to be present at around 5m bgl at the top of the slope and then at around 3m below the face of the slope. Existing surface water drainage is present behind the Futurist retaining wall and is likely to be affecting groundwater levels. Artesian and sub-artesian groundwater is encountered within the deeper sand/gravel units, and the water level in these units appears to be affected significantly by rainfall events.

The ground contamination testing recorded only two local occurrences of elevated PAH concentrations. Ground gas monitoring found very low levels of methane





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and low levels of carbon dioxide as well as low gas flow rates. The site presents a low risk from ground contamination in relation to future end uses.

Global stability of the existing and proposed slope is predominantly dependent on the strength properties of the glacial clay coupled with piezometric conditions. It is recommended that parameters for detailed design are determined by a combination of in-situ and laboratory data plus back-analysis of the historical slope geometry. Piezometric conditions used in stability analyses should take into account the recorded fluctuations in water levels over time and the complexity introduced by the more-permeable sand/gravel layers.

The current proposal is to remove the car park at the top of the slope and re-grade the slope from Kings Street down to the new development plot at the toe of the slope. Soil arisings will therefore be generated primarily from the crest of the slope. The nature of the soil arisings will vary from clayey and gravelly made ground to in-situ glacial clay and possibly some sand/gravel.

The proposed earthworks should be designed to minimise potential for groundwater to come to surface, and will need to be designed in conjunction with surface water and land drainage provision. It is recommended that the existing surface water drainage behind the Futurist retaining wall is maintained.





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1 Introduction

1.1 General Ove Arup and Partners Ltd (Arup) has been commissioned by Willmott Dixon Construction Ltd (WDCL) to design and supervise a supplementary ground investigation and produce an interpretation of the results for the proposed development at the site of the former Futurist theatre.

The particular objectives of the supplementary ground investigation were to:

Provide sufficient information to enable design of the enabling works for the development

Enable appropriate geotechnical and ground contamination risk assessments to be undertaken to inform site development

Inform the planning process for the development

This ground investigation report has been produced to meet the requirements of BS EN 1997-2, in particular to:

Summarise historical information previously gathered about the site

Summarise the various phases of ground investigation that have been carried out to date

Present a ground model for the site, i.e. summarising the ground conditions, including stratigraphy and groundwater

Present an assessment of the geotechnical properties of the ground by interpretation of in-situ/laboratory testing and back-analysis of slope stability, including consideration of site-won soils for use as engineered fill

Present a ground contamination risk assessment to inform the planning process and make recommendations relating to remediation that may be required

Assess residual ground-related risks that have the potential to impact the project

1.2 Previous reports This report uses information from the following references:

Geo-Environmental Interpretative Report, Mermaid/Futurist Theatres, White Young Green, August 2008 (for Yorkshire Forward).

Phase II Geotechnical and Environmental Assessment, Proposed Town Hall Development Site, URS, October 2014 (for Scarborough Borough Council).

Site Investigation & Slope Stability Analysis Report, Futurist Theatre, Solmek Ltd, March 2015 (for Billinghurst George & Partners).





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1.3 Use of this report and limitations This report has been prepared by Arup on behalf of WDCL in connection with the Futurist site project. It takes into account our Client’s particular instructions and requirements and is not intended for, and should not be relied upon, any third party and no responsibility is undertaken to any third party in relation to it.

All reasonable skill, care and diligence have been exercised within the timescale available and in accordance with the technical requirements of the brief.

Notwithstanding the efforts made by the professional team in preparing the report it is possible that other ground conditions or ground contamination may exist, as yet undetected, and consequently reliance on this report must be limited accordingly.





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2 The site

2.1 Site location The site is located on the seafront close to Scarborough town centre, at approximate National Grid Reference 504470, 488597. The site location is shown in Figure 1.

2.2 Site description The site is bounded by Foreshore Road to the east, Bland’s Cliff and commercial and residential properties to the north, King Street to the west and Kings Steps and St Nicholas Gardens to the south.

The site can be divided into two distinct areas:

The disused Futurist and Mermaid buildings on the seafront, including a series of terraces on the slope above

King Street public car park at the top of the slope The King Street car park is at around 27mOD and Foreshore Road lies at around 5mOD. The Futurist and Mermaid buildings are built into the toe of the slope and incorporate buttressed retaining walls with retained heights of around 8m. Retaining structures also retain Bland’s Cliff along the side of the Mermaid building. The terraces on the slope above are around 3m wide and retained by stone walls around 2.5m high. Relict substructures from historical buildings are visible on some of the terraces. There are many mature trees on the terraced slope. The gardens of residential properties on Prospect Place are retained with stone walls above the north side of the terraced slope. The southern side of the terraced slope comprises stone walls acting as retaining structures of varying height adjacent to Kings Steps. Old metal ties are visible in some parts of this wall. The car park adjacent to King Street is surfaced in tarmacadam, with a grass verge along the eastern edge above the first of the terrace walls. The car park surface slopes gently towards the grass verge. The overall gradient of the terraced slope is around 25°.

2.3 Site history The site history has been reviewed with reference to the following sources of information:

Archive photographs, maps and books from Scarborough library

Historical Ordnance Survey maps (from a 2015 Groundsure report)

The main historical features are shown on Figure 2.





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Table 1: Summary of site history

Date Site land use

1700s (engraving)

The site is shown prior to any development. Bland’s Cliff is shown as an elevated track that extends down to the beach by retained embankment. The toe of the steep slope appears to be aligned with the first bend in Bland’s Cliff, which would make it close to the current alignment of the Futurist retaining wall. The Kings Steps are not shown, but that part of the slope appears to form a promontory. Various buildings are shown at the top of the slope and on the opposite side of Bland’s Cliff.

1720-1730 archive map

This map is quite stylised, i.e. not topographically correct. However, the site appears similar to the engraving above, although the Kings Steps are now shown. Shading indicates the steep part of the slope, but does not seem to agree completely with that shown on the engraving close to Bland’s Cliff. A building at the top of the slope is labelled ‘5’ – a key on the map indicates this to be a News Room.

1745 Another stylised map, this suggests that the slope originally extended to the

end of Bland’s Cliff.





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Date Site land use

1854 (1:10,560 OS)

The earliest OS map shows buildings in the west and south of the site along King Street and Kings Steps. The site is surrounded by buildings (assumed to be a mixture of residential and commercial properties) to the north and west, including 1-5 Prospect Place that is understood to date from the early 1800s.

1892 (1:500 OS)

One of the buildings adjacent to King Street is labelled as King’s Cliff Hospital. Buildings adjacent to Kings Steps include a public house and two buildings marked as Marine Terrace. A public house is present in the north east corner of the site on Foreshore Road. The remainder of the site is landscaped and a footpath is shown from the Foreshore to the top of the cliff.

1903 The Arcadia Theatre building was built on the site of the existing Futurist

Theatre (although did not extend as far into the toe of the slope). At the same time, Kingscliffe Holiday Camp was established on the hillside above, with huts arranged along terraces on the slope.





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Date Site land use

1912 (archive photo and OS map)

The Palladium Picture House was constructed adjacent to the Arcadia Theatre (but not yet shown on the 1912 map).

1920 The Arcadia building was demolished and replaced with the Futurist

Cinema, including cutting further into the toe of the slope and incorporating a substantial retaining wall. The Palladium was renamed the Arcadia Theatre.

1929 (1:2,500 OS)

Buildings in the west of the site (including the hospital) have been demolished with only two buildings remaining in the south west corner. The public house in the north east corner is no longer present and both the Futurist (marked as Picture Theatre) and Arcadia (now known as Mermaid) theatre buildings are shown to occupy the east of the site. A series of three terraces with a set of steps in the middle leading up to vacant land in the west of the site are shown in the centre of the site.





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Date Site land use

1939 (1:2,500 OS)

Steps within the centre of site are no longer shown.

1957 In 1957 the Futurist Cinema was converted for live theatre and from the 1960s became a popular theatre venue.

1966 (1:1,250 OS)

The Arcadia Theatre was closed and much of its auditorium was used to extend the Futurist Theatre stage. The remainder of the Arcadia Theatre was utilised as the Minstels Lounge. Two buildings in south west corner of site have been demolished. Two buildings are shown in the north of the site between the terraces and the theatres

1982 (1:1,250)

The OS map shows two new buildings have been constructed on site; one along the lower terrace level to the west of the theatre and one in the north west of the site on the upper tier of the site.

1990 (1:1,250) The OS map shows the buildings along the lower terrace level labelled as Futurist Flats with an electrical substation to the north. The building on the upper tier of the site is marked as a Council Office.

1994 (1:1,250 OS)

The Council Office building has been demolished and presumably the car park was extended onto this area shortly afterwards.

2006 An article dated 2006 from The Scarborough News indicates the Futurist Flats were demolished in this year.

2010 (1:10,000 OS)

The building in the northern extension of the site is no longer shown on the map.





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2.4 Unexploded Ordnance Local history archives (including various references in Scarborough Library and http://www.localhistories.org/scarborough) indicate that Scarborough was affected by a bombardment from two German ships in 1914 (killing 18 people) and a bombardment from three German ships in 1941 (killing 137 people).

In 1914, the slope on the site was occupied by Kingscliffe Holiday Camp and it is understood that the camp offices were hit directly by the bombardment (https://www.worthpoint.com/worthopedia/vintage-postcard-ww1-rp-soldiers-1537488210).

The site was similarly occupied in 1941, although it is not known whether the holiday camp was still in operation. It is understood that the nearby Grand Hotel was hit directly (http://www.scarboroughsmaritimeheritage.org.uk/article.php?article=127), but it is not known whether the site itself was hit.

2.5 Geology Published BGS geological mapping [5] indicates the site is underlain by Glacial Till which is generally clay and silt with local pockets/horizons of sand/gravel and may contain larger particles such as cobbles and boulders.

The solid geology underlying the superficial deposits is the Long Nab Member of the Scalby Formation. This typically comprises grey, laminated mudstones and siltstones with fine to medium grained, planar bedded and cross-stratified sandstones.

2.6 Radon Public Health England (www.ukradon.org) indicative mapping indicates some parts of the 1km grid square have elevated radon potential, with the maximum radon potential being 1-3 % (radon potential is the probability that a building will have a radon level at least as high as the Action Level of 200 Bq m-3).

BRE Report BR 211 (2015) indicates that no radon protective measures are required in new buildings in this area.

2.7 Hydrogeology and hydrology The till deposits are classified as a Secondary (undifferentiated) aquifer by the Environment Agency (EA). Groundwater is likely to be encountered in the granular layers of the till deposits. The clay and silt layers are likely to be of low permeability and will therefore limit infiltration into the aquifer below.

The underlying bedrock is a Secondary A aquifer meaning it contains permeable layers capable of supporting water supplies at a local rather than strategic scale.

There are currently no EA records of any active groundwater abstraction licenses within a 1km radius of the site.

http://www.localhistories.org/scarborough

http://www.ukradon.org/





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The closest surface water feature is the North Sea located approximately 50m east of the site.

2.8 Proposed development At the time of writing, development proposals are not finalised, but are most likely to comprise the following:

1. Demolition of the Futurist and Mermaid buildings, but leaving the existing retaining structures in-situ.

2. Demolition of the King Street public car park. 3. Re-grading of the slope above to mitigate potential global slope instability. 4. Placing of fill at the toe of the slope to enhance the stability of the existing

retaining structures. 5. Preparation of a new building development plot adjacent to Foreshore

Road. 6. Possible future building development adjacent to Foreshore Road may

include structures built onto the slope above.





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3 Site investigations

3.1 Historical site investigations

3.1.1 White Young and Green, August 2008 White Young and Green (WYG) carried out a ground investigation in July to August 2008 commissioned by Yorkshire Forward [1]. The ground investigation was designed to inform the proposed redevelopment of the site, which at the time of investigation was for residential/commercial properties with associated car parking and access. The investigation covered the whole of the current development site with all locations within or close to the current site development boundary.

The scope of works comprised 16 window sample holes to a maximum depth of 7.8m below ground level (bgl), one rotary hole to 15mbgl, three cable percussion holes (one with rotary follow on) to depths between 8.5m and 32.4mbgl and one hand dug pit to 0.4mbgl. In situ Standard Penetration Tests (SPT) and laboratory testing (geotechnical and geo-environmental) were also undertaken.

Two groundwater/gas monitoring wells were installed, at the rear of the Futurist theatre (BH4) and in the car park at the crest of the slope (BH2). Three rounds of gas/groundwater monitoring were completed between July and August 2008.

An inclinometer was installed in one borehole (BH3), but only base readings were reported.

The locations of the exploratory holes are shown in Figure 3. Borehole logs and test data from the ground investigation are provided in Appendix A.

3.1.2 Environmental Scientifics Group, September 2014 Environmental Scientifics Group (ESG) carried out a ground investigation in April to July 2014 commissioned by Scarborough Borough Council (SBC) [2]. The ground investigation was designed to obtain geotechnical and geo-environmental information for a proposed redevelopment of the Town Hall and a wider development site, which included the current Futurist site. At the time of the investigation the proposed development comprised mixed use commercial and residential properties.

The scope of works comprised five cable percussion holes to depths between 16.72m and 35mbgl, nine window sampling holes to depths between 0.2m and 5mbgl, six dynamic probe holes to 5mbgl and two hand excavated trial pits to 0.4mbgl. In situ SPTs and laboratory testing (geotechnical and geo-environmental) were also undertaken. Five groundwater/gas monitoring wells were installed and an inclinometer was installed in one location (CP104). One round of gas/groundwater monitoring was completed in July 2014. No inclinometer monitoring results are included





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The area covered by this investigation extended beyond the current Futurist development site boundary, however some of the exploratory holes are within the site. The exploratory holes relevant to the current proposed development are listed in Table 2.

The locations of the exploratory holes are shown in Figure 3. Borehole logs and test data from the ground investigation are provided in Appendix B.

Table 2: Summary of exploratory holes from the 2014 ground investigation relevant to the current proposed development

Exploratory hole Hole type Depth (mbgl)

CP103 Cable percussion 16.72



3.1.3 Solmek, March 2015 Solmek carried out a ground investigation in January 2015 commissioned by Billinghurst George and Partners [3]. The ground investigation was designed to obtain supplementary information on ground conditions for the northeastern side of the Futurist site to inform a slope stability assessment for a proposed residential development. The investigation locations are positioned behind and in front of the Mermaid building.

The scope of works comprised three cable percussive boreholes to depths between 19m and 29mbgl. Borehole BHB1 was undertaken adjacent to BHB due to a boulder obstruction. Geotechnical laboratory testing was also undertaken. Two groundwater monitoring wells were installed (BHA and BHB1) and groundwater levels were monitored on three occasions between January and March 2015.

The location of the exploratory holes are shown in Figure 3. Borehole logs and test data from the ground investigation are provided in Appendix C.

3.2 Soil Engineering Geoservices Ltd, November 2016

The recent supplementary ground investigation was designed to cover data gaps and uncertainties in the historical information, in particular:

Boreholes BH201 and BH202 were located close to the crest of the slope and were intended to provide further detail on depth of made ground and the nature of the underlying glacial soils. Standpipes were installed to monitor groundwater levels at relatively shallow depth (the previous borehole in this area had a very deep standpipe).

Borehole BH203 was designed to check the anomalous depth of made ground recorded in the ESG investigation CP105.





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Window samples WS201 and WS202 were designed to investigate the ground conditions on the upper terrace, which historical maps indicate had former buildings of some sort.

Soil Engineering Geoservices Ltd (SEG) was appointed by WDCL to undertake a ground investigation, with Arup as Investigation Supervisor. The site work was completed between 28th November and 1st December 2016. The factual report provided by SEG [4] is provided in Appendix D.

3.2.1 Exploratory holes The scope of works completed as part of this investigation comprised (for locations see Figure 3):

Three cable percussion holes (BH201 to 203) were excavated to depths between 5.45m and 10mbgl. BH201 and BH202 were positioned in the car park near the crest of the slope to allow installation of shallow piezometers and to check for evidence of shallow sand/gravel bands. BH203 was positioned adjacent to the historical borehole CP105 (ESG) to check the logging of made ground (see Section 4.2)

Two window sample holes (WS201 and WS202) were sunk to depths of between 2.4m and 3mbgl, positioned on the upper terrace.

Six observation pits were hand dug to depths between 0.35m and 1.32mbgl to examine existing wall foundations at the site boundaries

3.2.2 In situ testing Standard Penetration Tests (SPTs) were carried out in the cable percussive boreholes.

3.2.3 Gas and groundwater monitoring Four of the boreholes (BH201, BH202, BH203 and WS202) were fitted with gas/groundwater monitoring installations. Following completion of works six round of groundwater monitoring and three rounds of gas monitoring were conducted to establish groundwater levels and gas concentrations. Gas and groundwater monitoring was also completed on monitoring wells installed during the previous phases of ground investigation (see Section 3.1) where these wells could be located.

3.2.4 Geotechnical laboratory testing Geotechnical testing was completed on samples of soil. Testing included the following:

Moisture content

Atterberg limits

Particle size distribution





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Compaction tests (4.5kg and 2.5kg rammer in 1 litre mould)

Small shear box

Consolidated undrained triaxial

3.2.5 Geo-environmental testing Selected soil samples were scheduled by Arup for chemical testing to allow assessment of potential contamination at the site. The suites of soil testing are listed in the following table.

Table 3: Chemical soil testing suites and determinands

Suite Description Determinands

General Antimony Arsenic Beryllium Cadmium Chromium (total) Copper

Mercury Nickel Lead Selenium Vanadium Zinc

Boron (water soluble) pH Cyanide (total) Total organic carbon Phenols (total)

Hexavalent Chromium Chromium (VI)

Asbestos Asbestos presence, identification and quantification

TPHCWG Speciated total petroleum hydrocarbons (TPH) by GC-FID with aliphatic/aromatic class separation with criteria working group (CWG) banding

PAH and BTEX Polycyclic aromatic hydrocarbons (PAH) (USEPA 16) Benzene, toluene, ethylbenzene, xylene (BTEX)

Waste acceptance criteria total soils

Total organic carbon BTEX

PCB Mineral Oils

PAH

3.3 Futurist/Mermaid buildings, June 2017 Supplementary ground investigation was carried out by Soil Engineering Geoservices Ltd on 12th June 2017 comprising windowless sampling (named TP201 to TP203). The sampling was carried out at 3 no. locations through the floor slabs in the Futurist and Mermaid buildings, roughly along the line of the proposed new retaining wall.





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4 Ground conditions

4.1 Introduction This review of ground conditions is based on all available information, including the recent and three historical ground investigations and historical/archive sources (as described in the preceding sections).

The ground investigation data is provided in Appendices A to D. Geological sections are shown in Figures 8 to 12

For the purpose of assessing ground conditions, the site is divided into four areas with similar stratigraphy:

1. Car park 2. Terraced slope 3. Back of Futurist wall 4. Beneath Futurist/Mermaid buildings 5. Foreshore Road

4.2 Inconsistent data on made ground When reviewing the historical investigations, it was noted that the ESG exploratory hole logs record much greater thicknesses of Made Ground compared with the WYG investigation. In some places the thickness of Made Ground can be explained by the hole being positioned behind existing retaining walls, and hence through backfill to the wall. However, in other places the thickness of Made Ground seems barely credible, when considered alongside the topography, likely site history, and also the results of earlier ground investigation by WYG.

For example, CP105, located in the car park at the top of the slope, records 23.8m of Made Ground. This would suggest that the full height of the slope is formed of fill material. There is nothing on historical maps that would suggest this site history, but conceivably the filling could have occurred prior to the first detailed maps in the mid-1800s. The Made Ground in CP105 is described in a very similar way to the glacial clay, the only difference being the mention of brick gravel. Even if filling occurred prior to the mid-1800s, it is considered highly likely that the fill would comprise a very mixed tip material rather than an apparently ‘clean’ reworked natural material with just some crushed brick mixed in. It is noted that the SPT test results indicate this material to have a similar penetration resistance to the in-situ glacial clay.

It is noted that URS mention the anomalous thickness of made ground in their report, noting that it was identified as made ground due to the presence of brick and concrete fragments in bulk bag samples. They conclude that it must comprise reworked natural material. We note that it is possible for such samples to become ‘contaminated’ with brick/concrete fragments during the drilling/sampling process, either by fragments falling down the bore from higher levels or by fragments becoming mixed in at the ground surface during the taking of the bag sample.





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It is noted that WYG boreholes positioned close to CP105 record only 2 to 3m of made ground.

The 2016 ground investigation included one borehole (BH203) positioned next to CP105 to check the logging. BH203 proved natural glacial clay at 1.8m bgl, which we have taken as proof that made ground was logged incorrectly in the ESG investigation.

4.3 Stratigraphy

4.3.1 Car park The stratigraphy beneath the car park is summarised in the table below.

Stratum Description Thickness (m)

Made ground Tarmacadam, typically over some sub-base/capping and underlain by demolition rubble. Occasional soft clay layers, in particular WYG WS11 between 0.9 and 2.8m bgl.

Min 1.4m (WYG WS4) outside of historical building footprints Typically 3.0 to 3.5m within historical building footprints (Maximum 3.8m in WYG WS5)

Glacial Till Stiff to very stiff clay with varying sand and gravel content. Occasionally firm in uppermost part. (Presumed) discontinuous lenses of medium dense to dense silty sand/gravel

Base of Till not proved Sand/gravel encountered at 8.8 to 11.7m bgl and 23.8 to 27.5m bgl (ESG CP105).

4.3.2 Terraces The stratigraphy beneath the terraced slope is summarised in the table below.


Made ground The holes on the upper terrace (WS201 and WS202) encountered clayey demolition rubble. The holes on the lower terrace (WYG WS7 to WS9) encountered more variable conditions, but generally typical of demolition rubble. WS8 encountered a void beneath a concrete slab (former basement to the Futurist Flats).

2.2m on the upper terrace. On the lower terrace, a minimum of 1.1m (WYG WS9) and a maximum of at least 3.2m (WYG WS7).

Glacial Till On the upper terrace, both WS201 and WS202 proved stiff clay beneath the made ground. On the lower terrace, only WYG WS9 encountered natural soils, comprising stiff to very stiff clay to 3.0m, underlain by gravel with sand.

Base of Till not proved





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4.3.3 Back of Futurist wall The stratigraphy behind the Futurist retaining wall is summarised in the table below.


Made ground South end – WYG WS10 encountered predominantly soft and very soft clay fill with some very loose clayey sand. Central – WYG BH1, BH3 and ESG CP104 were closely-spaced but encountered variable conditions. BH1 encountered very dense demolition rubble over cemented rubble (requiring rotary drilling to penetrate). BH3 encountered predominantly firm clay. CP104 encountered predominantly soft clay. North – Solmek BHA encountered predominantly firm clay fill with a cemented rubble layer.

Around 8.5m

Glacial Till Stiff to very stiff clay with varying sand and gravel content plus occasional cobbles/boulders. (Presumed) discontinuous lenses of medium dense to very dense silty sand/gravel

Base of Till not proved In ESG CP104 sand/gravel encountered between 10.0 to 12.2m bgl and 17.8 to 31.2mbgl In Solmek BHA sand/gravel encountered between 18.4 to 25.2m bgl and 17.8 to 31.2mbgl

4.3.4 Beneath Futurist/Mermaid buildings The stratigraphy behind the buildings is summarised in the table below.


Futurist Floor slab Concrete 130mm Made ground Limestone sub-base 210mm Slab Concrete/asphalt 20mm Made ground Brick/concrete rubble, clayey at base.

TP202 encountered obstruction within this stratum.

340mm

Glacial Till Firm to stiff slightly sandy slightly gravelly clay

Till proved to 3.45m bgl

Mermaid Floor slab Concrete 200mm Made ground Clayey concrete and brick rubble. 130mm Glacial Till Firm to stiff slightly sandy slightly

gravelly clay Firm from 1.2m to 3.0m bgl.

Till proved to 3m bgl





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4.3.5 Foreshore Rd The stratigraphy beneath the pavement on Foreshore Rd is summarised in the table below.


Made ground Tarmacadam and pavement build-up. WYG WS15 encountered soft clay fill between 1.0 and 1.9m bgl.

Apparently increases from south to north from 0.7 to 1.9m thick.

Beach deposits Soils above around 1m OD appear to be of different nature to the underlying Glacial Till. The deposits include soft clay and medium dense/dense sand. The clay in Solmek BHB included shell fragments.

The base of the beach deposits appears to be relatively consistent at around 1m OD (approx. 3.5m bgl).

Glacial Till Firm becoming stiff clay with varying sand and gravel content. (Presumed) discontinuous lenses of medium dense to dense silty sand/gravel

Base of Till not proved

4.4 SPT testing

4.4.1 Made ground

4.4.1.1 Car park As indicated in Figure 4, SPT N values in the made ground are typically below 10. Minimum values are recorded in WYG WS11 and BH203 in the northern promontory of site, associated with clayey made ground.

4.4.1.2 Terraces The exploratory holes on the terraces were carried out with hand-held equipment and hence no SPTs were carried out.

4.4.1.3 Back of Futurist wall As indicated in Figure 5, SPT N values are highly variable within the backfill to the retaining wall. In the centre of the site, all tests in WYG BH1 met refusal within cemented rubble, but the nearby boreholes WYG BH3 and CP104 indicate N values increasing from around 10 to 20 with depth. The results from north (BHA) and south (WS10) indicate much lower N values increasing from 1 to 7 with depth. This presumably relates to a different phase of backfilling behind the wall.





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4.4.1.4 Beneath Futurist/Mermaid buildings The exploratory holes on the terraces were carried out with hand-held equipment and hence no SPTs were carried out.

4.4.1.5 Foreshore Road As indicated in Figure 6, a single SPT test was undertaken in the made ground in this area, with an N value of 4.

4.4.2 Beach deposits

4.4.2.1 Foreshore Road Suspected beach deposits are only recorded in the Foreshore Road part of the site. As indicated in Figure 6, the results are highly variable, with the lower N values (minimum 7) in the fine grained deposits and the higher values (up to refusal) in the coarse grained deposits.

4.4.3 Glacial deposits

4.4.3.1 Car park As indicated in Figure 4, SPT N values in the glacial deposits show an increase with depth, ranging from 5 to 15 at the top to around 15 to 35 below around 5mbgl. There appears to be no significant difference between the clay and sand/gravel.

4.4.3.2 Terraces As noted above, the exploratory holes on the terraces were carried out with hand-held equipment and hence no SPTs were carried out.

4.4.3.3 Back of Futurist wall As indicated in Figure 5, SPT N values in the glacial deposits show considerable variation between boreholes. Borehole BHA shows N values in the range 9 to 20, whilst CP104 shows values in the range 27 to 50+. The results from BH3 are generally similar to those in CP104, but with two values similar to those in BHA.

The reason for these differences is not obvious. Reference can also be made to Figure 7, which presents SPT data from the whole site within Glacial Till referenced to depth below top of the Till (to try to normalise the data). This suggests the lower results from BHA are not significantly different from the range of results across the site, but are certainly lower bound. Results from BHB, which is at the north end of the site along with BHA, also shows lower bound results.

It is noted that the lower SPT results correlate with lower undrained triaxial test results in the same boreholes.





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4.4.3.4 Foreshore Road As indicated in Figure 6, SPT N values in the glacial deposits show an increase with depth, ranging from around 10 to 30 with depth. There appears to be no significant difference between the clay and sand/gravel.

4.5 Geotechnical laboratory testing

4.5.1 Made ground

4.5.1.1 Car park The made ground is highly variable, and the laboratory testing results are highly dependent on this variability, in particular, grading. However, it is noted that a CBR test on a sample of slightly clayey very gravelly sand gave a very low value of around 1%. The sample had a relatively high in-situ moisture content of 19%, and the sample settled when soaked.

4.5.1.2 Terraces A limited number of samples were submitted for laboratory testing and the results confirmed the log descriptions.

4.5.1.3 Back of Futurist wall Tests within the made ground in this area were generally limited to gradings and plasticity tests, which confirmed the log descriptions.

4.5.1.4 Beneath Futurist/Mermaid buildings No geotechnical testing was carried out on samples from this area.

4.5.1.5 Foreshore Road Tests within the made ground in this area were generally limited to gradings and plasticity tests, which confirmed the log descriptions.

4.5.2 Glacial deposits Laboratory testing in the glacial deposits are considered site-wide.

Plastic limits ranged from 14 to 23%, liquid limits ranged from 27 to 38% and moisture content ranged from 15 to 29%. The plasticity index ranged from 13 to 21%. A-line charts show the Till to be predominantly composed of clay of low to intermediate plasticity.

Consolidated undrained triaxial test data from all investigations was collated and analysed in a spreadsheet. In general, the results from all tests indicate a narrow range of effective strength properties.





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However, differences can be seen between tests that were carried out single-stage and multi-stage. Multi-stage tests (ESG investigation) give lower results, and actually indicate a negative effective cohesion. This is likely to be due to multi-stage tests not being taken to complete failure (maximum stress ratio was used as the failure criterion). The single-stage tests (from WYG and SEG investigations) used maximum deviator stress as the failure criterion.

The data was analysed using s’ vs t’ plots, giving the results in the following table:

Table 4 Effective stress test results

Data set φ’

(°)

c’

(kPa)

WYG data 31.4 3.4

As above, with c’=0 32.2 0

SEG data (only 2 data points, hence c’=0 used) 30 0

Single stage data only 30.5 3.9

Multi stage data only 28.6 -1.8

As above, with c’=0 28.3 0

4.6 Groundwater

4.6.1 Groundwater encountered during investigation Isolated instances of perched water were encountered in the made ground on site. Otherwise, groundwater was generally encountered within coarse-grained materials within the beach and glacial deposits, often exhibiting sub-artesian conditions.

Borehole CP103 on Foreshore Rd encountered artesian conditions, with a water strike at 16.7mbgl rising to around 1.5m above ground level. Similarly, BHB recorded a water strike at 10.4mbgl rising to ground level.

4.6.2 Monitoring In addition to monitoring carried out as part of the recent and historical ground investigations, monitoring was carried out by SBC employees between February and November 2016.

Most of the installations recorded variations in water level of less than 1m throughout all phases of monitoring. However, BH2 recorded significant





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fluctuations in groundwater level. BH2 had a very deep response zone and recorded a range of 10.59m over the time it was monitored. The levels changed fairly abruptly between readings, with around 10m change being recorded over a 2 week period (1st to the 16th September 2016). This indicates active recharge of the deep glacial sand/gravel following periods of heavy rainfall.

A summary of groundwater monitoring results is presented in Table 5 below.

Table 5: Summary of groundwater monitoring data

Location Response Zone Depth mbgl (Level mAOD)

Response Zone Stratum

Groundwater Depth (mbgl)

Groundwater Levels (mAOD)

BH201 7.0 to 8.0 (18.84 to 19.84)

Glacial clay Dry to 7.62 <18.84 to 19.22

BH202 4.0 to 6.0 (20.16 to 22.16)

Glacial clay Dry to 5.67 <20.16 to 20.49

BH203 4.0 to 5.0 (21.27 to 22.27)

Glacial clay 2.63 to 2.89 23.38 to 23.64

WS202 2.4 to 3.0 (19.11 to 19.71)

Made Ground Dry -

BHB1 8.0 to 15.0* (-2.5 to -9.5)

Glacial clay and sand/gravel

1.24 to 3.73 *4.3 to 1.8

BHA 10.0 to 20.0* (3.1 to -6.9)

Glacial clay and sand/gravel

5.63 to 5.88 *7.5 to 7.2

BH2 29.0 to 32.4 (-2.18 to -5.58)

Glacial clay 3.81 to 14.3 12.52 to 23.01

* No survey levels available for BHA and BHB1 therefore assumed levels used





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5 Geotechnical appraisal As it stands, the current proposed works considered are:

1. Demolition of the current Futurist and Mermaid buildings, leaving the existing retaining structures

2. Removal of the King Street public car park

3. Re-grade of the slope to improve global slope stability

4. Installation of surface water and land drainage on the slope

5. Placement of fill in front of the existing retaining structures at the toe of the slope

6. Construction of a new retaining structure around a new development plot adjacent to Foreshore Road.

Later phases will consider future building developments on the new development plot and potentially on the slope above.

5.1 Stability of the slope

5.1.1 Global stability Global stability of the existing and proposed slope is predominantly dependent on the strength properties of the Glacial Till coupled with piezometric conditions (groundwater regime). Small changes in strength and groundwater assumptions can cause significant changes in the calculated global factor of safety on the slope.

Data from the various phases of ground investigation provide sufficient testing and monitoring data to enable global slope stability to be assessed in detail. It is recommended that geotechnical strength parameters are determined by a combination of in-situ and laboratory data plus back-analysis of the historical slope geometry. Piezometric conditions used in stability analyses should take into account the recorded fluctuations in water levels over time and the complexity introduced by the more-permeable sand/gravel layers within the Glacial Till.

Back-analyses should take into consideration the historical position of the slope toe (inferred from archive sources and historical mapping) and data from the local geological environment.

5.1.2 Local stability Current proposals indicate that future slope gradients will be no steeper than 26° (1v:2h), on the basis that shallow fill deposits are primarily coarse-grained in nature. New fill materials will need to be selected on this basis from the mixed arisings that will be produced from areas of cut, or alternatively from imported material.





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It should be noted that future phases of design that consider proposed building foundations should utilise more conservative partial factors than assessment of pure slope stability. Such foundations may have to be piled to avoid effects on local slope stability.

5.2 Existing retaining walls Existing retaining walls can be divided into three groups:

Boundary walls to the north and south of the site

Terrace walls on the slope

Buttressed gravity walls behind the Futurist and Mermaid buildings

5.2.1 Boundary walls

5.2.1.1 Northern car park walls The boundary walls to The Old Brewery development to the northwest are newly-constructed as part of that development and appear to have no retained height. An observation pit (OP04) indicates the wall to be founded at around 300mm below ground.

The northern wall to the narrow northerly extension to the car park appears to comprise the perimeter walls to the building formerly in this location (demolished around 10-20 years ago). Most of this wall does not appear to have a retained height, although the ground to the east (back of Prospect Place) may be lower than the car park in places.

5.2.1.2 5 Prospect Place The ground floor of 5 Prospect Place is a storey height below the car park level. The car park is therefore retained by their perimeter wall on this corner. However, around half way down the terraced slope, the boundary wall starts to retain in the opposite direction where their garden is above the site level.

An observation pit (OP06) indicates that the wall is founded at shallow depth.

5.2.1.3 Wall behind sub-station and boat house This wall retains the gardens to 3-5 Prospect Place. The retained height appears to be around 3m. The wall is likely to date from the construction of 1-5 Prospect Place in the early 1800s.

5.2.1.4 Kings Steps boundary wall This wall is a composite of various ages and types of wall, most of which are likely to relate to buildings that were formerly located along the southern edge of the site. The buildings would have been built on cut/fill platforms on the slope and





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hence the boundary wall will alternately retain to north and south, although the site is generally higher than the Kings Steps by up to around 2m.

There is evidence of past movement of this boundary wall, with several cracks and anchor plates visible.

5.2.1.5 Kings Street wall The wall along the boundary with Kings Street has no significant retained height.

5.2.2 Terrace walls The walls between the terraces on the slope are generally of brick construction. The uppermost wall shows significant bulging in the south, with the wall leaning downslope. This section of the wall is adjacent to a mature tree and it is therefore not possible to categorically determine whether the bulging is related to root action or more general slope instability or both.

The upper two terrace walls are around 3m high and the lower two are around 2m high. Some of the walls will have formerly been incorporated into the buildings that historically stood on the slope.

5.2.3 Futurist and Mermaid retaining walls URS carried out a structural inspection of The Futurist Theatre in 2014 (Report 47069265, dated May 2014), which includes a description of the retaining structure visible at the back of that building.

The retained height is thought to be around 5 to 6m. The wall appears to comprise a thick and (probably) unreinforced concrete wall supported by reinforced concrete buttress walls. The retaining wall shows evidence of deterioration, with significant water seepage and calcification.

An Arup assessment of the Futurist Theatre structure concluded that there are several internal wall structures orientated perpendicular to the retaining wall that may be contributing to its stability, in addition to the visible buttresses.

Bland’s Cliff road is retained along the north side of the Mermaid building. The nature of the retaining structure is not known. Anecdotal evidence suggests that there may be voids beneath the road pavement relating to its original construction.

5.3 Earthworks The current proposal is to remove the car park at the top of the slope and re-grade the slope from Kings Street down to the new development plot at the toe of the slope. Soil arisings will therefore be generated primarily from the crest of the slope. The nature of the soil arisings will vary from clayey and gravelly made ground to in-situ glacial clay and possibly some sand/gravel.





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Fill is required in front of the Futurist retaining wall to ensure global slope stability. Much of the soil arisings will be suitable as fill, but some of the clay materials may be difficult to re-use, particularly if they are wet.

Further assessment of fill suitability should be carried out when the full extent of the earthworks are confirmed.

5.4 UXO As described in Section 2.4 the site was previously affected by two bombardments, one in 1914 and the other in 1941. Further consideration is needed as to the risk posed from UXO and whether mitigation measures are required. Due to the bombardments on the site, it is likely that a UXO specialist will be required to create a risk mitigation plan.

5.5 New retaining structures The retaining structure proposed at the toe of the slope could be of several types, for example reinforced soil, modular or a concrete stem wall. This will need to be confirmed during detailed design.

Ground conditions beneath the new retaining wall are expected to comprise firm or firm to stiff glacial clay. On the basis of the ground investigation, using data from both upslope and downslope, the undrained shear strength of the glacial clay is expected to be at least 50kPa.

5.6 Drainage As summarised in Section 4.6 groundwater appears to be present at around 5m bgl at the top of the slope and then at around 3m below the face of the slope. Groundwater conditions behind the Futurist retaining wall are complicated by the presence of the wall and surface water drainage in this area. Artesian and sub-artesian groundwater is encountered within the deeper sand/gravel units, and the water level in these units appears to be affected significantly by rainfall events.

The proposed earthworks should be designed to minimise potential for groundwater to come to surface.

Groundwater levels have a significant effect on local and global slope stability. The proposed earthworks will need to be designed in conjunction with surface water and land drainage provision. It is recommended that the existing surface water drainage behind the Futurist retaining wall is maintained. It is likely that this drainage infrastructure provides an element of land drainage.





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6 Ground contamination appraisal

6.1 Introduction The results of the chemical testing of soil samples and gas monitoring have been assessed in order to determine the potential significance of the levels recorded. Results from both the recent and historic ground investigation at the site have been considered. The results have been compared against appropriate screening criteria, intended to be protective of human health and the wider environment.

6.2 Legislative context The central objectives of the UK land contamination regime are prevention of significant harm, promotion of sustainable development and a “suitable for use” approach to land remediation. This is delivered through a number of pieces of legislation and statutory controls, including those on contaminated land, pollution, water, waste quality and planning.

The principal UK legislation relating to contaminated land is contained within Part 2A of the Environmental Protection Act (1990). If land is designated as “contaminated land” under Part 2A, risks posed by contamination are unacceptable and remedial works will be required in order to address the identified significant risks. Designation is clearly unacceptable and can result in significant liabilities for polluters, owners and/or occupiers. Part 2A applies outside of the planning framework.

The National Planning Policy Framework requires that, as a minimum, land following redevelopment should not be able to be classified as “contaminated land” under Part 2A. It does, however, also require developments to present a substantially lower risk than “significant”, with landowners/developers obliged to ensure that their development is safe.

In order to enable the risks posed by contamination to be assessed under both a Part 2A and a planning context, the legislation and guidance requires that a source-pathway-receptor model approach be adopted to identify the potential pollutant linkages.

In order to enable the potential pollutant linkages to be identified and their significance assessed in line with the UK legislative context, a series of risk assessments have been carried out for the proposed development.

6.3 Preliminary conceptual site model A conceptual site model describes the scenario in which the risks to human health and the environment posed by contaminated land are assessed. It describes the ground and surface conditions, the proposed ground works and the final form of the development. In particular, the model identifies and describes the sources of the potential contamination, the behaviour of the contamination in environmental media such as soil and groundwater, surface water and air. It also identifies and





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characterises potential human health and environmental receptors and plausible pathways.

The potential risks to human health and the environment have been considered in the context of a source-pathway-receptor (SPR) model of the site, identifying:

The principal pollutant hazards associated with the site (the sources);

The principal receptors at risk from the identified hazards; and

The existence, or absence, of plausible pathways which may exist between the identified hazards and receptor.

For risks to be present at the site, all three elements (source-pathway-receptor) of a plausible pollutant linkage must be present. Potential SPR linkages are described below based on the proposed site end-uses.

The proposed development is described in 2.8 of this report.

6.3.1 Potential sources The site has been used for both residential and commercial purposes. The upper tier of the site is currently used as a public car park. The main historical use within the site boundary was the former Futurist theatre and residential properties to the rear of the theatre, which have been demolished.

A summary of potential contaminants that could be associated with the historical and current uses of the site is provided in Table 6.

Table 6: Summary of potential contaminants

Potential source Potentially contaminative materials

Comments

Potentially impacted Made ground (from previous and current site uses including demolition rubble from previous residential properties)

Asbestos Extremes of pH Heavy metals Hydrocarbons Polynuclear aromatic hydrocarbons (PAH)

Made ground and natural superficial deposits

hazardous ground gases (methane, carbon dioxide, hydrogen sulphide, carbon monoxide)

Offsite sources (various historic activities including brewer)

Metals Extremes of pH Hydrocarbons (oils and fuels) PAH

Contamination from offsite sources is only likely to have affected the site via transport in groundwater

6.3.2 Receptors Receptors during both earthworks and construction and after completion of the development include:





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Construction workers and site neighbours during earthworks and development;

Future site users and workers of new development;

Groundwater within the Glacial deposits;

Buried structures and services

6.3.3 Pathways Potential pathways that may be present during the redevelopment and operation include:

Human health – ingestion of soils or dust;

Human health – inhalation of dust, vapour or ground gas;

Human health – dermal contact with soils and groundwater;

Controlled waters – migration of dissolved phase contamination within groundwater;

Controlled waters (and human health by vapours) – transport of non-aqueous phase contaminants;

Ground gas – ingress of ground gas into the new development.

6.4 Preliminary assessment of potential pollutant linkages

6.4.1 Soil human health linkages The proposed development is anticipated to comprise a commercial leisure facility. Prior to commencement of the development the existing buildings on site will be demolished and the existing slope re-graded. There may be a period of time between the re-grading of the slope and commencement of development of new buildings on site, during this time it is anticipated that the slope will be grass covered and may be accessible to members of the public.

There is a possibility that, if contaminated as a result of previous site uses or deposited materials, the made ground may pose a risk to human health. Potential exposure pathways may include dermal contact, dust/fibre inhalation and ingestion pathways outdoors, and inhalation of gases and vapours indoors.

The earthworks and construction phase will include some ground preparation, including excavating of made ground and foundation construction. During the construction phase, dermal, inhalation and ingestion pathways will be present to construction workers and site neighbours. Such pathways are typical as part of the construction phase given the nature of the works.





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6.4.2 Controlled water linkages Any contamination present in the made ground and perched groundwater in the made ground may pose a risk to controlled waters. Previous ground investigation have not encountered any significant perched groundwater at the site and there has been no evidence of gross contamination within made ground.

The site is located over the Long Nab Member (mudstone and siltstone) which is a Secondary Aquifer. The bedrock is overlain by low permeability Glacial Till which has been proven to be of significant thickness and will act as a barrier to prevent significant downward migration of contamination into the aquifer below.

Groundwater within the Glacial Till is generally encountered within local horizons of sand/gravel, most of which do not appear to be continuous and hence significant lateral migration of groundwater is not anticipated.

Once developed, the site is likely to include some areas of soft landscaping, but will primarily be covered with hardstanding and/or buildings, which will act to limit the amount of surface water infiltration into the made ground.

6.4.3 Ground gas linkages The made ground and underlying natural superficial deposits may be a potential source of ground gases, which could pose a risk to future site users through accumulation in confined spaces.

Limited gas monitoring completed during previous ground investigation recorded low concentrations of methane and carbon dioxide and low gas flow rates.

6.4.4 Summary of plausible pollutant linkages A summary of plausible pollutant linkages requiring assessment in relation to the site is presented in Table 7

Table 7: Summary of plausible pollutant linkages

Source Pathway Receptor

Potentially impacted made ground soils (in situ or reused) resulting from former site activities

Dermal contact, ingestion of soils/dust Inhalation of dust, vapour and fibres

Future site visitors and workers Site workers during earthworks and construction

Inhalation of dust, vapour and fibres

Site neighbour during construction

Soil aggressive to building materials

Direct contact with aggressive soils

Below-ground building materials or services

Hazardous ground gases in made ground

lateral and vertical migration through the ground Accumulation in confined or unventilated spaces

Future site visitors and workers Buildings





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6.5 Data screening

6.5.1 Introduction The laboratory analysis results and field data collected during the 2016 ground investigation and from the historical ground investigations have been screened against current published or internal guidance values in order to provide an initial assessment of the potential contamination status of the site. The data for soil and ground gases have been assessed separately as presented below.

6.5.2 Soil screening assessment

6.5.2.1 Methodology To simplify the assessment of ground contamination risks, the statutory guidance suggests that generic soil quality guidance values may be used for initial screening of soil contamination testing results. Generic assessment criteria (GAC) and site-specific assessment criteria (SSAC) can be calculated using the software version of the Contaminated Land Exposure Assessment (CLEA) model [6]. The model estimates human exposure (children and adults) to soil contaminants for those potentially living, working and/or playing on contaminated sites over long time periods (chronic exposure). The CLEA model does not consider short term (acute) risks to humans, such as those which may arise during construction activities, or the risks posed by contaminated groundwater.

Arup has developed a series of GACs using risk assessment software (CLEA v1.0.7) in accordance with the CLEA assessment framework for a number of end uses (residential with plant uptake, residential without plant uptake, allotments, commercial and public open space) and for soil organic matter (SOM) values of 1%, 2.5% and 6%. The GACs have been developed where possible using toxicological and physiochemical properties derived by authoritative source, such as the Environment Agency TOX reports [7], and from independently peer reviewed sources such as those prepared by LQM/CIEH and CL:AIRE [8].

The assessment of carcinogenic risks posed by Polycyclic Aromatic Hydrocarbons (PAHs) in soils has been undertaken using benzo(a)pyrene as a surrogate marker as recommended in HPA (2010) [10]. This approach is only applicable if the mixture of genotoxic PAHs in the soil is sufficiently similar to that of the coal tar mixture presented by Culp et al (1998) and was assessed by Arup using the LQM PAH Profiling Tool (v1.2). The PAH profile results are included in Appendix E and show that the relative proportions of the eight genotoxic PAHs are within the HPA (2010) upper and lower order of magnitude limits.

Asbestos in soil can present a significant risk to health, however, the level of risk posed is dependent on a complex range of aspects including the nature and condition of asbestos containing materials. As identified in current best practice [9], it is not considered appropriate to assess asbestos solely against a numerical screening value. The identified presence of asbestos has therefore been adopted as





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a screening value, as a level that should receive further detailed site specific risk assessment.

6.5.2.2 Soil assessment criteria The soil results have been compared to the Arup human health GAC screening criteria for two end use scenarios. A public open space end use has been selected to assess the risks to human health to members of the public accessing the re-graded slope prior to commencement of the leisure development. A commercial end use has been selected to assess risks to human health of site workers and site visitors following completion of the leisure development.

The GAC have been generated for a soil with an organic matter content of 6% (based on average organic matter contents identified in made ground samples taken on site).

6.5.2.3 Soil screening results The result of the initial soil screen are presented in Appendix F. The screening assessment identified a small number of contaminants which exceed the screening criteria and are summarised in Table 8.

Table 8: Exceedances of the soil assessment criteria

Contaminant Screening criteria (mg/kg)

No. of samples

Exceedances

Commercial Open Space

Number Locationss

Benzo(a)pyrene* 15 4.8 12 2 BH201 0.2m (53 mg/kg) BH2 1m (89 mg/kg)

* PAH surrogate marker

Localised exceedances of PAHs were identified within the made ground at two locations within the Kings Street car park. Evidence of coal and ash fragments were recorded in in sample from BH2 and BH201 respectively

Asbestos was not identified in any of the samples of made ground which underwent asbestos testing. Demolition materials (brick and concrete) were evident in made ground across the site.

6.5.3 Aggressive ground testing Contaminants such as sulphates and acidic conditions generally present a low risk to human health but can result in degradation of buried concrete. The chemical environment for concrete has been assessed following the guidance outline in BRE Special Digest 1 [13].

The design sulphate (DS) and aggressive chemical environment for concrete (ACEC) classes were assessed assuming that the site was classified as non-pyritic brownfield. A summary of the assessment results is provided in Table 9.





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Table 9: Summary of aggressive ground testing

Strata Characteristic pH

Characteristic sulphate (mg/l)

Design sulphate class

ACEC class

Made Ground 6.95 352 DS-1 AC-1

Glacial Till 6.9 20 DS-1 AC-1

6.5.4 Ground gas monitoring

6.5.4.1 Methodology The risk posed to buildings by hazardous ground gases has been assessed in accordance with CIRIA C665 [11] and British Standard guidance [12] and follows the source-pathway-receptor model.

6.5.4.2 Gas monitoring results Three rounds of gas monitoring have been completed in four standpipes within the development site boundary installed as part of the 2016 ground investigation, gas monitoring data is also available for two standpipes installed and monitored on three occasions during the 2008 WYG ground investigation. Atmospheric pressures during the monitoring have ranged from 1,015 to 1,112 mb.

The results of the gas monitoring are summarised in Table 10.

Table 10: Summary of gas monitoring data

Monitoring Well

No. visits Methane Carbon Dioxide Gas flow (l/h) Range %

v/v No. >1% v/v

Range % v/v

No. >5% v/v

BH2 3 <0.1 0 0.3 to 0.5 0 0.1 to 0.2

BH4 3 <0.1 to 0.1 0 0.5 to 0.6 0 -0.1 to <0.1

BH201 3 0.1 to 0.2 0 0.1 to 0.5 0 0.3 to 2.8

BH202 3 0.1 to 0.2 0 0.2 to 0.6 0 0.1 to 0.3

BH203 3 0.1 to 0.2 0 0.1 to 0.2 0 0.3 to 0.4

WS202 3 0.1 to 0.2 0 1.8 to 2 0 0.2 to 0.5

Very low levels of methane were recorded in the boreholes (up to 0.2%) and carbon dioxide levels were generally recorded at low concentrations (<2%).

Gas flow rates were generally low with a maximum flow rate of 2.8 l/hr recorded in BH201.

Assessment of the gas monitoring data shows that the observed methane, carbon dioxide and gas flow rate results would generally be classified as Characteristic Situation 1 based on gas screening values.





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6.6 Risk assessment

6.6.1 Human health - construction phase A plausible pollutant linkage has been identified in the conceptual model relating to construction workers (direct contact/ingestion and inhalation) and neighbours (from dust emissions) if excavation and re-use of potentially contaminated made ground is undertaken during the earthworks and development of the site. The concentrations of most contaminants recorded during the ground investigation works in soils were below values that might be regarded as posing an acute risk to construction workers, however localised PAHs were observed at some locations.

The ground investigation did not identify any asbestos in the made ground, however asbestos testing across the site has been limited. Although there does not appear to be any widespread asbestos contamination in soils at the site it should be assumed that there is potential to encounter asbestos in soils during earthworks at the site. The development contractor should appoint an appropriately qualified asbestos specialist in accordance with CAR and CIRIA C773 to advise on the risks and mitigation measures required to deal with asbestos at the site.

It is recommended that specific precautions are taken during any future earthworks to reduce potential exposure in accordance with the principle of ‘as low as reasonably practical’ (ALARP). This would include appropriate briefings, dust suppression and protective equipment (PPE).

Assuming that appropriate mitigation procedures are implemented during construction it is assessed that the risk of harm to construction workers and neighbours can be reduced to acceptable levels.

6.6.2 Human health - operational phase A potential pollutant linkage exists between contaminants in made ground soils and future site users.

The majority of the determinands analysed did not exceed the open space or commercial end use criteria, however localised PAH exceedances were recorded. These contaminants are not particularly volatile and therefore are not considered to pose a risk to human health below hard standing or building slab as potential pollutant linkages to site users will be isolated to inhalation pathways. However a potential risk to human health will be present where these contaminants are present in exposed soils.

6.6.3 Ground gas A potential pollutant linkage exists between ground gas generating soils and future site users, if gas can flow or permeate through building envelopes and accumulate within enclosed spaces. Gas monitoring undertaken at the site indicates that low concentrations of ground gases are present within the soils beneath the site.





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The gas regime at the site would be classified as a Characteristic Situation 1 for which gas protection measures in new buildings are not required.

6.6.4 Building materials A potential pollutant linkage exists where buried concrete is in contact with aggressive ground conditions, such as those associated with sulphates and acidic conditions. A concrete risk assessment has been undertaken following the guidance outlined in BRE Special Digest [13].

The results of the pH testing indicate neutral to alkaline conditions. Sulphate testing indicates a design sulphate class of DS-1 would result.

Based on the above, it is considered that all buried concrete at the development site should be designed in accordance with ACEC class AC-1.

6.7 Revised conceptual site model The preliminary conceptual site model has been reviewed and amended to take account of the ground conditions confirmed by the ground investigation and revises the understanding of potential sources of contamination (based on ground investigation and screening assessment), migration pathways and possible receptors in the vicinity of the site.

6.7.1 Sources of contamination Soils

The screening assessment has identified the following contaminants of concern in the soils which are in excess of screening levels and may pose a risk to human health:

PAHs While no asbestos was identified in soils on site, asbestos testing has been limited and the potential for asbestos to be present in soils has not been ruled out. The significance of these exceedances is considered below. Ground gas Low concentrations of carbon dioxide and methane indicate a ‘Characteristic Situation 1’ and therefore gas protection measures are not required within new building developments.

6.7.2 Receptors Receptors during and after development include:

Human health on site (site users / construction workers)

Human health off site (adjacent residents)

Buried concrete and services





Page 37

6.7.3 Pollutant linkages Following the ground investigation, site specific source-pathway-receptor relationships have been assessed and the associated risks reviewed and summarised in Table 11. The risk classification of very low, low, medium or high risk have been based in the CIRIA guidance C553.

Implementation of mitigation is discussed in Section 7.





Page 38

Table 11: Conceptual site model and risk estimation

Potential receptor

Source Potential pathways

Consequence of risk being realised

Probability of risk being realised

Risk classification

Mitigation of risk Estimation of residual risk

Human Health (construction workers)

General soil contamination including PAHs and asbestos

Inhalation / dermal contact / ingestion of soils and dust

Medium Unlikely Low Risk Appoint experienced contractor, appropriate site management methods and site controls, personal protective measures, confined spaces best practice and dust suppression as appropriate. Management of “unexpected contamination” encountered.

Very Low Risk

Human Health (off site during construction)

Contaminants from migration of dust and soils

Inhalation / dermal contact / ingestion

Medium Unlikely Low Risk Appoint experienced contractor, appropriate site management methods and site controls and dust suppression as appropriate.

Very Low Risk

Human Health (on-site users following redevelopment)

General soil contamination including PAHs and asbestos

Inhalation / dermal contact / ingestion of soils and dust

Medium Unlikely Low Risk Where site will be covered by buildings and hardstanding direct contact of soils will be prevented. Soft landscaping areas will require a clean cover and topsoil

Very Low Risk

Ground gas Inhalation Low Unlikely Very Low Risk

Characteristic Situation 1 – gas protection measures are not required

Very Low Risk

Building structures

Aggressive soil contamination

Direct contact Low Unlikely Very Low Risk

Design of concrete to requirements of BRE Special Digest 1 DS-1 and AC-1

Very Low Risk





Page 39

7 Outline remediation strategy

7.1 Summary of risk assessment conclusions Chemical analysis of soil samples has identified that made ground beneath the site contains localised elevated concentrations of PAHs. The potential for asbestos in soils to be present at the site cannot be ruled out. Mitigation measures are required during construction when this material is excavated or exposed and to manage any unforeseen contamination that may be encountered. No risk to future site users is deemed to be present where the site is covered by buildings and hardstanding. A risk to future site users could arise from exposure to soils in soft landscaping areas.

Mitigation to protect subsurface concrete is also required.

Although the contamination risk assessments have identified risks at the site are Low, mitigation is necessary to protect receptors during construction works and following redevelopment, and thus reduce risks to Very Low. Implementation of this mitigation is the objective of the remediation strategy, presented in outline below. These requirements should developed in the scheme design and may require approval of the Local Authority Contaminated Land Officer. The implementation of the remediation strategy should be recorded in the validation report, which may also require approval of the Local Authority Contaminated Land Officer to discharge the relevant planning condition.

7.2 Site management during construction The environmental risk assessment has identified that there is a risk to construction workers and users of nearby sites during the construction phase of the proposed development typical of brownfield redevelopment. Construction workers may come into dermal contact with soils, ingest soil or soil dust and inhale soil dust. Similarly nearby site users may inhale fugitive soil dust. However an experienced contractor implementing appropriate practices during development will mitigate the risk of harm to construction workers and neighbours during construction, and ensure appropriate management of ‘unexpected contamination’.

Excavated materials handling and storage areas should be sited as far away as reasonably practicable from public areas. Control of fugitive dust in accordance with best practice should be implemented.

Appropriate measures should be taken to protect construction workers. This may include training in and enforcement of hygiene procedures, use of personal protective equipment and the implementation of dust control measures.

If re-use of site won excavated materials within the development site is proposed a Materials Management Plan (MMP) in line with the CL:AIRE Definition Of Waste: Development Industry Code of Practice should be prepared.





Page 40

7.3 Unforeseen contamination The ground investigations carried out to date are considered sufficient to characterise the ground conditions across the site. However a possibility remains that material may be encountered during the excavation works which differs significantly from that noted previously. Care should be taken during ground works and excavations should be supervised to ensure any previously unforeseen contamination is appropriately managed.

Any material which is identified as potentially contaminated (for example by visual appearance or odour) should be delineated and samples taken for chemical analysis by suitably qualified personnel, in order to identify the nature and degree of contamination present and determine if the material can remain in place or if treatment or disposal is required.

7.4 Soft landscaping areas The development proposal may include areas of soft landscaping and a risk to site users from exposure to site soils in these areas has been identified. To mitigate this risk a validated clean cover layer (minimum 300mm thick, including topsoil) should be placed over site soils.

Clean cover materials should be tested at a frequency of 1 per 50 m3 if the material is from an unknown, brownfield source or is site won and 1 per 200m3 from a greenfield source. A minimum of three samples per soil source is required. Appropriate chemical quality acceptance criteria should be established.

7.5 Buried concrete and water supply pipes The assessment of chemical environment for concrete, in accordance with BRE Special Digest 1:2005, indicated DS-1 and AC-1 conditions and should be included in the scheme design.

Potable water supply pipe material should be assessed when the pipe route is known and in accordance with United Utilities Supplementary guidance for the selection of

water pipes in land potentially affected by contamination.

7.6 Validation Reporting A Validation Report should be prepared by the ground works contractor following completion of ground works, in line with current best practice guidance, and may include the following:

Details of works carried out and contamination encountered. Details and justification of any changes from the agreed Remediation Strategy. Any laboratory and in situ results. Photographic and other media records. Environmental permitting details and records. Confirmation that remediation objectives have been met. Description of final site conditions.





Page 41

Any deviation from the remediation strategy, including any unexpected ground conditions, should be documented within the Validation Report. On completion a set of as built drawings shall be produced along with all relevant information to show that the site is suitable for its intended use.





Page 42

References





[1] White Young Green, 2008. Geo-environmental interpretive report, Mermaid/Futurist Theatres, Scarborough. August 2008.

[2] Environmental Scientifics Group, 2014. Proposed Town Hall development site, Scarborough, Factual report on ground investigation. Report A4027-14. September 2014.

[3] Solmek, 2015. Futurist Theatre, Scarborough, Site investigation and slope stability analysis report. S150101. March 2015.

[4] Soil Engineering Geoservices Ltd, 2017. Report on a ground investigation for Futurist Theatre redevelopment, Scarborough. February 2017.

[5] British Geological Survey, 1998. 1:50,000 Geological Map Series, Sheet 54 Scarborough, Solid and Drift.

[6] Environment Agency (2009) Updated technical background to the CLEA model. Science Report SC050021/SR2

[7] Environment Agency (2009) Human health toxicological assessment of contaminants in soil. Science Report SC050021/SR2

[8] CL:AIRE (2008) Guidance on comparing soil contamination data with a critical concentration

[9] CIRIA Guidance Document C733, 2014. Asbestos in soil and made ground a guide to understanding and managing risks

[10] Health Protection Agency, 2010. Risk assessment approaches for polycyclic aromatic hydrocarbons (PAHs) – Version 5

[11] CIRIA (2007) Assessing the risks posed by hazardous ground gases to buildings. Report C665

[12] British Standards Institute (2015) Code of practice for the design of protective measures for methane and carbon dioxide ground gases for new buildings BS8485:2015

[13] BRE, 2005. Special Digest 1: Concrete in Aggressive Ground. Third Edition. BRE press

Figures





Figure 1 Site location plan

Figure 2 Historical features

Figure 3 Exploratory hole location plan

Figure 4 SPTs – Car park area

Figure 5 SPTs – Back of Futurist wall

Figure 6 SPTs – Foreshore Rd

Figure 7 SPTs – Glacial Till

Figure 8 Geological section – central slope

Figure 9 Geological section – north slope

Figure 10 Geological section – car park

Figure 11 Geological section – back of Futurist wall

Figure 12 Geological section – Foreshore Rd

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CONCRETE

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CLAY

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Clayey gravelly SAND

Void/Air

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Piezoresponse

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20m

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Time forreported

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CP104

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N30

N30

N34

N37

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N45

N42

N3

N8

N15

N16

N20

N18

N14

N11

N18

N20

N21

N27

N29

N31

N8

N29

N13

N21

N34

N15

N19

N28

N27

N27

N9

N5

N15

N32

N31

N36

N31

N28

N40

N37

N43

N27

N29

N35

N39

N48

N65*

N4

N10

N21

N21

N15

N6

N11

N18

N23

N29

N25

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5

10

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20

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SP

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Fill (MADE GROUND)

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CONCRETE

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SAND and GRAVEL

Silty gravelly SAND

Sandy CLAY

CLAY

SAND

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Sandy GRAVEL

Silty sandy GRAVEL


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Clayey sandy GRAVEL

MATERIALS

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20m

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Time forreported


remarks

PLAN


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BH203

BHABHB

CP105

WS1WS12

WS15

WS2WS4

WS9WS202TP203

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N12

N18

N13

N18

N13

N35

N17

N15

N3

N3

N1

N14

N19

N4

N6

N5

N7

N6

N9

N11

N12

N19

N20

N3000**

N14**

N10**

N10**

N15000**

N7

N9

N8

N11

N14

N18

N17

N23

N25

N35

N97

N13N15

N25

N31

N26

N38

N28

N27

N42

N37

N35

N43

N38

N39

N35

N32

N8

N9

N9

N24

N25

N23

N4

N10

N21

N21

N15

N4

N50

N8

N11

N17

N24

N34

N5

N5

N12

N20

N24

N30

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5

10

15

20

25

30

35

0 10 20 30 40 50 60 70 80 90

SP

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2

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SP

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SP

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AR

UP

. gIN

T v

8.30

.003

Mad

e by

Jus

tin H

owel

l on

4-M

ay-1

7

LEGEND


oleI

D

(Offset)


N20*

COLOUR LEGEND

Made Ground [MG]

Glacial Till [GTD]


Made Ground - Asphalt

Clayey sandy GRAVEL

Sandy gravelly CLAY

Sandy GRAVEL

Fill (MADE GROUND)

Gravelly CLAY

Silty sandy GRAVEL


MATERIALS

Piezometer readings

Piezoresponse


SPIE

Tip depth




20m

in. S

tead

y flo

w



Time forreported


remarks

PLAN



BH2

BH201

BH202

BH203CP105

WS16

WS2

WS5

WS6

N16

N37

N25

N30

N30

N34

N37

N43

N67*

N45

N42

N3

N8

N15

N16

N20

N18

N7

N12

N18

N13

N18

N13

N35

N17

N15

N3

N3

N1

N14

N19

N13

N15

N25

N31

N26

N38

N28

N27

N42

N37

N35

N43

N38

N39

N35

N32

N7

N15

N18

N19

N24

N28

N8

N11

N17

N24

N34

N20

N4

N3

N21

N30

N32

N7

N9

N22

N59*

10FIGURE251657-00

FUTURIST SITEGEOLOGICAL CROSS SECTIONCAR PARK

-20

-15

-10

-5

0

5

10

15

20

25

0 10 20 30 40 50 60 70 80 90

BH

3

(-1.5)

SP

BH

A

(1.7)

CP

104

(-1.0)WS

10

(-0.2)


Libr

ary:

aru

p_uk

lib_4

-0-0

01-3

7. R

epor

t: 2.

1.01

SE

CT

ION

WIT

H W

AT

ER

& S

PT

(A

3)D

atab

ase:

\\gl

obal

\eur

ope\

leed

s\jo

bs\2

5000

0\25

1657

-00\

0 ar

up\0

-03

grou

nd e

ngin

eerin

g\0-

03-0

7 ca

lcs-

spec

s\gi

nt\a

gs 4

tem

plat

e.gp

j R

evP

1.1

(S0

- W

ork

in p

rogr

ess)

EL

EV

AT

ION

(m

OD


SCALE 1:250V 1:250H @ A3-L

AR

UP

. gIN

T v

8.30

.003

Mad

e by

Jus

tin H

owel

l on

4-M

ay-1

7

LEGEND


oleI

D

(Offset)


N20*

COLOUR LEGEND

Made Ground [MG]

Glacial Till [GTD]


CONCRETE

Sandy GRAVEL

Sandy CLAY

Sandy gravelly CLAY

Silty gravelly SAND

Fill (MADE GROUND)

SAND and GRAVEL

Gravelly CLAY


Clayey sandy GRAVEL

Gravelly SAND

CLAY

MATERIALS

Piezometer readings

Piezoresponse


SPIE

Tip depth




20m

in. S

tead

y flo

w



Time forreported


remarks

PLAN



BH3

BHA

CP104

WS10

N14

N11

N18

N20

N21

N27

N29

N31

N8

N29

N13

N4

N6

N5

N7

N6

N9

N11

N12

N19

N20

N3000**

N14**

N10**

N10**

N15000**

N9

N5

N15

N32

N31

N36

N31

N28

N40

N37

N43

N27

N29

N35

N39

N48

N65*

N1

N2

N4

N3

N6

N5

N3

N4

11FIGURE251657-00

FUTURIST SITEGEOLOGICAL CROSS SECTIONBACK OF FUTURIST WALL

-20

-15

-10

-5

0

5

10

15

20

25

0 10 20 30 40 50 60 70 80 90

BH

B

(-1.0)CP

103

(2.8)

WS

13

(0.5)

WS

14

(2.6)

WS

15

(3.6)


Libr

ary:

aru

p_uk

lib_4

-0-0

01-3

7. R

epor

t: 2.

1.01

SE

CT

ION

WIT

H W

AT

ER

& S

PT

(A

3)D

atab

ase:

\\gl

obal

\eur

ope\

leed

s\jo

bs\2

5000

0\25

1657

-00\

0 ar

up\0

-03

grou

nd e

ngin

eerin

g\0-

03-0

7 ca

lcs-

spec

s\gi

nt\a

gs 4

tem

plat

e.gp

j R

evP

1.1

(S0

- W

ork

in p

rogr

ess)

EL

EV

AT

ION

(m

OD


SCALE 1:250V 1:250H @ A3-L

AR

UP

. gIN

T v

8.30

.003

Mad

e by

Jus

tin H

owel

l on

4-M

ay-1

7

LEGEND


oleI

D

(Offset)


N20*

COLOUR LEGEND

Made Ground [MG]

Glacial Till [GTD]


Beach Deposits [BD]

Fill (MADE GROUND)

Sandy CLAY

CLAY

SAND

Gravelly SAND

Sandy gravelly CLAY

Sandy GRAVEL

Silty Clay

Gravelly CLAY

Clayey GRAVEL

SAND and GRAVEL


MATERIALS

Piezometer readings

Piezoresponse


SPIE

Tip depth


Key to piezo types:


20m

in. S

tead

y flo

w



Time forreported


remarks

PLAN


BHB

CP103

WS13

WS14

WS15

N7

N9

N8

N11

N14

N18

N17

N23

N25

N35

N97

N21

N34

N15

N19

N28

N27

N27

N28

N47

N9

N13

N10

N27

N11

N50

N4

N50

12FIGURE251657-00

FUTURIST SITEGEOLOGICAL CROSS SECTIONFORESHORE ROAD

Appendix A

WYG 2008 Ground Investigation Data

Co-ordinates

Scale

Logged By:

Remarks / Observations:

Method

Checked By:

Borehole NumberWYG ENVIRONMENT PLANNING TRANSPORT LTDGround Engineering ServicesArndale Court, Headingley, Leeds. LS6 2UJ.Tel. 0113 278 7111 Fax. 0113 275 0623

(m)Diameter

CasingInstallationStrata Description

Finish Date:

Project Number

:

:

:

:: :

Backfill /WaterStrikesDepth

Depth (m)(AOD)Legend

Project

Client Start Date:

Groundwater

Level

Chiselling

Depth Struck Time RemarksFrom To Time Rising To

From To Method Diameter

Hole Information

Inspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater not observed during drilling.3. Rotary follow on from 4.50m bgl due to cemented ground.4. Upon completion borehole backfilled with arisings.

504472E - 488590N

Futurist & Mermaid Theatres, Scarborough

Yorkshire ForwardCable Percussion Rig and rotary open hole

A022666-2

15.32 m AOD

Type Results/Remarks

Samples & In Situ Testing

Final

BH1

MP

09/07/2008

09/07/2008

BH0.00m1.20m4.50m7.00m

1.40m

2.30m

3.30m

3.60m

4.00m

4.40m

1.20m4.50m7.00m8.50m

1.70m

2.60m

3.60m

4.00m

4.40m

4.40m

Inspection PitCable PercussionRotary OpenholeRotary Core

60mins

120mins

45mins

90mins

105mins

30mins

-150mm115mm75mm

50 for 190mm50 (4,7/11,13,26 for40mm)

50 for 25mm50 (25 for 30mm/50 for25mm)

50 for 30mm50 (25 for 20mm/50 for30mm)

0.10(15.22)

4.50

(10.82)

8.50

(6.82)

0.50

1.201.201.20

1.80

2.202.202.20

3.00

3.203.203.20

B1

C2B3

D4

C5B6

D7

C8B9

C

C

C

MADE GROUND: Concrete.

MADE GROUND: Very dense red to orange brown slightly clayeyvery sandy cemented GRAVEL of concrete, sandstone and brick.

MADE GROUND: Concrete and cemented brick, concrete,sandstone and wood.

End of Borehole at 8.50 m

1:50 Sheet 1 of 1

Stiff orange brown slightly gravelly sandy CLAY.Gravel is angular to subangular fine to medium ofcoal and sandstone. Occasional decaying vegetationfragments ( < 5mm).

At 4.20m bgl becoming firm to stiff.

From 5.20m bgl becoming stiff to very stiff.

Continued on next sheet

1:50 Sheet 1 of 4

Method

Co-ordinates Level

:

Struck Rising to TimeFrom Time

Test ResultsNumber

:

::

:

:

::

:

WYG ENVIRONMENT PLANNING TRANSPORT LTDGround Engineering ServicesArndale Court, Headingley, Leeds. LS6 2UJ.Tel. 0113 278 7111 Fax. 0113 275 0623

Borehole Number

Strata Description LegendReduced

LevelDepth(m)

Remarks

CasingWaterStrike

Installation / Sampling & Insitu TestingDepth Type /

Observations / Remarks :

Logged By

Checked By

(mOD) (m) (m)

Chiselling

(m)

Start Date

Finish Date

To

Backfill

ScaleProject

Groundwater

Project NumberClient

Hole Information


:

Inspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater seepage observed at 30.40m bgl.3. Upon completion 50mm gas/groundwater monitoring standpipe installed to 32.40m bgl.

504440.89E - 488603.76N


Yorkshire Forward

Cable Percussion Rig

A022666-2

26.82 mAOD

BH2

BH

MP

09/07/08

09/07/08

Final

0.00m1.20m

2.50m

15.80m

2.80m

16.20m

1.20m32.40m

45 mins

45 mins

Inspection PitCable Percussion

-150mm

30.40m - 0mins Seepage

N=16 (3,4/4,3,4,5)

N=37 (2,4/4,7,11,15)

N=25 (3,4/5,6,7,7)

N=30 (4,5/5,7,9,9)

N=30 (4,6/6,7,8,9)

26.67

25.62

24.82

23.62

0.15

1.20

2.00

3.20

0.50-1.00

1.00

1.201.20-1.701.20-1.65

2.00

2.202.20-2.702.20-2.65

3.00

3.203.20-3.653.20-3.70

4.004.00

4.20-4.65

4.65-4.70

5.00

5.205.20-5.70

6.20

6.50-6.95

6.95-7.00

7.60

8.008.00-8.50

9.20

9.50-9.95

9.95

B1

CH2

CB3C4

D5

CB6C7

D8

CC10B9

CH11D12

U13

D14

D15

SB16

D17

U18

D19

D20

SB21

D22

U23

D24

78blows

115blows

119blows

MADE GROUND: Tarmacadam.

MADE GROUND: Grey brown slightly sandy clayey angular to subangular fine to coarse GRAVEL of sandstone,brick and coal.

MADE GROUND: Stiff multicoloured slightly sandygravelly CLAY. Gravel is angular to subangular fineto coarse of brick, sandstone and coal.

MADE GROUND: Dense red brown very sandy angular tosubangular fine to coarse GRAVEL of sandstone andbrick with occasional concrete. sand is ash.

Method

Co-ordinates Level

:


Test ResultsNumber

:

::

:

:

::

:


Borehole Number


LevelDepth(m)

Remarks

CasingWaterStrike



Logged By

Checked By

(mOD) (m) (m)

Chiselling

(m)

Start Date

Finish Date

To

Backfill

ScaleProject

Groundwater


Hole Information


:


504440.89E - 488603.76N


Yorkshire Forward


A022666-2

26.82 mAOD

BH2

BH

MP

09/07/08

09/07/08

Final

0.00m1.20m

2.50m

15.80m

2.80m

16.20m

1.20m32.40m

45 mins

45 mins


-150mm


N=34 (5,6/8,8,9,9)

N=37 (4,6/8,8,9,12)

N=43 (7,8/8,11,11,13)

50 for 225mm50 (8,12/19,15,16,-)

16.22 10.60

18.00m150mm

10.60

11.0011.00-11.50

12.20

12.50-12.95

12.95-13.00

13.60

14.0014.00-14.50

15.10

15.50-15.95

15.95-16.00

16.60

17.0017.00-17.50

18.20

18.5018.50-19.00

19.60

20.00-20.45

D25

SB26

D27

U28

D29

D30

SB31

D32

U33

D34

D35

SB36

D37

SB38

D39

U40

126blows

131blows

149blows

Stiff orange brown slightly gravelly sandy CLAY.Gravel is angular to subangular fine to medium ofcoal and sandstone. Occasional decaying vegetationfragments ( < 5mm).

Stiff to very stiff red brown slightly sandy slightly gravelly CLAY. Gravel is angular to subangular fineof coal and sandstone.

From 15.95m to 18.20m bgl pockets of soft tofirm sandy boulder clay.


1:50 Sheet 2 of 4

Method

Co-ordinates Level

:


Test ResultsNumber

:

::

:

:

::

:


Borehole Number


LevelDepth(m)

Remarks

CasingWaterStrike



Logged By

Checked By

(mOD) (m) (m)

Chiselling

(m)

Start Date

Finish Date

To

Backfill

ScaleProject

Groundwater


Hole Information


:


504440.89E - 488603.76N


Yorkshire Forward


A022666-2

26.82 mAOD

BH2

BH

MP

09/07/08

09/07/08

Final

0.00m1.20m

2.50m

15.80m

2.80m

16.20m

1.20m32.40m

45 mins

45 mins


-150mm


N=45 (7,10/10,11,12,12)

N=42 (6,6/7,9,11,15)

20.45-20.50

21.20

21.5021.50-22.00

22.60

23.0023.00-23.50

24.20

24.50-24.95

24.95-25.00

25.60

27.00-27.45

27.45-27.50

29.00

30.00-30.45

D41

D42

SB43

D44

SB45

D46

U47

D48

D49

U50

D51

D52

U53

150blows

150blows

150blows



1:50 Sheet 3 of 4

Method

Co-ordinates Level

:


Test ResultsNumber

:

::

:

:

::

:


Borehole Number


LevelDepth(m)

Remarks

CasingWaterStrike



Logged By

Checked By

(mOD) (m) (m)

Chiselling

(m)

Start Date

Finish Date

To

Backfill

ScaleProject

Groundwater


Hole Information


:


504440.89E - 488603.76N


Yorkshire Forward


A022666-2

26.82 mAOD

BH2

BH

MP

09/07/08

09/07/08

Final

0.00m1.20m

2.50m

15.80m

2.80m

16.20m

1.20m32.40m

45 mins

45 mins


-150mm


-5.58 32.40

30.40 30.45-30.50 D54


Borehole complete at 32.40 m

1:50 Sheet 4 of 4


1:50 Sheet 1 of 3

Method

Co-ordinates Level

:


Test ResultsNumber

:

::

:

:

::

:


Borehole Number


LevelDepth(m)

Remarks

CasingWaterStrike



Logged By

Checked By

(mOD) (m) (m)

Chiselling

(m)

Start Date

Finish Date

To

Backfill

ScaleProject

Groundwater


Hole Information


:

Inspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater not observed during drilling.3. Upon completion inclinometer was installed to 23.95m bgl.

504475.80E - 488597.07N


Yorkshire Forward


A022666-2

15.16 mAOD

BH3

BH

MP

11/07/08

11/07/08

Final

0.00m1.20m

17.30m

22.70m

22.70m

23.10m

1.20m23.95m

45 mins

45 mins


-150mm

N=14 (2,2/3,3,3,5)

N=11 (2,2/2,3,3,3)

N=18 (3,3/4,4,5,5)

N=20 (2,3/4,5,5,6)

N=21 (2,2/4,5,5,7)

15.01

14.36

13.51

7.56

6.66

0.15

0.80

1.65

7.60

8.50

0.80-1.20

1.20-1.65

1.65-1.70

2.002.00

2.20-2.652.20-2.70

3.00

3.203.20-3.70

4.00

4.20-4.65

4.65-4.70

5.00

5.205.20-5.70

6.20

6.506.50-7.00

7.60

8.008.00-8.50

9.10

9.95-10.00

B1

U2

D3

CD4

C5B6

D7

CB8

D9

U10

D11

D12

SB13

D14

SB15

D16

CB17

D18

D19

48blows

37blows


MADE GROUND: Grey sandy angular to subangular fine to coarse GRAVEL of concrete, brick, ash, sandstone,glass and plastic.

MADE GROUND: Soft brown sandy CLAY with occasionalangular to subangular fine to coarse gravel of brickand sandstone.

MADE GROUND: Firm red brown slightly gravelly sandyCLAY. Gravel is angular to subangular fine ofsandstone and coal with occasional fragments ofdecaying vegetation.

From 5.20m bgl becoming stiff.

MADE GROUND: Stiff friable multicoloured slightlysandy gravelly CLAY. Gravel is angular to subangularfine to coarse of sandstone, brick and coal.

Stiff red brown slightly sandy slightly gravellyCLAY. Gravel is angular to subangular fine ofsandstone and coal.

1

Method

Co-ordinates Level

:


Test ResultsNumber

:

::

:

:

::

:


Borehole Number


LevelDepth(m)

Remarks

CasingWaterStrike



Logged By

Checked By

(mOD) (m) (m)

Chiselling

(m)

Start Date

Finish Date

To

Backfill

ScaleProject

Groundwater


Hole Information


:


504475.80E - 488597.07N


Yorkshire Forward


A022666-2

15.16 mAOD

BH3

BH

MP

11/07/08

11/07/08

Final

0.00m1.20m

17.30m

22.70m

22.70m

23.10m

1.20m23.95m

45 mins

45 mins


-150mm

N=27 (4,5/5,6,8,8)

N=29 (4,5/6,6,8,9)

N=31 (4,6/7,8,8,8)

N=8 (1,1/2,2,2,2)

-0.84

-2.84

16.00

18.00

10.60

11.0011.00-11.50

12.20

12.5012.50-13.00

13.60

14.00-14.45

14.45-14.50

15.5015.50-16.00

16.60

17.00-17.4017.00-17.80

18.0018.00-18.50

19.20

19.50-19.95

19.95-20.00

D20

SB21

D22

SB23

D24

U25

D26

SB27

D28

U29B30

SB31

D32

U33

D34

98blows

150blows

150blows

Stiff red brown slightly sandy slightly gravellyCLAY. Gravel is angular to subangular fine ofsandstone and coal.

From 15.50m bgl becoming very stiff.

Firm to stiff red brown slightly sandy slightlygravelly CLAY. Gravel is angular to subangular fineto medium of sandstone and coal.

Firm brown mottled grey slightly gravelly sandy CLAY. Gravel is angular to subangular fine of sandstoneand coal.


1:50 Sheet 2 of 3

Method

Co-ordinates Level

:


Test ResultsNumber

:

::

:

:

::

:


Borehole Number


LevelDepth(m)

Remarks

CasingWaterStrike



Logged By

Checked By

(mOD) (m) (m)

Chiselling

(m)

Start Date

Finish Date

To

Backfill

ScaleProject

Groundwater


Hole Information


:


504475.80E - 488597.07N


Yorkshire Forward


A022666-2

15.16 mAOD

BH3

BH

MP

11/07/08

11/07/08

Final

0.00m1.20m

17.30m

22.70m

22.70m

23.10m

1.20m23.95m

45 mins

45 mins


-150mm

N=29 (4,6/6,7,8,8)

N=13 (2,2/3,3,3,4)

-8.34

-8.79

23.50

23.95

23.00m150mm

20.60

21.0021.00-21.50

22.20

22.5022.50-23.00

23.00

23.40

23.50

D35

SB36

D37

U38B39

U40

D41

S

150blows

150blows

Firm brown mottled grey slightly gravelly sandy CLAY. Gravel is angular to subangular fine of sandstoneand coal.


At 22.5m horizons (0.1 to 0.25m) of coarsegravel with occasional cobbles.

Medium dense brown slightly gravelly fine to mediumSAND. Gravel is angular to subrounded medium ofsandstone.

Borehole complete at 23.95 m

1:50 Sheet 3 of 3

Co-ordinates

Scale

Logged By:


Method

Checked By:


(m)Diameter


Finish Date:

Project Number

:

:

:

:: :



Project

Client Start Date:

Groundwater

Level

Chiselling



Hole Information

Inspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater not observed during drilling3. Upon completion 33mm gas/groundwater monitoring standpipe installed to 15m bgl.

504474E - 488593N


Yorkshire ForwardRotary openhole

A022666-2

15.23 m AOD



Final

BH4

MP

11/07/2008

11/07/2008

BH0.00m1.20m

1.20m15.00m

Inspection PitRotery Openhole

--

0.15

(15.08)

1.20

(14.03)

MADE GROUND: Concrete

MADE GROUND: Grey brown sandy, angular to subangular, fineto coarse GRAVEL of sandstone, brick, concrete, mudstone,glass and plastic.

Clay (Drillers description) - Possible Made Ground

Continued next sheet

1:50 Sheet 1 of 2

Co-ordinates

Scale

Logged By:


Method

Checked By:


(m)Diameter


Finish Date:

Project Number

:

:

:

:: :



Project

Client Start Date:

Groundwater

Level

Chiselling



Hole Information

Inspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater not observed during drilling3. Upon completion 33mm gas/groundwater monitoring standpipe installed to 15m bgl.

504474E - 488593N


Yorkshire ForwardRotary openhole

A022666-2

15.23 m AOD



Final

BH4

MP

11/07/2008

11/07/2008

BH0.00m1.20m

1.20m15.00m

Inspection PitRotery Openhole

--

15.00

(0.23)

Clay (Drillers description) - Possible Made Ground

End of Borehole at 15.00 m

1:50 Sheet 2 of 2

:::: Finish Date

Backfill

Scale

WYG ENVIRONMENT PLANNING TRANSPORT LTDGround Engineering Services

:

:

Arndale Court, Headingley, Leeds. LS6 2UJ. Tel. 0113 278 7111 Fax. 0113 275 0623.

Window Sampler Number

Project

Observations / Remarks

Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)

Start DateMethodCo-ordinatesLevel

:

::

:

Struck Rising to Time Remarks

Window Sampler Runs

From To Diameter Recovery RemarksInspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater not observed during drilling.3. Upon completion window sample backfilled with arisings.

504457E - 488615N


Yorkshire ForwardWindow Sampler

A022666-2

26.03 mAOD

WS1

Final

MP

08/07/0808/07/08

BH

1.20m

2.20m

3.20m

4.20m

5.20m

2.20m

3.20m

4.20m

5.20m

6.20m

-

-

-

-

-

-

-

-

-

-

N=8 (1,1/2,2,2,2)

N=9 (2,1/2,3,2,2)

N=9 (1,0/1,3,2,3)

N=24 (3,3/5,6,6,7)

N=25 (3,5/6,5,7,7)

N=23 (3,4/4,5,6,8)

25.93

23.83

22.53

19.38

0.10

2.20

3.50

6.65

1.20

1.50

1.902.00

2.202.20-2.65

2.402.50-3.00

3.103.20

3.20-3.59

3.50

4.00

4.204.20-4.65

4.30

4.60

5.205.20-5.65

5.60

6.206.20-6.65

S

B1

C2D3

SD4D5B6

D7S

D8

D9

B10

SD11D11

B12

SD13

D13

SD14

MADE GROUND: Grass over brown slightly sandy clayeyTOPSOIL.

MADE GROUND: Loose brown slightly clayey sandy angular to subangular fine to coarse GRAVEL of concrete, brick,sandstone and occasional wood.

From 1.50m bgl with frequent pockets (60x60mm) ofslightly sandy slightly gravelly CLAY.

MADE GROUND: Firm brown to orange brown and blackslightly sandy gravelly CLAY. Gravel is angular tosubangular fine to coarse of sandstone, brick, shale andcoal. Occasional rootlets encountered.

Stiff brown to red brown slightly gravelly sandyCLAY.Gravel is angular to subangular fine of mudstone andflint.

From 4.20m bgl occasional pockets (60x60mm) of sand.

End of Window Sample at 6.65 m

1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504451E - 488623N



A022666-2

26.13 mAOD

WS2

Final

MP

08/07/0808/07/08

BH

1.20m

2.20m

3.20m

4.20m

2.20m

3.20m

4.20m

5.20m

-

-

-

-

-

-

-

-

N=8 (1,2/2,1,2,3)

N=11 (1,2/2,3,3,3)

N=17 (1,0/2,4,4,7)

N=24 (1,2/5,5,6,8)

N=34 (4,6/7,7,10,10)

26.03

24.23

23.13

22.53

20.48

0.10

1.90

3.00

3.60

5.65

0.50

1.201.20-1.65

1.50

1.80

2.00

2.202.20-2.65

2.50

3.00

3.203.20-3.59

3.40

3.60

4.00

4.204.20-4.65

4.80

5.205.20-5.65

B1

SD2

CH3

D4

D5

SD6

D7

D8

SD9B10

CH11

D12

SD13

B14

SD15

MADE GROUND: Tarmacadam

MADE GROUND: Loose multicoloured sandy angular tosubangular fine to coarse GRAVEL of brick, concrete,ceramic, plastic, coal and sandstone. Sand is ash. Rarecobbles and pockets of clay encountered.

MADE GROUND: Firm brown slightly sandy slightly gravellyCLAY. Gravel is angular to subangular fine to medium ofsandstone and coal.

MADE GROUND: Stiff orange brown sandy slightly gravellyCLAY. Gravel is angular to subangular fine to medium ofsandstone and coal.

Stiff becoming very stiff brown to orange brown slightlygravelly CLAY. Gravel is angular to subangular fine ofmudstone and flint.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504429E - 488603N



A022666-2

27.43 mAOD

WS3

Final

MP

09/07/0809/07/08

BH

1.20m

2.20m

3.20m

4.20m

5.20m

2.20m

3.20m

4.20m

5.20m

6.20m

-

-

-

-

-

-

-

-

-

-

N=6 (1,0/1,2,1,2)

N=11 (1,1/3,2,3,3)

N=18 (1,3/4,4,5,5)

N=23 (2,3/4,6,6,7)

N=29 (2,4/6,6,8,9)

N=25 (2,4/4,5,7,9)

27.33

26.23

24.43

20.73

0.10

1.20

3.00

6.70

0.50

0.70

1.201.20-1.73

1.40

2.102.20

2.20-2.65

3.00

3.203.20-3.65

3.50

4.204.20-4.65

4.50

5.205.20-5.65

5.50

6.206.20-6.65

CH1

D2

SD3B4

D5S

D6

D7

SD8

B9

SD10

D11

SD12

B13

SD14


MADE GROUND: Multicoloured slightly sandy clayey angularto subangular fine to coarse GRAVEL of brick, concreteand sandstone. Occasional pockets (60x60mm) of soft sandy clay throughout.

MADE GROUND: Loose brown clayey SAND and GRAVEL. Gravelis angular to subangular fine to coarse of sandstone,brick and coal.

Stiff red brown slightly sandy slightly gravelly CLAY.Gravel is angular to subangular fine of sandstone andmudstone.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504435E - 488624N



A022666-2

26.85 mAOD

WS4

Final

MP

09/07/0809/07/08

BH

1.20m

2.20m

3.20m

4.20m

5.20m

2.20m

3.20m

4.20m

5.20m

6.20m

-

-

-

-

-

-

-

-

-

-

N=5 (1,-/1,1,1,2)

N=5 (1,-/1,1,2,1)

N=12 (1,1/2,2,3,5)

N=20 (3,4/4,5,5,6)

N=24 (4,5/6,5,6,7)

N=30 (4,5/5,7,9,9)

26.70

25.95

25.45

21.65

21.25

20.15

0.15

0.90

1.40

5.20

5.60

6.70

0.50

1.20

1.50

2.00

2.202.20-2.65

3.00

3.203.20-3.65

3.80

4.204.20-4.65

4.70

5.205.20-5.65

5.50

6.206.20-6.65

CH1

SD2

B3

D4

SD5

D6

SD7

B8

SD9

D10

SD11

D12

SD13


MADE GROUND: Multicoloured sandy angular to subangularfine to coarse GRAVEL of brick, sandstone and concrete.

MADE GROUND: Soft brown slightly sandy gravelly CLAY.Gravel is angular to subangular fine to medium ofsandstone, brick, ash and coal.

Soft to firm brown slightly gravelly CLAY. Gravel isangular to subangular fine of mudstone, sandstone andoccasional cobble sized fragments.

At 2.40m bgl becoming light orange brown.

From 3.20m bgl mottled grey.


Stiff orange brown slightly gravelly sandy CLAY. Gravelis angular to subangular fine of sandstone and mudstone.

Stiff red brown slightly sandy CLAY with occasionalangular to subangular fine to coarse gravel of sandstone.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504443E - 488574N



A022666-2

27.04 mAOD

WS5

Final

MP

09/07/0809/07/08

BH

1.20m

2.20m

3.20m

4.20m

5.20m

2.20m

3.20m

4.20m

5.20m

6.20m

-

-

-

-

-

-

-

-

-

-

N=20 (1,2/8,4,4,4)

N=4(1,2/1 for150mm,1,2)

N=3(1,1/1 for150mm,1,1)

N=21 (1,2/4,5,5,7)

N=30 (4,4/5,6,9,10)

N=32 (3,5/6,8,8,10)

26.89

25.84

25.54

24.84

23.24

20.34

0.15

1.20

1.50

2.20

3.80

6.70

1.201.20-1.65

1.601.70

2.202.20-2.65

2.50

3.203.20-3.65

4.00

4.204.20-4.65

4.90

5.205.20-5.65

5.80

6.206.20-6.65

SD7

D2B3

SD4

B5

SD6

D7

SD8

D9

SD10

D11

SD12


MADE GROUND: Multicoloured sandy angular to subangularfine to coarse GRAVEL of brick, sandstone and coal.

MADE GROUND: Medium dense red angular to subangular fineto coarse GRAVEL of brick.

MADE GROUND: Multicoloured slightly clayey sandy angularto subangular fine to coarse GRAVEL of sandstone andbrick with occasional coal. Many cobbles of sandstoneencountered.

MADE GROUND: Very loose yellow brown sandy angular tosubangular fine to coarse GRAVEL of sandstone with somecobble sized fragments.

Stiff red brown slightly sandy slightly gravelly CLAY.Gravel is angular to subangular fine of sandstone andmudstone.

From 5.20m bgl becoming very stiff.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504449E - 488645N



A022666-2

26.13 mAOD

WS6

Final

MP

09/07/0809/07/08

BH

1.20m

2.20m

3.20m

2.20m

3.20m

4.20m

-

-

-

-

-

-

N=7 (1,1/2,1,2,2)

N=9 (1,1/2,3,2,2)

N=22 (2,4/4,5,6,7)

50 for 256mm50 (12,12/13,15,15,7 for31mm)

25.98

24.13

23.73

21.53

0.15

2.00

2.40

4.60

0.70

1.201.20-1.65

2.00

2.202.20-2.65

2.30

2.70

3.203.20-3.65

3.80

4.204.20-4.60

CH1

SD2

D3

SD4D5

D6

SD7

D8

SD9


MADE GROUND: Loose multicoloured sandy angular tosubangular fine to coarse GRAVEL of brick, coal, concrete and sandstone.

From 1.60m bgl becoming clayey.

MADE GROUND: Firm orange brown slightly sandy slightlygravelly CLAY. Gravel is angular to subangular fine tocoarse of brick and sandstone.

Stiff orange brown to red brown slightly gravelly CLAY.Gravel is angular to subangular fine of coal, sandstoneand mudstone.

From 4.20m bgl becoming very stiff to hard.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504463E - 488583N


Yorkshire ForwardHand Held Window Sampler

A022666-2

16.20 mAOD

WS7

Final

MP

09/07/0809/07/08

BH

15.85

15.70

13.00

0.35

0.50

3.20

0.400.50

1.50

2.00

D1D2

CH3

B4

MADE GROUND: Reinforced CONCRETE.

MADE GROUND: Firm dark brown to black slightly sandygravelly CLAY. Gravel is angular to subangular fine tocoarse of brick, concrete, ash and sandstone.

MADE GROUND: Light brown to orange brown very sandyangular to subangular fine to coarse GRAVEL of sandstoneand occasional brick.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs

From To Diameter Recovery RemarksInspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater not observed during drilling.3. Upon completion window sample backfilled with arisings.4. Base of void estimated at 2m bgl

504467E - 488598N



A022666-2

17.30 mAOD

WS8

Final

MP

09/07/0809/07/08

BH

17.15

15.30

0.15

2.00

MADE GROUND: Concrete with rebar at base.

VOID: Previous flats basement.


1:50 Sheet 1 of 1

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Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs

From To Diameter Recovery RemarksInspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater strike observed at 3.00m bgl.3. Upon completion window sample backfilled with arisings.

504473E - 488609N



A022666-2

17.45 mAOD

WS9

Final

MP

09/07/0809/07/08

BH

3.00m - - Seepage

16.35

14.45

12.45

1.10

3.00

5.00

3.00

0.30

0.90

1.60

2.50

3.40

D1

CH2

D3

D4

D5

MADE GROUND: Firm to stiff brown slightly sandy slightlygravelly CLAY. Gravel is angular to subangular fine tocoarse of brick, sandstone, coal, concrete and slag.Occasional roots.

Stiff brown to red brown slightly sandy slightly gravelly CLAY. Gravel is angular to subangular fine of sandstoneand mudstone.

At 1.50m bgl becoming very stiff.

Brown slightly clayey slightly sandy angular to roundedfine to medium GRAVEL of sandstone, mudstone and flint.

From 3.90m to 4.00m bgl pocket of fine to medium SAND.From 4.00m bgl dense.


1:50 Sheet 1 of 1

Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504467E - 488577N



A022666-2

14.78 mAOD

WS10

Final

MP

09/07/0809/07/08

BH

N=1 (1,0/0,0,1,0)

N=2 (1,1/0,0,1,1)

N=4 (1,1/1,1,1,1)

N=3 (1,1/1,0,1,1)

N=6 (1,1/1,1,2,2)

N=5 (1,1/1,1,1,2)

N=3 (1,0/1,1,0,1)

N=4 (1,1/1,1,1,1)

14.58

10.78

9.78

9.28

8.08

7.78

6.33

0.20

4.00

5.00

5.50

6.70

7.00

8.45

0.80

1.00

1.201.20-1.65

2.002.00-2.45

2.50

3.003.00-3.45

3.50

4.004.00-4.45

4.70

5.005.00-5.45

5.20

5.80

6.006.00-6.45

6.30

7.007.00-7.45

7.50

7.80

8.00

CH1

D2

SD3

SD4

D5

SD6

D7

SD8

D9

SD10D11

D12

SD13

D14

SD15

D16

D17

S


MADE GROUND: Very soft multicoloured slightly sandygravelly CLAY. Gravel is angular to subangular fine tocoarse of brick, sandstone, coal and concrete.

From 3.20m bgl becoming very sandy.

MADE GROUND: Very loose dark brown to black slightlygravelly very clayey SAND. Gravel is angular tosubangular fine to medium of sandstone and brick.

MADE GROUND: Soft dark brown slightly sandy CLAY withoccasional angular to subangular fine gravel of sandstone and mudstone.

MADE GROUND: Soft dark brown very sandy CLAY.

MADE GROUND: Firm dark brown to black slightly sandy CLAY with occasional angular to subangular fine to mediumgravel of sandstone.

MADE GROUND: Very soft dark brown gravelly CLAY. Gravelis angular to subangular fine to coarse of sandstone.


1:50

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504453E - 488634N



A022666-2

26.21 mAOD

WS11

Final

MP

09/07/0809/07/08

BH

N=3 (1,0/1,0,1,1)

0 for 0mm1 for 450mm

N=9 (1,0/1,2,2,4)

N=15 (1,2/2,3,4,6)

N=23 (3,4/5,5,6,7)

N=27 (3,4/6,6,7,8)

25.91

25.31

23.41

21.61

19.76

0.30

0.90

2.80

4.60

6.45

1.201.20-1.60

1.40

2.20

2.90

3.203.20-3.73

3.80

4.204.20-4.65

4.50

5.205.20-5.65

5.60

6.206.20-6.65

SD6D2

S

D3

SD4

D5

SD6

D7

SD8

D9

SD10


MADE GROUND: Dark brown sandy angular to subangular fineto coarse GRAVEL of brick, sandstone and concrete.

MADE GROUND: Very soft dark brown slightly sandy gravelly CLAY with frequent organic matter (< 5mm). Gravel isangular to subangular fine to coarse of brick, sandstone, glass and coal.

From 1.50m bgl becoming sandy.

Firm orange brown slightly sandy gravelly CLAY withoccasional organic matter (< 5mm). Gravel is angular tosubangular fine to coarse of sandstone and coal.

At 3.60m bgl becoming grey brown.

Stiff brown gravelly CLAY. Gravel is angular tosubangular fine to coarse of sandstone, mudstone andcoal.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504423E - 488621N



A022666-2

27.76 mAOD

WS12

Final

MP

10/07/0810/07/08

BH

N=4 (1,0/1,1,1,1)

N=10 (1,1/1,2,3,4)

N=21 (2,2/4,5,6,6)

N=21 (1,2/4,4,7,6)

N=15 (1,2/2,3,4,6)

27.61

26.56

25.46

22.31

0.15

1.20

2.30

5.45

0.50

1.201.20-1.65

1.80

2.002.00-2.45

2.60

3.003.00-3.45

3.60

4.004.00-4.45

4.60

5.005.00-5.45

B1

SD2

D3

SD4

D5

SD6

D7

SD8

D9

SD10


MADE GROUND: Multicoloured slightly sandy angular tosubangular fine to coarse GRAVEL of brick, concrete, slag and sandstone. Some cobbles of brick and sandstoneencountered.

MADE GROUND: Soft becoming firm brown slightly sandygravelly CLAY. Gravel is angular to subangular fine ofcoal, sandstone and mudstone.

Stiff red brown slightly gravelly CLAY. Gravel is angular to subangular fine to coarse of sandstone and mudstone.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504503E - 488560N



A022666-2

4.75 mAOD

WS13

Final

MP

10/07/0810/07/08

BH

N=28 (4,4/5,5,8,10)

N=47 (5,9/12,15,10,10)

N=9 (2,1/2,2,2,3)

N=13 (2,2/3,3,3,4)

4.654.554.45

3.95

3.35

1.25

0.30

0.100.200.30

0.80

1.40

3.50

4.45

0.50

1.00

1.201.20-1.65

1.70

2.002.00-2.45

2.50

2.903.00

3.00-3.453.20

3.70

4.004.00-4.45

D1

D2

SD3

B4

SD5

D6

D7S

D8D9

D10

SD11

MADE GROUND: Tarmacadam,

MADE GROUND: Multicoloured sandy angular to subangularfine to coarse GRAVEL of sandstone and brick.

MADE GROUND: TARMACADAM.

MADE GROUND: Orange brown slightly gravelly fine tomedium SAND. Gravel is angular to subangular fine ofcoal.

Stiff red brown slightly sandy slightly gravelly CLAY.Gravel is angular to subangular fine of mudstone,sandstone and coal.

Dense light brown slightly gravelly fine to medium SAND.Gravel is angular to subangular fine to medium ofsandstone.

At 2.50m bgl band of firm red brown slightly gravellyboulder clay.

From 3.00m bgl becoming loose.

Firm red brown slightly sandy CLAY.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504512E - 488575N



A022666-2

4.77 mAOD

WS14

Final

MP

10/07/0810/07/08

BH

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

N=27 (2,3/4,5,8,10)

N=11 (6,3/2,2,3,4)

N=50 (6,8/10,10,15,15)

4.67

4.47

3.77

3.27

2.27

1.27

0.32

0.10

0.30

1.00

1.50

2.50

3.50

4.45

1.101.20

1.20-1.65

1.902.00

2.00-2.452.20

3.003.00-3.45

3.80

4.004.00-4.45

D1S

D2

B3S

D4D5

SD6

D7

SD8


MADE GROUND: Black sandy angular to subangular fine tocoarse GRAVEL of concrete, tarmacadam and coal.

MADE GROUND: Light brown gravelly fine to medium SAND.Gravel is angular to subangular fine to coarse ofsandstone and occasional coal.

Firm brown to red brown sandy CLAY with occasionalgravel. Gravel is angular to subangular fine to medium of mudstone and sandstone.

Medium dense yellow brown slightly clayey slightlygravelly fine to medium SAND. Gravel is angular tosubangular fine to coarse of sandstone.

From 2.00m to 2.50m bgl pockets of firm red brownslightly gravelly clay.

Medium dense dark brown fine to medium SAND.

Very stiff red brown slightly gravelly CLAY. Gravel isangular to subangular fine to medium of sandstone andmudstone.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs

From To Diameter Recovery RemarksInspection pit hand excavated to 1.20m bgl prior to drilling.1.2. Groundwater not observed during drilling.3. Window sample terminated at 2.45m bgl due to hole collapsing in.4. Upon completion window sample backfilled with arisings.

504519E - 488588N



A022666-2

4.85 mAOD

WS15

Final

MP

10/07/0810/07/08

BH

N=4 (1,1/1,1,1,1)

N=50 (10,9/13,12,20,5)

4.70

3.85

2.95

2.40

0.050.15

1.00

1.90

2.45

0.50

1.00

1.201.20-1.65

1.60

2.002.00-2.45

CH1B2

D3

SD4

D5

SD6

MADE GROUND: Paving stone.

MADE GROUND: Dark brown fine to medium SAND.

MADE GROUND: Multicoloured very sandy angular tosubangular fine to coarse GRAVEL of brick, concrete,sandstone, coal, ceramic and pottery with some cobbles of brick and concrete.

At 0.40m bgl old drum.

MADE GROUND: Soft brown slightly gravelly sandy CLAY.Gravel is angular to subangular fine to medium of brick,coal and sandstone with pockets of fine brown sand.

Dense to very dense orange brown slightly gravelly fineto medium SAND. Gravel is angular to subangular fine tomedium of sandstone. (Window sample terminated due tohole collapsing in).


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)Casing

WaterStrike

Installation

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD)(m)

(m)


:

::

:


Window Sampler Runs


504447E - 488597N



A022666-2

26.35 mAOD

WS16

Final

MP

10/07/0810/07/08

BH

N=7 (4,3/3,2,1,1)

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

N=18 (2,3/3,4,5,6)

N=19 (2,3/4,5,5,5)

N=24 (2,3/5,6,6,7)

N=28 (4,5/6,6,8,8)

26.20

25.35

24.55

19.70

0.15

1.00

1.80

6.65

1.201.20-1.65

1.40

2.00

2.202.20-2.65

2.90

3.203.20-3.65

3.70

4.204.20-4.65

5.205.20-5.65

6.206.20-6.65

SD5D2

D3

SD4

D5

SD6

D7

SD8

SD9

SD10

MADE GROUND: TARMACADAM.

MADE GROUND: Grey sandy angular to subangular fine tocoarse GRAVEL of concrete, sandstone and occasionalbrick.

MADE GROUND: Loose orange brown sandy very clayey angular to subangular fine to coarse GRAVEL of brick andsandstone.

Firm orange brown mottled grey slightly gravelly CLAY.Gravel is angular to subangular fine of coal.

From 2.20m bgl becoming stiff and fine gravel ofsandstone and coal, colour is red brown.

From 3.30m to 3.40m bgl pocket of friable clay.


1:50 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:


Trial Pit Number

Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater

TypeNotes / Remarks

Logged ByChecked By

(mOD) (m)


:

::

:


Excavation Information

Length

Width

Orientation

Stability

:

:

:

:

:Shoring

Groundwater not observed during excavation.1.2. Upon completion hand excavated pit backfilled with arisings.

504484E - 488612N


Yorkshire ForwardHand Excavated.

A022666-2

15.10 mAOD

-

-

-

Stable.

Final

HDP1

MP

11/07/0811/07/08

BH

15.00

14.70

0.10

0.400.40 CH001

MADE GROUND: Reinforced CONCRETE.

Made Ground: Brown very sandy angular to subangular,fine to coarse GRAVEL of concrete, brick and sandstone.Sand is fine to coarse with some ash.

End of Trial Pit at 0.40 m

1:50 Sheet 1 of 1

Appendix B

ESG 2014 Ground Investigation Data

subrounded fine to coarse GRAVEL oflimestone, sandstone and concrete.(MADE GROUND)Brown, yellow and red sandy clayey subangularto subrounded fine to coarse GRAVEL ofbrick, concrete and limestone.(MADE GROUND)

Stiff brown mottled yellow slightly sandy tosandy, slightly gravelly CLAY. Gravel issubangular to subrounded fine to coarse ofbrick, sandstone and mudstone.(Possible MADE GROUND)

1:50

Time Tools usedFrom to (m)

Checked

Equipment, Methods and Remarks

Backfill/

Coordinates

ChisellingDepths (m)

Samples and Tests

Project

to

No. Post strike behaviour Depth sealed

Project No.

Carried out for

Diameter Casing Depth

StrataDepth Date Time Depth,Level Legend

Start

End

(Thickness)Casing Water

Groundwater EntriesStruck

Notes: For explanation of symbols and

Instruments

(m)

abbreviations see key sheet. All depths and reducedlevels in metres. Stratum thickness given in bracketsin depth column.

Description

Depth from

Borehole

Scale

Depth Related Remarks *

Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole Log

None observed (see Key Sheet)

JBNBPH

08/05/2014

09/05/2014

Type & No

Type & No

Dando 150.Cable percussion boring.SPT Hammer ID: **, Rod type: **.

Records

Records

426.4812/09/2014 17:46:06(c) ESG www.esg.co.uk

SCARBOROUGH TOWN HALL DEVELOPEMENT SITE

A4027-14

Scarborough Borough Council

Stratum continues to 14.00 m

National Grid

Chainage

CP101Sheet 1 of 3

+34.32 mODE 504386.03N 488548.61

2.00 PID=0.00ppmv, 3.00m PID=0.00ppmv, 4.00m PID=0.00ppmv.4.00 PID=0.00ppmv, 5.00m PID=0.10ppmv, 8.00m PID=0.10ppmv.

10.00 PID=0.00ppmv.

20.50m0.00m 200mm25.45m20.50m 150mm

15.00m

0.00-1.20 m Hand excavatedinspection pit.

*

*

1.80-2.70 m firm tostiff

4.00-4.10 m sandylenses

5.00-5.35 m drillerreports light brown

damp sand

7.00 m slightlysandy

0.20-0.50

0.50-1.00

1.20-1.651.20-1.65

1.65-2.00

2.00-2.452.00-2.45

2.50-3.00

3.00-3.45

3.45-3.603.60-4.00

4.00-4.454.00-4.45

4.50-5.00

5.00-5.455.00-5.45

5.50-6.00

6.00-6.506.00-6.45

6.50-6.956.50-6.95

7.50-8.00

8.00-8.45

8.60-9.05

9.05-9.209.20-10.00

B 1

B 2

SPT SD 6

B 7

SPT SD 9

B 11

U 13

D 14B 16

SPT SD 18

B 20

SPT SD 22

B 23

B 25U NR

SPT SD 26

B 28

U NR

U 30

D 31B 33

N=3 (1,0/1,1,1,0)

N=9 (1,0/2,2,2,3)

32 blows

N=17 (4,4/3,4,4,6)

N=16 (3,4/5,4,3,4)

47 blows No recovery

N=21 (2,2/3,5,6,7)


89 blows

1.50

3.00

3.00

4.50

4.50

4.50

7.50

7.50

dry

dry

dry

dry

dry

dry

dry

dry

dry

0.150.40

1.80

(1.40)

(12.20)

+34.17

+33.92

+32.52

CONCRETE.(MADE GROUND)Yellow and white sandy subangular to

http://www.esg.co.uk/


Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole Log


JBNBPH

08/05/2014

09/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:46:07(c) ESG www.esg.co.uk


A4027-14



(Continued from Sheet 1)(Continued from Sheet 1)

National Grid

Chainage

CP101Sheet 2 of 3

+34.32 mODE 504386.03N 488548.61

10.00 PID=0.00ppmv.13.00 PID=0.00ppmv, 16.00m PID=0.00ppmv, 19.00m PID=0.00ppmv.

20.50m0.00m 200mm25.45m20.50m 150mm

15.00m

*

*

14.50-14.70 mbrown very clayey

fine to coarse sandband

10.00-10.4510.00-10.45

11.00-11.50

11.50-11.95

12.50-13.00

13.00-13.4513.00-13.45

14.00-14.50

14.50-14.95

14.95-15.10

15.50-16.00

16.00-16.4516.00-16.50

17.00-17.50

17.50-17.95

17.95-18.10

18.50-19.00

19.00-19.4519.00-19.45

SPT SD 35

B 37

U 38

B 40

SPT SD 42

B 44

U 45

D 46

B 48

SPT SD 50

B 52

U 53

D 54

B 56

SPT SD 58

N=20 (3,3/3,4,5,8)

53 blows

N=26 (4,4/5,6,7,8)

58 blows

N=25 (5,5/5,5,7,8)

47 blows

N=40 (4,6/8,10,12,10)

7.50

7.50

7.50

7.50

15.00

15.00

15.00

dry

dry

dry

dry

dry

dry

dry

14.00

(11.45)

+20.32

Stiff brown mottled yellow slightly sandy tosandy, slightly gravelly CLAY. Gravel issubangular to subrounded fine to coarse ofbrick, sandstone and mudstone.(Possible MADE GROUND)

Stiff brown slightly sandy slightly gravellyCLAY. Gravel is angular fine to medium ofsandstone, quartzite and mudstone

1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole Log


JBNBPH

08/05/2014

09/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:46:07(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP101Sheet 3 of 3

+34.32 mODE 504386.03N 488548.61

22.00 PID=0.00ppmv, 25.00m PID=0.00ppmv.

20.50m0.00m 200mm25.45m20.50m 150mm

15.00m

*

22.60-23.95 mdriller reports light

brown silty sand

20.00-20.50

20.50-20.95

20.95-21.10

21.50-22.00

22.00-22.4522.00-22.45

22.60-22.90

23.00-23.50

23.50-23.95

23.95-24.10

24.50-25.00

25.00-25.4525.00-25.45

B 60

U 61

D 62

B 64

SPT SD 66

D 67

B 69

U 70

D 71

B 73

SPT SD 75

64 blows

N=31 (4,3/7,7,8,9)

76 blows

N=38 (4,6/8,9,11,10)

08/05/201415.0009/05/201415.00

15.00

15.00

09/05/201415.00

1800dry

dry

dry

dry

1800dry 25.45 +8.87

Stiff brown slightly sandy slightly gravellyCLAY. Gravel is angular fine to medium ofsandstone, quartzite and mudstone

EXPLORATORY HOLE ENDS AT 25.45 m

1:50


Stiff orange and brown mottled grey slightlysandy slightly gravelly CLAY. Gravel issubangular to subrounded fine to medium ofquartzite, brick and mudstone.(MADE GROUND)

Medium dense to dense orange and browngravelly slightly clayey fine to coarse SAND.Gravel is subangular to subrounded fine tocoarse of brick and quartz.(MADE GROUND)

Stiff orange and brown slightly sandyslightly gravelly CLAY. Gravel is subangularto subrounded fine to coarse of brick, quartzand mudstone.(Possible MADE GROUND)

1:50


Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogJBNBPH

29/04/2014

02/05/2014

Type & No

Type & No

Dando.Cable percussion boring.SPT Hammer ID: ***, Rod type: ***.

Records

Records

426.4812/09/2014 17:38:05(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP102Sheet 1 of 3

+29.08 mODE 504394.50N 488582.75

24.00m0.00m 200mm25.00m24.00m 150mm

12.00m


0.500.500.50

1.001.001.00

1.20-1.651.50-2.00

2.00-2.452.00-2.45

2.50-3.00

3.00-3.45

3.50-4.00

4.00-4.454.00-4.454.00-4.50

5.00-5.455.00-5.45

5.50-6.00

6.00-6.45

6.45-6.60

7.00-7.50

7.50-7.957.50-7.95

8.00-9.00

9.00-9.45

9.45-9.60

B 1D 2

ES 3

B 4D 5

ES 6U 7B 8

SPT SD 9

B 10

U 11

B 12

SPT SD 13B 14

SPT SD 15

B 17

U 18

D 19

B 20

SPT SD 21

B 22

U 23

D 24

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

75 blows

N=29 (7,7/6,6,5,12)

N=24 (4,5/6,6,6,6)

114 blows

N=26 (6,6/5,6,7,8)

48 blows

28/04/2014

29/04/2014

1.50

3.00

4.00

4.50

6.00

6.00

9.00

1800dry

drydry

dry

dry

dry

dry

dry

dry

dry

0.200.40

1.00

1.40

3.20

4.80

(0.60)

(0.40)

(1.80)

(1.60)

(9.20)

+28.88

+28.68

+28.08

+27.68

+25.88

+24.28

CONCRETE.(MADE GROUND)Yellow white sandy slightly clayey subangularto subrounded fine to coarse GRAVEL oflimestone, brick and concrete.(MADE GROUND)Stiff brown slightly sandy slightly gravellyCLAY. Gravel is angular to subangular fine tocoarse of brick, concrete and limestone.(MADE GROUND)Stiff orange and brown mottled grey slightlysandy gravelly CLAY. Gravel is angular fineto coarse of brick, concrete and limestone.(MADE GROUND)



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogJBNBPH

29/04/2014

02/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:06(c) ESG www.esg.co.uk


A4027-14




National Grid

Chainage

CP102Sheet 2 of 3

+29.08 mODE 504394.50N 488582.75

19.001 Overnight Entry -

24.00m0.00m 200mm25.00m24.00m 150mm

12.00m

11.00-11.50

11.50-11.9511.50-11.95

12.00-12.45

12.45-12.60

13.00-13.50

13.50-13.9513.50-13.95

14.50-15.00

15.00-15.45

15.45-15.60

16.00-16.50

16.50-16.9516.50-16.95

17.00-18.00

18.00-18.45

19.00-19.50

19.50-19.9519.50-19.95

B 27

SPT SD 28

U 30

D 31

B 33

SPT SD 34

B 36

U 38

D 39

B 41

SPT SD 42

B 44

U 45

B 48

SPT SD 49

N=33 (6,7/6,7,7,13)

59 blows

N=35 (5,5/8,8,9,10)

44 blows

N=31 (5,6/8,8,8,7)

74 blows

N=27 (5,6/7,7,7,6)

9.00

9.00

12.00

12.00

12.00

12.00

29/04/201412.0030/04/201412.00

12.00

dry

dry

dry

dry

dry

dry

1800dry

18.10

dry

14.00

(11.00)

+15.08

1

1

Stiff orange and brown slightly sandyslightly gravelly CLAY. Gravel is subangularto subrounded fine to coarse of brick, quartzand mudstone.(Possible MADE GROUND)

Stiff brown slightly sandy slightly gravellyCLAY. Gravel is subangular to subrounded fineto coarse of mudstone, sandstone andquartzite.19.20m to 21.60m, driller reports laminatedclay.

1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogJBNBPH

29/04/2014

02/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:07(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP102Sheet 3 of 3

+29.08 mODE 504394.50N 488582.75

24.00m0.00m 200mm25.00m24.00m 150mm

12.00m

21.60-21.90 mdriller reports sand

band

20.00-21.00

21.00-21.45

21.45-21.60

22.00-22.50

22.50-22.9522.50-22.95

23.00-24.00

24.00-24.7324.00-24.45

24.70-25.1524.70-25.15

B 51

U 53

D 54

B 56

SPT SD 57

B 59

B 61U NR

SPT SD 62

53 blows 400 mm rec

N=43 (8,8/11,11,10,11)


N=52 (7,9/10,10,14,18)

12.00

12.00

12.00

30/04/201412.00

dry

dry

dry

1800dry 25.00 +4.08

Stiff brown slightly sandy slightly gravellyCLAY. Gravel is subangular to subrounded fineto coarse of mudstone, sandstone andquartzite.19.20m to 21.60m, driller reports laminatedclay.


1:50


MACADAM.(MADE GROUND)Crushed hardcore and macadam.(MADE GROUND)(Driller's description)Dark grey and black gravelly SAND. Gravel issubangular to subrounded fine to coarse ofbrick, macadam, and sandstone.(MADE GROUND)Soft to firm red brown slightly sandyslightly gravelly CLAY. Gravel is subangularto subrounded fine to medium of variouslithologies including sandstone, siltstoneand mudstone.Medium dense to dense yellow and brown verygravelly SAND with occasional cobbles ofsandstone. Gravel is subrounded to roundedfine to coarse of various lithologiesincluding quartzite, sandstone, siltstone andmudstone.

Firm red and brown slightly sandy slightlygravelly CLAY. Gravel is subangular tosubrounded of sandstone and siltstone.

Firm to stiff grey slightly sandy slightlygravelly CLAY. Gravel is subangular ofmudstone.Firm to stiff red and brown CLAY.Below 7.00m, with subangular to subroundedfine and medium gravel of sandstone,siltstone and mudstone.

Grey and brown slightly clayey GRAVEL withoccasional cobbles. Gravel is angular tosubangular of sandstone, siltstone andmudstone.

Stiff grey and brown slightly sandy slightly

1:50


Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLNCPH

14/05/2014

15/05/2014

Type & No

Type & No

Dando 2000.Cable percussion boring.SPT Hammer ID: TS2, Rod type: NWY.

Records

Records

426.4812/09/2014 17:38:10(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP103Sheet 1 of 2

+15.34 mODE 504472.39N 488589.32

8.701 Rose to 7.61 m after 20 minutes. 9.80 1.50 2.50 Water added to assist boring.

6.00m0.00m 200mm16.72m6.00m 150mm

6.00m15.20m

8.70 -9.00 30 mins


*

0.00-0.50

0.500.50-1.20

1.201.20-1.65

1.80-2.002.00-2.452.00-2.50

3.00-3.453.00

3.00-3.50

4.004.00-4.45

4.60

5.00-5.455.00-5.455.00-5.50

6.506.50-6.95

7.00

8.00-8.458.008.00

8.00-8.458.00-8.50

9.50-9.959.50

9.50-10.00

B 1

D 4B 6

D 7U 8

D NRSPT CB 13

SPT CD 16B 17

D 20U 21

D 22

SPT SD 26B 27

D 29U 30

D 31

SPT SD 25D 35D 36B 37

SPT CD 39B 40

79 blows

N=21 (3,4/4,6,5,6)

N=34 (4,7/8,8,9,9)

149 blows

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

79 blows

N=19 (3,4/5,4,5,5)

N=28 (3,5/6,6,7,9)

14/05/2014

2.00

3.00

4.00

4.50

6.50

8.00

9.40

dry

0.68

1.25

dry

dry

dry

dry

7.91

0.200.40

0.70

1.50

3.70

4.30

4.70

8.70

9.60

(0.30)

(0.80)

(2.20)

(0.60)

(0.40)

(4.00)

(0.90)

+15.14

+14.94

+14.64

+13.84

+11.64

+11.04

+10.64

+6.64

+5.74

1

1



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLNCPH

14/05/2014

15/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:11(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP103Sheet 2 of 2

+15.34 mODE 504472.39N 488589.32

16.702 Rose to 0.00 m after 5 minutes. Artesian. - 16.72 Borehole terminated due to artesian water.

6.00m0.00m 200mm16.72m6.00m 150mm

6.00m15.20m

*

11.70-13.20 mdriller reports silty

fine sand with claybands

11.0011.00

11.00-11.45

11.60

12.50-12.9512.50

12.50-13.00

14.0014.00-14.45

14.60

15.50-15.9515.50

15.50-15.9515.50-16.00

16.70

D 42D 43U 44

D 45

SPT SD 47B 48

D 51U 52

D 53

SPT SD 54D 55B 56

D 57

61 blows

N=27 (4,6/6,7,7,7)

169 blows

N=27 (4,6/7,6,7,7)

10.80

12.30

13.70

15/05/201415.20

dry

11.91

dry

dry 16.7016.72

(7.10)

-1.36-1.38

2

gravelly CLAY. Gravel is angular tosubangular of sandstone, siltstone andmudstone. Occasional cobbles of subangularsandstone and siltstone.

Grey and brown SAND AND GRAVEL. Gravel isfine to coarse of sandstone and siltstone.


1:50


Youngky.Panjaitan

Highlight

+26.05

+19.75

1

1

CONCRETE.(MADE GROUND)Brick and concrete FILL.(MADE GROUND)Soft to firm brown slightly sandy slightlygravelly CLAY. Gravel is angular tosubrounded fine to coarse of variouslithologies including brick, sandstone andconcrete.(MADE GROUND)Below approximately 3.00m becoming soft.

Stiff brown slightly sandy slightly gravellyCLAY. Gravel is subangular to rounded fine tocoarse of mudstone, sandstone and quartz.

1:50


Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLJMHPH

07/05/2014

13/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:14(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

CP104Sheet 1 of 4

+26.35 mODE 504447.17N 488630.79

10.001 Rose to 9.06 m after 20 minutes. -

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m35.00m

3.70 -3.90 30 mins8.80 -9.10 30 mins


6.60-8.80 m drillerreports possible

made ground withbrick and

sandstoneboulders

0.00-0.50

0.500.50

0.50-1.20

1.201.20-1.65

1.802.00-2.45

2.002.00

2.00-2.452.00-2.50

3.003.00

3.00-3.45

3.60

4.00-4.454.004.00

4.00-4.50

5.005.00

5.00-5.45

5.60

6.50-6.956.50

6.50-6.956.50-7.00

8.008.00-8.45

8.60

9.50-9.959.50

9.50-9.959.50-10.00

B 1

D 2ES 4B 6

D 7U 8

D 9SPT SES 10D 12D 13B 14

ES 15D 17U 18

D 19

SPT SES 20D 22B 23

ES 24D 26U 27

D 28

SPT SD 30D 31B 32

D 35U 36

D 37

SPT SD 39D 40B 41

46 blows

N=9 (1,2/3,2,2,2)

69 blows

N=5 (0,0/0,2,1,2)

39 blows

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

161 blows

N=32 (4,7/7,8,9,8)

07/05/20141.201.2008/05/20141.20

2.00

3.00

3.40

4.80

6.00

7.80

9.30

1800drydrydry

dry

dry

dry

dry

dry

dry

dry

0.100.30

6.60

(6.30)

(3.40)

+26.25



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLJMHPH

07/05/2014

13/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:15(c) ESG www.esg.co.uk


A4027-14



(Continued from Sheet 1)

National Grid

Chainage

CP104Sheet 2 of 4

+26.35 mODE 504447.17N 488630.79

10.001 Rose to 9.06 m after 20 minutes. -17.802 Rose to 12.47 m after 20 minutes. -

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m35.00m

10.70 -11.00 45 mins11.90 -12.10 30 mins19.20 -19.60 45 mins

11.00-11.4511.00

11.00-11.50

12.5012.50-12.95

13.10

14.00-14.4514.00

14.00-14.4514.00-14.45

15.5015.50-16.00

17.00-17.4517.00

17.00-17.4517.00-17.50

18.50-18.9518.50

18.50-19.00

SPT SD 44B 45

D 47U 48

D 49

SPT SD 52D 53B 54

D 56B 57

SPT SD 60D 61B 62

SPT SD 64B 65

N=31 (3,6/7,9,8,7)

143 blows

N=36 (4,6/8,9,10,9)

N=31 (4,6/8,7,8,8)

N=28 (3,5/6,7,7,8)

11.00

12.30

13.50

13.50

08/05/201418.5018.5009/05/201418.50

9.41

dry

dry

dry

1800dry

11.9511.95

10.00

12.20

17.80

(2.20)

(5.60)

(3.60)

+16.35

+14.15

+8.552

2

Medium dense to dense brown slightly sandysubangular to rounded fine to coarse GRAVELof various lithologies including sandstone,mudstone and quartz.Driller reports cobbles and boulders.

Stiff brown slightly sandy slightly gravellyCLAY. Gravel is subangular to rounded fine tocoarse of mudstone.

Medium dense brown gravelly clayey fine tocoarse SAND. Gravel is angular to subangularfine to medium of various lithologiesincluding mudstone, quartz and sandstone.Driller reports occasional cobbles.

1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLJMHPH

07/05/2014

13/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:16(c) ESG www.esg.co.uk


A4027-14




National Grid

Chainage

CP104Sheet 3 of 4

+26.35 mODE 504447.17N 488630.79

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m35.00m

21.00 -21.40 45 mins29.50 -29.80 45 mins

20.00-20.4520.00

20.00-20.4520.00-20.50

21.50-21.9521.50

21.50-22.00

23.00-23.4523.00

23.00-23.50

24.50-24.9524.50

24.50-25.00

26.00-26.4526.00

26.00-26.50

27.50-27.9527.50

27.50-27.9527.50-28.00

29.00-29.4529.00

29.00-29.50

SPT SD 68D 69B 70

SPT SD 72B 73

SPT CD 76B 77

SPT CD 79B 80

SPT SD 83B 84

SPT SD 86D 87B 88

SPT SD 91B 92

N=40 (7,9/9,10,10,11)

N=37 (6,8/8,9,10,10)

N=43 (4,6/9,10,10,14)

N=27 (3,4/7,7,6,7)

N=29 (4,5/6,6,8,9)

N=35 (4,5/7,9,9,10)

N=39 (4,7/10,9,10,10)

20.00

09/05/201421.5012/05/201421.50

23.00

24.50

25.90

28.10

29.00

13.15

180014.04

14.14

14.14

16.15

16.71

17.18

15.02

21.40

24.00

28.60

(2.60)

(4.60)

(2.60)

+4.95

+2.35

-2.25

Medium dense brown gravelly clayey fine tocoarse SAND. Gravel is angular to subangularfine to medium of various lithologiesincluding mudstone, quartz and sandstone.Driller reports occasional cobbles.

Dense to very dense brown sandy slightlyclayey angular to subrounded fine to coarseGRAVEL of various lithologies includingsandstone, mudstone and quartz with mediumcobble content. Cobbles are subangular tosubrounded of sandstone.

Dense brown gravelly clayey fine to coarseSAND. Gravel is angular to subrounded fine tocoarse of sandstone, mudstone and quartz.

Dense brown slightly gravelly fine and mediumSAND. Gravel is subangular to subroundedfine and medium of mudstone.

1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLJMHPH

07/05/2014

13/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:16(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP104Sheet 4 of 4

+26.35 mODE 504447.17N 488630.79

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m35.00m

30.60 -30.90 45 mins32.50 -32.80 45 mins34.70 -34.70 30 mins

30.50-30.9530.50

30.50-31.00

32.0032.00-32.50

33.50-33.8833.50

33.50-33.9533.50-34.00

35.00

SPT CD 94B 95

D 98B 99

SPT SD 101D 102B 103

D 106

N=48 (6,9/10,12,12,14)

50 (10,14/14,16,16)

30.20

12/05/201430.2013/05/201430.20

13/05/201435.00

18.16

180018.16

30.94

180032.14

31.20

35.00

(3.80)

-4.85

-8.65

ICESP

Dense brown slightly gravelly fine and mediumSAND. Gravel is subangular to subroundedfine and medium of mudstone.

Very stiff brown CLAY.


1:50


concrete and sandstone.(MADE GROUND)Soft black sandy slightly gravelly CLAY withlow cobble content. Gravel is angular fine tocoarse of brick, concrete and sandstone.Cobbles are subangular of brick.(MADE GROUND)

Stiff light brown slightly sandy slightlygravelly CLAY. Gravel is subangular tosubrounded fine to coarse of brick andsandstone.(MADE GROUND)

Medium dense to dense grey very sandy siltysubangular to subrounded fine to coarseGRAVEL of brick, mudstone and quartz.(MADE GROUND)

1:50


Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLNBPH

29/04/2014

02/05/2014

Type & No

Type & No

Cable percussion boring.SPT Hammer ID: ***, Rod type: ***.

Records

Records

426.4812/09/2014 17:38:20(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP105Sheet 1 of 4

+35.78 mODE 504359.04N 488555.56

10.00 11.70 Water added to assist boring.

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m33.50m

8.80 -9.00 45 mins


2.80-3.20 m soft tofirm

0.20-0.50

0.500.50

0.50-1.20

1.201.20-1.65

1.802.00

2.00-2.452.00-2.502.45-2.90

3.00-3.453.00

3.00-3.453.00-3.50

4.004.00

4.00-4.45

4.60

5.00-5.455.00

5.00-5.455.00-5.50

6.506.50-6.95

7.10

8.00-8.458.00

8.00-8.458.00-8.50

9.50-9.959.50

9.50-10.009.50-9.95

B 1

D 2ES 3B 5

D 7U 8

D 9D 12D 13B 14

SPT S

SPT SD 17D 18B 19

ES 22D 23U 24

D 25

SPT SD 28D 29B 30

D 32U 33

D 34

SPT SD 37D 38B 39

SPT SD 41B 42D NR

49 blows

N=13 (2,3/4,5,2,2)

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

126 blows

N=25 (3,4/5,6,7,7)

129 blows

N=31 (4,5/6,8,9,8)

N=26 (4,6/6,7,6,7)

1.50

3.00

29/04/20143.0030/04/20143.00

3.00

3.00

3.00

3.00

9.40

dry

dry

1800dry

dry

dry

dry

dry

0.20

0.50

2.80

8.80

(0.30)

(2.30)

(6.00)

+35.58

+35.28

+32.98

+26.98

MACADAM.(MADE GROUND)Black clayey SAND AND GRAVEL. Gravel isangular fine to coarse of brick, macadam,



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLNBPH

29/04/2014

02/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:21(c) ESG www.esg.co.uk


A4027-14




National Grid

Chainage

CP105Sheet 2 of 4

+35.78 mODE 504359.04N 488555.56

10.00 11.70 Water added to assist boring.

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m33.50m

10.20 -10.60 60 mins10.80 -11.00 30 mins11.40 -11.70 60 mins17.70 -17.90 30 mins

*

17.00 m sandy

11.00-11.4511.00

11.00-11.50

12.5012.50-12.95

13.10

14.00-14.4514.00

14.00-14.4514.00-14.50

15.5015.50-15.95

16.10

17.00-17.4517.00

17.00-17.4517.00-17.50

18.5018.50-18.95

19.10

SPT CD 45B 46

D 48U 49

D 50

SPT SD 53D 54B 55

D 57U 58

D 59

SPT SD 62D 63B 64

D 66U 67

D 68

N=38 (6,7/7,9,10,12)

136 blows

N=28 (4,6/6,7,8,7)

114 blows

N=27 (4,5/6,7,7,7)

142 blows

11.00

12.00

13.00

30/04/201413.0013.0001/05/201413.00

13.00

13.00

10.40

dry

dry

1800drydrydry

dry

dry

11.70

(2.90)

(12.10)

+24.08

Medium dense to dense grey very sandy siltysubangular to subrounded fine to coarseGRAVEL of brick, mudstone and quartz.(MADE GROUND)

Stiff orange brown slightly sandy slightlygravelly CLAY. Gravel is subangular tosubrounded fine to coarse of brick, mudstoneand quartzite.(MADE GROUND)

1:50


angular fine to coarse of mudstone andquartzite. Occasional sandy silty bands.

1:50


Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLNBPH

29/04/2014

02/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:22(c) ESG www.esg.co.uk


A4027-14




National Grid

Chainage

CP105Sheet 3 of 4

+35.78 mODE 504359.04N 488555.56

23.801 Rose to 21.86 m after 20 minutes. -

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m33.50m

28.60 -28.70 30 mins30.00 -30.30 45 mins

20.00-20.4520.00

20.00-20.4520.00-20.50

21.5021.50-21.95

22.10

23.00-23.4523.00

23.00-23.4523.00-23.50

24.5024.50-25.0024.50-24.95

26.00-26.4526.00

26.00-26.5026.00-26.45

27.50-27.9527.50

27.50-27.9527.50-28.00

29.00-29.4529.00

29.00-29.5029.00-29.45

SPT SD 71D 72B 73

D 75U 76

D 77

SPT SD 80D 81B 82

D 84B 85U NR

SPT SD 87B 88D NR

SPT SD 90D 91B 92

SPT SD 95B 96D NR

N=42 (6,7/9,10,11,12)

129 blows

N=37 (4,7/9,9,10,9)


N=35 (4,7/7,9,9,10)

N=43 (4,7/9,10,12,12)

N=38 (4,5/7,10,10,11)

13.00

13.00

13.00

13.00

26.00

01/05/201426.0002/05/201426.00

27.20

02/05/201427.2006/05/201427.20

29.00

dry

dry

dry

23.40

23.30

180023.30

22.00

22.00

120022.00

21.14

21.14

23.80

27.50

(3.70)

+11.98

+8.28

1

1

Stiff orange brown slightly sandy slightlygravelly CLAY. Gravel is subangular tosubrounded fine to coarse of brick, mudstoneand quartzite.(MADE GROUND)

Dense brown gravelly clayey, locally veryclayey, fine to coarse SAND. Gravel isangular to subangular fine to coarse ofmudstone and quartzite.

Stiff brown sandy gravelly CLAY. Gravel is



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Borehole LogRLNBPH

29/04/2014

02/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:23(c) ESG www.esg.co.uk


A4027-14



National Grid

Chainage

CP105Sheet 4 of 4

+35.78 mODE 504359.04N 488555.56

18.00m0.00m 200mm35.00m18.00m 150mm

18.00m33.50m

30.00 -30.30 45 mins33.20 -33.50 45 mins

30.50-30.9530.50-31.00

30.5030.50

32.00-32.4532.00

32.00-32.4532.00-32.50

33.50-33.9533.50

33.50-34.0033.50-33.95

35.00

SPT SB 100D 98D 99

SPT SD 103D 104B 105

SPT SD 107B 108D NR

D 111

N=39 (3,7/10,9,10,10)

N=35 (5,6/7,9,9,10)

N=32 (3,6/7,8,8,9)

30.30

32.00

33.50

06/05/201433.50

18.91

19.70

22.64

180022.64 35.00

(7.50)

+0.78

Stiff brown sandy gravelly CLAY. Gravel isangular fine to coarse of mudstone andquartzite. Occasional sandy silty bands.


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Dynamic Sampler Hole LogRPNBPH

29/04/2014

29/04/2014

Type & No

Type & No

Competitor rig.Dynamic sampling.

Records

Records

426.4812/09/2014 17:38:30(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS101Sheet 1 of 1

+29.45 mODE 504386.98N 488582.64

3.151 Damp. -

5.00m0.00m -

0.00-1.20 m Hand excavatedinspection pit.0.20-0.40

0.300.40-1.00

1.20-2.00

2.60

3.35

4.10

4.90

B 1ES 2B 3

B 7

D 9

D 12

D 15

D 1729/04/2014

0.200.40

1.20

3.153.35

5.00

(0.80)

(1.95)

(1.65)

+29.25

+29.05

+28.25

+26.30

+26.10

+24.45

1

SP

CONCRETE with rebar.(MADE GROUND)Yellow and white sandy angular to subroundedfine to coarse GRAVEL with medium cobblecontent. Cobbles are subangular to subroundedof limestone, brick and concrete.(MADE GROUND)Stiff brown slightly sandy slightly gravellyCLAY. Gravel is angular to subrounded fine tocoarse of limestone, concrete and brick.(MADE GROUND)Stiff brown slightly sandy slightly gravellyCLAY. Gravel is subangular to subrounded fineto coarse of brick, quartz and mudstone.(MADE GROUND)

Orange and brown sandy angular fine to mediumGRAVEL of quartz, sandstone and brick.(Possible MADE GROUND)Stiff brown slightly sandy slightly gravellyCLAY. Gravel is subangular to subrounded fineto coarse of quartz and sandstone.(Possible MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged

Dynamic Sampler Hole Log


RPNBPH

01/05/2014

01/05/2014

Type & No

Type & No

Competitor rig.

Records

Records

426.4812/09/2014 17:38:32(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS103Sheet 1 of 1

+35.82 mODE 504358.68N 488555.38

0.20 Hole terminated due to concrete obstruction.

0.20m0.00m -

0.00-0.20 m Hand excavatedinspection pit.* 0.20 m CONCRETE

0.00-0.200.20

B 1ES 2

01/05/20140.20 +35.62

Yellow and white sandy slightly clayeysubangular to subrounded fine to coarseGRAVEL of limestone, concrete and brick withlow cobble content. Cobbles are subangular oflimestone and concrete.(MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged



RPNBPH

01/05/2014

01/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:33(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS103ASheet 1 of 1

+34.64 mODE 504372.78N 488565.32

5.00m0.00m - 2.00m

0.00-1.20 m Hand excavatedinspection pit.0.20-0.40

0.300.40-1.20

1.50

2.00

2.50

3.00

3.50

4.00

4.50

4.90

B 1ES 2B 3

D 6

D 8

D 10

D 12

D 14

D 16

D 18

D 2001/05/20142.00

0.200.40

1.50

5.00

(1.10)

(3.50)

+34.44

+34.24

+33.14

+29.64

SP

CONCRETE(MADE GROUND)Yellow and white sandy slightly clayeysubangular to subrounded fine to coarseGRAVEL of limestone and concrete.(MADE GROUND)Brown and red sandy clayey angular fine tocoarse GRAVEL with low cobble content.Cobbles are subangular of brick, concrete andlimestone.(MADE GROUND)Stiff orange and brown slightly sandy,locally sandy, slightly gravelly CLAY. Gravelis subangular to subrounded fine to coarseof various lithologies including brick,concrete and quartzite.(MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged



RPNBPH

29/04/2014

29/04/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:35(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS104Sheet 1 of 1

+34.27 mODE 504374.30N 488579.23


2.00m0.00m -


* 2.00 m CONCRETE

0.20-0.400.30

0.40-1.20B 1

ES 2B 3

29/04/2014

0.200.40

2.00

(1.60)

+34.07

+33.87

+32.27

CONCRETE(MADE GROUND)Yellow and white sandy slightly clayeysubangular to subrounded fine to coarseGRAVEL of limestone and concrete.(MADE GROUND)Brown red sandy clayey angular fine to coarseGRAVEL of brick, concrete and sandstone.(MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged



RPNBPH

29/04/2014

29/04/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:37(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS104ASheet 1 of 1

+34.34 mODE 504376.44N 488570.83


0.40m0.00m -


*

29/04/20140.40

(0.40)+33.94

CONCRETE.(MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged



RPNBPH

30/04/2014

30/04/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:38(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS105Sheet 1 of 1

+34.26 mODE 504381.13N 488562.78

5.00m0.00m -


0.300.30-1.20

1.40

1.90

2.60-3.00

3.10

3.70

4.30

4.90

ES 1B 2

D 5

D 7

D 10

D 12

D 14

D 16

D 1830/04/2014

0.200.40

2.60

3.10

5.00

(2.20)

(0.50)

(1.90)

+34.06

+33.86

+31.66

+31.16

+29.26

SP

CONCRETE.(MADE GROUND)Yellow and white sandy subangular tosubrounded fine to coarse GRAVEL oflimestone, concrete and brick.(MADE GROUND)Stiff orange and brown slightly sandy,locally sandy, slightly gravelly CLAY. Gravelis angular fine to coarse of brick,limestone and sandstone.(MADE GROUND)

Dense orange and brown fine to coarse SAND.(Possible MADE GROUND)

Stiff orange and brown slightly sandyslightly gravelly CLAY. Gravel is angularfine to medium of brick, mudstone and quartz.(Possible MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged



RPNBPH

30/04/2014

30/04/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:40(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS106Sheet 1 of 1

+34.36 mODE 504379.57N 488562.11

5.00m0.00m -

0.300.30-1.20

1.60

1.90

2.40

2.90

3.40

3.90

4.40

4.90

ES 1B 2

D 5

D 7

D 9

D 11

D 13

D 15

D 17

D 1930/04/2014

0.100.30

3.40

3.90

4.40

5.00

(3.10)

(0.50)

(0.50)

(0.60)

+34.26

+34.06

+30.96

+30.46

+29.96

+29.36

SP

CONCRETE with rebar.(MADE GROUND)Yellow and white sandy subangular tosubrounded fine to coarse GRAVEL of limestoneand concrete.(MADE GROUND)Stiff orange and brown slightly sandy,locally sandy, slightly gravelly CLAY. Gravelis angular fine to coarse of brick,sandstone and limestone.(MADE GROUND)

Orange and brown gravelly slightly clayeyfine to coarse SAND. Gravel is angular fineto coarse of brick.(MADE GROUND)Stiff orange and brown slightly sandyslightly gravelly CLAY. Gravel is angularfine to coarse of brick and quartzite.(MADE GROUND)Orange and brown gravelly slightly clayeyfine to coarse SAND. Gravel is angular fineto coarse of brick and concrete.(MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged



RPNBPH

01/05/2014

01/05/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:42(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS107Sheet 1 of 1

+29.78 mODE 504385.78N 488568.29

0.70 0.90 Unused and unmarked broken drain repaired with gravel.

5.00m0.00m - 2.00m

*

0.10-0.900.30

0.90-1.20

1.50

1.90

2.40

2.90

3.40

3.90

4.40

4.90

B 1ES 2

B 3

D 6

D 8

D 10

D 12

D 14

D 16

D 18

D 2001/05/20142.00

0.10

0.90

2.40

5.00

(0.80)

(1.50)

(2.60)

+29.68

+28.88

+27.38

+24.78

SP

COBBLES.(MADE GROUND)Brown and black gravelly slightly clayey fineto coarse SAND. Gravel is subangular tosubrounded fine to coarse of brick andconcrete.(MADE GROUND)Very soft black slightly sandy gravelly CLAY.Gravel is subangular to subrounded fine tocoarse of brick and concrete.(MADE GROUND)

Stiff orange and brown slightly sandy,locally sandy, slightly gravelly CLAY. Gravelis subangular to subrounded fine to coarseof brick, sandstone and concrete.(MADE GROUND)


1:50



Checked


Backfill/

Coordinates


Samples and Tests

Project

to


Project No.

Carried out for



Start

End




Instruments

(m)


Description

Depth from

Borehole

Scale


Drilled

DepthDate

CasingTime

(m)

Ground Level

Water

Logged



RPNBPH

30/04/2014

30/04/2014

Type & No

Type & No


Records

Records

426.4812/09/2014 17:38:43(c) ESG www.esg.co.uk


A4027-14


National Grid

Chainage

WS109Sheet 1 of 1

+29.05 mODE 504399.98N 488574.93

5.00m0.00m -


1.50 m stiff withlenses of sand

0.00-0.300.30

0.30-1.20

1.50

2.00

2.50

3.00

3.50

3.80-4.00

4.30-4.40

4.90

B 1ES 2B 3

D 6

D 8

D 10

D 12

D 14

D 16

D 18

D 2030/04/2014

0.30

3.80

4.30

4.905.00

(0.30)

(3.50)

(0.50)

(0.60)

+28.75

+25.25

+24.75

+24.15+24.05

SP

Soft black and brown slightly sandy slightlygravelly CLAY. Gravel is angular tosubrounded fine to coarse of brick, concreteand sandstone. Occasional rootlets.(MADE GROUND)Firm to stiff red and brown slightly sandyslightly gravelly CLAY. Gravel is angular tosubrounded fine to coarse of brick andmudstone.(MADE GROUND)

Yellow and brown gravelly clayey fine tocoarse SAND. Gravel is angular fine to coarseof brick, quartz and concrete.(MADE GROUND)Brown, red and black sandy clayey angularfine to medium GRAVEL of brick and concrete.(MADE GROUND)Stiff brown slightly sandy slightly gravellyCLAY. Gravel is angular fine to coarse ofbrick, concrete and quartzite.(MADE GROUND)


1:50


Checked


Backfill/

Coordinates

DateRecords

Samples and Tests

Ground Level

Project

Project No.

Carried out for

Date

LengthWidth

No. Post Strike Behaviour(m)

StrataDepth

RecordsDescription Depth, Legend

(Thickness)

Groundwater Entries

Dimensions and Orientation

Level

Struck

Notes: For explanation of symbols andabbreviations see key sheet. All depths and reducedlevels in metres. Stratum thickness given in bracketsin depth column.

From to (m)Stability

Shoring

Weather

Scale

Start

End


Logged

Depth Type & No.

Instruments

Trial Pit Log


NBPH

29/04/201429/04/2014

Hand excavated.

426.4812/09/2014 17:38:27(c) ESG www.esg.co.uk


A4027-14Scarborough Borough Council

0.40 m1.20 m 187 (Deg) National Grid

Chainage

Trial Pit

Stable

NoneSunny, cool

TP102Sheet 1 of 1

+4.78 mODE 504513.85N 488578.55

0.00 0.40 Hand excavated Trial Pit.0.40 Trial Pit terminated due to concrete obstruction.

0.40 mCONCRETE

0.20-0.400.30

B 1ES 2

*

29/04/2014*

dry

0.20

0.40

+4.58

+4.38

1 CONCRETE with rebar.(MADE GROUND)2 Yellow and white sandy slightly clayey angular fine tocoarse GRAVEL of limestone and concrete.(MADE GROUND)


1:25

Type & No.

A

B

C

D


Checked


Backfill/

Coordinates

DateRecords

Samples and Tests

Ground Level

Project

Project No.

Carried out for

Date

LengthWidth

No. Post Strike Behaviour(m)

StrataDepth

RecordsDescription Depth, Legend

(Thickness)

Groundwater Entries

Dimensions and Orientation

Level

Struck

Notes: For explanation of symbols andabbreviations see key sheet. All depths and reducedlevels in metres. Stratum thickness given in bracketsin depth column.

From to (m)Stability

Shoring

Weather

Scale

Start

End


Logged

Depth Type & No.

Instruments

Trial Pit LogNBPH

30/04/201430/04/2014

Hand excavated.

426.4812/09/2014 17:38:28(c) ESG www.esg.co.uk



0.40 m0.60 m 178 (Deg) National Grid

Chainage

Trial Pit

Stable

NoneCloudy

TP103Sheet 1 of 1

+34.64 mODE 504372.81N 488565.34

0.401 Seepage. 0.00 0.40 Hand excavated Trial Pit.0.40 Trial Pit terminated due to concrete obstruction.

0.40 mCONCRETE

0.20-0.400.30

B 1ES 2

*

30/04/2014*

0.20

0.40

+34.44

+34.24

1

1 CONCRETE with occasional rebar.(MADE GROUND)2 Yellow and white sandy slightly clayey subangular tosubrounded fine to coarse GRAVEL of limestone and concrete.(MADE GROUND)


1:25

Type & No.

A

B

C

D


1:25

Cone Diameter (mm)

abbreviations see key sheet. All depths and reducedlevels in metres.Exploratory Hole

Dynamic Probe LogProbe Type

Fall Height (mm)

Instruments

Scale

Remarks

Logged by

Checked by

Ground Level

Remarks Equipment, Methods and Comments

Operator

Date of Test

Coordinates

Cone tip abandonedat (mBGL)

Backfill/Torque

Project

Project No.

Carried out for

Depth (m) Blows per 100mmBlow Count Description Legend

Rod Diameter (mm)


(Nm)

Rod Mass (kg/m)

Hammer Mass (kg)

Level

Tested in accordance with BS EN ISO 22476-2:2005

PH

JB

426.4812/09/2014 17:41:40(c) ESG www.esg.co.uk

358

DPSH-B



750

50.563.50

Competitor Dart.Dynamic probing super heavy (DPSH-B).Rig ID: RP05.Rod type: 11/2 Whitworth.

29/04/2014

-

National Grid

Chainage

DP101Sheet 1 of 1

+34.30 mODE 504377.01N 488570.95

9

4

4

3

2

2

1

1

2

2

3

3

2

3

4

4

4

4

4

4

4

4

4

4

4

5

4

4

4

4

6

3

3

3

3

4

3

3

3

3

3

3

3

3

3

3

3

3

4

4

+34.30

+33.80

+33.30

+32.80

+32.30

+31.80

+31.30

+30.80

+30.30

+29.80

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

10

30

40

40

45

End of Probehole at 5.00 m

5 10 15 20 25


1:25

Cone Diameter (mm)



Fall Height (mm)

Instruments

Scale

Remarks

Logged by

Checked by

Ground Level


Operator

Date of Test

Coordinates


Backfill/Torque

Project

Project No.

Carried out for


Rod Diameter (mm)


(Nm)

Rod Mass (kg/m)

Hammer Mass (kg)

Level


PH

TA

426.4812/09/2014 17:41:42(c) ESG www.esg.co.uk

358

DPSH-B



750

50.563.50


01/05/2014

-

National Grid

Chainage

DP103ASheet 1 of 1

+34.23 mODE 504381.59N 488562.98

13

10

9

10

7

8

3

2

2

2

2

1

1

3

2

2

3

2

2

2

2

3

2

3

3

4

3

4

3

3

3

3

3

3

5

4

5

5

4

3

3

3

3

4

4

4

4

4

4

4

+34.23

+33.73

+33.23

+32.73

+32.23

+31.73

+31.23

+30.73

+30.23

+29.73

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

20

20

30

50

50


5 10 15 20 25


1:25

Cone Diameter (mm)



Fall Height (mm)

Instruments

Scale

Remarks

Logged by

Checked by

Ground Level


Operator

Date of Test

Coordinates


Backfill/Torque

Project

Project No.

Carried out for


Rod Diameter (mm)


(Nm)

Rod Mass (kg/m)

Hammer Mass (kg)

Level


PH

TA

426.4812/09/2014 17:41:43(c) ESG www.esg.co.uk

358

DPSH-B



750

50.563.50


30/04/2014

-

National Grid

Chainage

DP105Sheet 1 of 1

+29.78 mODE 504385.63N 488568.81

11

6

3

3

3

2

2

3

3

2

2

3

3

3

2

4

4

6

7

6

7

10

8

5

5

5

5

5

6

5

6

6

5

6

6

7

6

7

6

6

7

7

7

8

9

10

11

10

11

11

+29.78

+29.28

+28.78

+28.28

+27.78

+27.28

+26.78

+26.28

+25.78

+25.28

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

20

40

40

40

50


5 10 15 20 25


1:25

Cone Diameter (mm)



Fall Height (mm)

Instruments

Scale

Remarks

Logged by

Checked by

Ground Level


Operator

Date of Test

Coordinates


Backfill/Torque

Project

Project No.

Carried out for


Rod Diameter (mm)


(Nm)

Rod Mass (kg/m)

Hammer Mass (kg)

Level


PH

TA

426.4812/09/2014 17:41:44(c) ESG www.esg.co.uk

358

DPSH-B



750

50.563.50


30/04/2014

-

National Grid

Chainage

DP106Sheet 1 of 1

+29.08 mODE 504399.33N 488574.72

14

5

3

3

3

3

3

3

2

2

3

3

3

3

3

3

3

4

5

4

5

6

6

6

7

7

8

9

10

10

12

15

15

12

13

15

16

16

14

13

14

15

15

15

16

16

17

15

17

17

+29.08

+28.58

+28.08

+27.58

+27.08

+26.58

+26.08

+25.58

+25.08

+24.58

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

20

40

70

80

90


5 10 15 20 25


1:25

Cone Diameter (mm)



Fall Height (mm)

Instruments

Scale

Remarks

Logged by

Checked by

Ground Level


Operator

Date of Test

Coordinates


Backfill/Torque

Project

Project No.

Carried out for


Rod Diameter (mm)


(Nm)

Rod Mass (kg/m)

Hammer Mass (kg)

Level


PH

TA

426.4812/09/2014 17:41:46(c) ESG www.esg.co.uk

358

DPSH-B



750

50.563.50


01/05/2014

-

National Grid

Chainage

DP107Sheet 1 of 1

+27.69 mODE 504418.05N 488604.41

11

7

5

8

3

2

1

0

0

0

0

0

0

0

0

0

0

2

3

3

3

4

5

5

4

4

3

4

4

4

5

5

5

6

4

4

5

4

4

4

5

5

4

4

5

4

5

5

6

6

+27.69

+27.19

+26.69

+26.19

+25.69

+25.19

+24.69

+24.19

+23.69

+23.19

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

10

10

30

40

40


5 10 15 20 25


1:25

Cone Diameter (mm)



Fall Height (mm)

Instruments

Scale

Remarks

Logged by

Checked by

Ground Level


Operator

Date of Test

Coordinates


Backfill/Torque

Project

Project No.

Carried out for


Rod Diameter (mm)


(Nm)

Rod Mass (kg/m)

Hammer Mass (kg)

Level


PH

TA

426.4812/09/2014 17:41:47(c) ESG www.esg.co.uk

358

DPSH-B



750

50.563.50


30/04/2014

-

National Grid

Chainage

DP109Sheet 1 of 1

+28.56 mODE 504425.23N 488564.47

0

0

2

2

1

2

1

1

2

3

2

4

3

3

3

3

3

3

3

4

4

5

4

4

3

3

3

3

3

3

3

3

3

2

3

4

6

7

6

7

13

11

8

5

5

5

4

5

5

5

+28.56

+28.06

+27.56

+27.06

+26.56

+26.06

+25.56

+25.06

+24.56

+24.06

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

0

10

10

40

40


5 10 15 20 25


Appendix C

Solmek 2015 Ground Investigation Data

Backfil

l /

Inst

alla

on

Lege

nd

Dept

h(m

)

0.25

1.00

5.10

6.25

8.15

Leve

l(m

AO

D)

Stratum Descrip on

MADE GROUND: Grey concrete with 6mm re-bar.

MADE GROUND: Brown to black slightly sandy gravelly clay fill. Sand is fine to coarse. Gravel is fine to coarse angular to sub angular of sandstone, brick and concrete.

MADE GROUND: Reddish brown slightly sandy slightly gravelly clay fill. Sand is fine to coarse. Gravel is fine to coarse angular to sub rounded of sandstone and rare brick.

MADE GROUND: Brick and concrete cemented obstruc on.

MADE GROUND: Reddish brown slightly sandy slightly gravelly clay fill. Sand is fine to coarse. Gravel is fine to coarse of sandstone and rare brick.

Firm becoming s ff reddish brown slightly sandy slightly gravelly CLAY. Sand is fine to coarse. Gravel is fine to coarse angular to sub rounded of sandstone, mudstone and limestone.

Con nued on Next Sheet

Samples and Insitu Tes ng

Depth (m)

0.40 - 0.50

1.201.20 - 1.651.20 - 1.65

2.00 - 2.45

2.45 - 2.55

3.003.00 - 3.453.00 - 3.45

4.004.00 - 4.454.00 - 4.45

5.00 - 5.455.00 - 5.45

6.006.00

6.00 - 6.456.00 - 6.45

7.507.50

7.50 - 7.957.50 - 7.95

9.00 - 9.459.00

9.00 - 9.55

Type

B

SPTDB

U

B

SPTDB

SPTDB

BU

SPTESBD

SPTESBD

UESB

Results

N=4 (1,0/1,1,1,1)

44 blows

N=6 (1,1/2,1,2,1)

N=5 (1,1/1,1,2,1)

200 blows

N=7 (1,2/1,2,2,2)

N=6 (1,0/1,1,1,3)

101 blows

SOLMEK BOREHOLE LOGScale 1:50 Sheet 1 of 3

BHAContract no: S150101 Site: Futurist Theatre, Scarborough

Driller:

Plant used:

Started:

Bainbridge Brothers Ltd

Dando 2000

08/01/2015

GL (AOD):

Eas ng:

Northing:

Client: Scarborough Council Ended: 10/01/2015 Logged: PF

Method: Cable Percussive Rig Backfilled: 10/01/2015 Status: FINAL

Hole Diameter Casing Depths General Remarks Chiselling Ground WaterInstalla on 50mm HDPE.Pipe- plain 0-10.0m, slo ed 10.0-20.0m.

Depth Base (m)

Diameter (mm)

Depth Base (m)

Diameter (mm)

15.00 20029.00 150

From (m) To (m) Time (hr)

5.10 6.25 01:3019.35 19.90 01:3020.20 20.90 02:3025.75 28.50 03:30

Depth Strike (m)

Depth Casing (m)

Depth Sealed (m)

14.30 12.00 16.5018.40 16.50

Time Elapsed (min) Water Level (m)

20 12.8520 14.50

Backfil

l /

Inst

alla

on

Lege

nd

Dept

h(m

)

18.40

Leve

l(m

AO

D)

Stratum Descrip on

Medium dense grey SAND and GRAVEL with frequent cobbles. Gravel is sub rounded to rounded fine to coarse of mudstone, limestone and sandstone.Boulder of dolomite noted 20.2-20.9m.



Depth (m)

10.5010.50 - 10.9510.50 - 10.95

12.00 - 12.4512.00 - 12.45

13.5013.50 - 13.9513.50 - 13.95

15.0015.00 - 15.4515.00 - 15.45

16.5016.50 - 16.9516.50 - 16.95

18.0018.00 - 18.4518.00 - 18.45

19.00 - 19.95

19.5019.50 - 19.95

Type

SPTBD

UB

SPTBD

SPTBD

SPTBD

SPTBD

D

SPTB

Results

N=9 (2,1/2,2,2,3)

N=11 (1,2/3,2,3,3)

N=12 (2,2/3,2,3,4)

N=19 (3,3/4,5,4,6)

N=20 (2,3/4,4,6,6)

N=50 for 5mm pen.



Driller:

Plant used:

Started:


Dando 2000

08/01/2015

GL (AOD):

Eas ng:

Northing:




Depth Base (m)

Diameter (mm)

Depth Base (m)

Diameter (mm)

15.00 20029.00 150


5.10 6.25 01:3019.35 19.90 01:3020.20 20.90 02:3025.75 28.50 03:30

Depth Strike (m)

Depth Casing (m)

Depth Sealed (m)

14.30 12.00 16.5018.40 16.50


20 12.8520 14.50

Backfil

l /

Inst

alla

on

Lege

nd

Dept

h(m

)

21.40

25.15

29.00

Leve

l(m

AO

D)

Stratum Descrip on

Medium dense grey to brown very gravelly silty fine to coarse SAND. Gravel is sub rounded to rounded fine to coarse of limestone and sandstone.

S ff grey slightly sandy slightly gravelly CLAY. Sand is fine to coarse. Gravel is fine to coarse, sub angular to sub rounded of limestone, sandstone and mudstone.(23.75-29.00m boulder of dolomite noted, minimised recovery as driving down).

End of Borehole at 29.00m


Depth (m)

21.0021.00 - 21.4521.00 - 21.45

22.5022.50 - 22.9522.50 - 22.95

24.0024.00 - 24.4524.00 - 24.45

25.5025.50 - 25.9525.50 - 25.95

27.0027.00 - 27.45

Type

SPTBD

SPTDB

SPTDB

SPTDB

SPTB

Results

N=25 (2,5/5,6,5,9)

N=26 (1,4/4,7,7,8)

N=22 (2,3/3,5,6,8)

N=50 for 0mm pen.



Driller:

Plant used:

Started:


Dando 2000

08/01/2015

GL (AOD):

Eas ng:

Northing:




Depth Base (m)

Diameter (mm)

Depth Base (m)

Diameter (mm)

15.00 20029.00 150


5.10 6.25 01:3019.35 19.90 01:3020.20 20.90 02:3025.75 28.50 03:30

Depth Strike (m)

Depth Casing (m)

Depth Sealed (m)

14.30 12.00 16.5018.40 16.50


20 12.8520 14.50

Backfil

l /

Inst

alla

on

Lege

nd

Dept

h(m

)

0.050.150.30

1.50

3.90

Leve

l(m

AO

D)

Stratum Descrip on

MADE GROUND: Grey concrete.MADE GROUND: Light brown fine to coarse sand fill.MADE GROUND: Grey concrete.MADE GROUND: Brown gravelly fine to coarse sand fill with occasional lenses of clay. Gravel is angular to sub rounded fine to coarse of sandstone and brick.

Firm brown very sandy CLAY with frequent shell fragments.

Firm reddish brown slightly sandy slightly gravelly CLAY. Sand is fine to coarse gravel is fine to coarse angular to sub rounded of sandstone, limestone and mudstone.



Depth (m)

0.300.30 - 0.40

0.70 - 0.800.70

1.201.20 - 1.651.20 - 1.65

1.20

2.002.00 - 2.45

2.002.00 - 2.45

3.003.00 - 3.453.00 - 3.45

3.00

4.00 - 4.45

4.45 - 4.55

5.005.00 - 5.455.00 - 5.45

6.00 - 6.45

6.45 - 6.55

7.507.50 - 7.957.50 - 7.95

9.00 - 9.45

9.45 - 9.55

Type

ESB

BES

SPTDBES

SPTBESD

SPTDBES

U

B

SPTDB

U

B

SPTBD

U

B

Results

N=7 (1,2/1,2,2,2)

N=9 (1,2/2,2,3,2)

N=8 (1,2/1,1,3,3)

82 blows

N=11 (1,2/2,2,3,4)

101 blows

N=14 (2,3/3,4,3,4)

98 blows


BHBContract no: S150101 Site: Futurist Theatre, Scarborough

Driller:

Plant used:

Started:


Dando 2000

05/01/2015

GL (AOD):

Eas ng:

Northing:



Hole Diameter Casing Depths General Remarks Chiselling Ground WaterBorehole abandoned at 19.0m due to boulder, moved 2m as BHB1Depth

Base (m)Diameter

(mm)Depth Base

(m)Diameter

(mm)

12.00 20019.00 150


18.80 19.00 01:30

Depth Strike (m)

Depth Casing (m)

Depth Sealed (m)

10.40 10.0017.95 16.50


20 0.0020 9.20

Backfil

l /

Inst

alla

on

Lege

nd

Dept

h(m

)

10.40

10.80

11.30

12.65

17.90

19.00

Leve

l(m

AO

D)

Stratum Descrip on

Medium dense grey to brown slightly gravelly fine to coarse SAND. Gravel is fine to coarse angular to sub rounded of sandstone.

S ff reddish brown slightly sandy slightly gravelly CLAY. Sand is fine to coarse. Gravel is fine tocoarse angular to sub rounded of sandstone, limestone and mudstone.

Medium dense grey gravelly fine to coarse SAND. Gravel is angular to sub rounded fine to coarse of limestone and sandstone.

S ff brown to grey sandy gravelly CLAY. Sand is fine to coarse. Gravel is angular to sub rounded fine to coarse of sandstone, limestone and mudstone.

Dense grey sandy fine to coarse GRAVEL of sub rounded to rounded sandstone, limestone and mudstone.Boulder at 18.80m.



Depth (m)

10.5010.50 - 10.9510.50 - 10.95

12.0012.00 - 12.4512.00 - 12.45

13.5013.50 - 13.9513.50 - 13.95

15.0015.00 - 15.4515.00 - 15.45

16.5016.50 - 16.9516.50 - 16.95

18.0018.00 - 18.4518.00 - 18.45

Type

SPTDB

SPTBD

SPTBD

SPTDB

SPTDB

SPTBD

Results

N=18 (2,3/3,5,4,6)

N=17 (2,1/3,4,4,6)

N=23 (2,4/4,5,7,7)

N=25 (1,4/4,6,6,9)

N=35 (2,4/6,9,8,12)

N=97 (8,9/10,15,22,50)


BHBContract no: S150101 Site: Futurist Theatre, Scarborough

Driller:

Plant used:

Started:


Dando 2000

05/01/2015

GL (AOD):

Eas ng:

Northing:



Hole Diameter Casing Depths General Remarks Chiselling Ground WaterBorehole abandoned at 19.0m due to boulder, moved 2m as BHB1Depth

Base (m)Diameter

(mm)Depth Base

(m)Diameter

(mm)

12.00 20019.00 150


18.80 19.00 01:30

Depth Strike (m)

Depth Casing (m)

Depth Sealed (m)

10.40 10.0017.95 16.50


20 0.0020 9.20

Backfil

l /

Inst

alla

on

Lege

nd

Dept

h(m

)

0.050.150.30

1.50

3.90

Leve

l(m

AO

D)

Stratum Descrip on

MADE GROUND: Grey concreteMADE GROUND: Light brown fine to coarse sand fill.MADE GROUND: Grey concreteMADE GROUND: Brown gravelly fine to coarse sand fill with occasional lenses of clay. Gravel is angular to sub rounded fine to coarse of sandstone and brick.

Firm brown very sandy CLAY with frequent shell fragments.

Firm reddish brown slightly sandy slightly gravelly CLAY. Sand is fine to coarse gravel is fine to coarse angular to sub rounded of sandstone, limestone and mudstone.



Depth (m) Type Results


BHB1Contract no: S150101 Site: Futurist Theatre, Scarborough

Driller:

Plant used:

Started:


Dando 2000

07/01/2015

GL (AOD):

Eas ng:

Northing:



Hole Diameter Casing Depths General Remarks Chiselling Ground Water*Drilled 2m from BHB, no tes ng requested un l depth of BHB achieved.*Installa on 50mm HDPE.Pipe- plain 0-8.0m, slo ed 8.0-15.0m.

Depth Base (m)

Diameter (mm)

Depth Base (m)

Diameter (mm)

9.50 200


18.30 19.00 01:30

Depth Strike (m)

Depth Casing (m)

Depth Sealed (m)

10.30 11.5017.80 16.50


20 0.0020 9.00

Backfil

l /

Inst

alla

on

Lege

nd

Dept

h(m

)

10.40

10.80

11.30

12.65

17.80

19.50

Leve

l(m

AO

D)

Stratum Descrip on

Medium dense grey to brown slightly gravelly fine to coarse SAND. Gravel is fine to coarse angular to sub rounded of sandstone.

S ff reddish brown slightly sandy slightly gravelly CLAY. Sand is fine to coarse. Gravel is fine tocoarse angular to sub rounded of sandstone, limestone and mudstone.

Medium dense grey gravelly fine to coarse SAND. Gravel is angular to sub rounded fine to coarse of limestone and sandstone.

S ff brown to grey sandy gravelly CLAY. Sand is fine to coarse. Gravel is angular to sub rounded fine to coarse of sandstone, limestone and mudstone.

Dense grey sandy fine to coarse GRAVEL with cobbles and boulders.



Depth (m)

19.0019.00 - 19.45

Type

SPTB

Results

N=50 for 0mm pen.


BHB1Contract no: S150101 Site: Futurist Theatre, Scarborough

Driller:

Plant used:

Started:


Dando 2000

07/01/2015

GL (AOD):

Eas ng:

Northing:



Hole Diameter Casing Depths General Remarks Chiselling Ground Water*Drilled 2m from BHB, no tes ng requested un l depth of BHB achieved.*Installa on 50mm HDPE.Pipe- plain 0-8.0m, slo ed 8.0-15.0m.

Depth Base (m)

Diameter (mm)

Depth Base (m)

Diameter (mm)

9.50 200


18.30 19.00 01:30

Depth Strike (m)

Depth Casing (m)

Depth Sealed (m)

10.30 11.5017.80 16.50


20 0.0020 9.00

Appendix D

SEG 2016 Ground Investigation Factual Report

Appendix E

PAH Profiling

\\Global\europe\Leeds\Jobs\250000\251657-00\0 Arup\0-03 Ground Engineering\0-03-07 Calcs-Specs\Contamination risk assessment\ARUP PAH profiling v1.2

FULL.xlsx

0.001

0.01

0.1

1

10

100R

ati

o t

o B

en

zo

[a]p

yre

ne

Greater than ± 10x the mean

of the Culp data (outside HPA

upper & lower limit)

Between ± 2.5x and ± 10x the

mean of the Culp data

Within ± 2.5x the mean of the

Culp data

Coal Tar 1 (Culp et al, 1998)

Coal tar 2 (Culp et al, 1998)

Ben

z[a

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cen

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Ben

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ora

nth

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Ch

rysen

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Dib

en

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nth

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Ben

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ora

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Ind

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23-c

d]p

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Ben

zo

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e

Based on Figure 2 in HPA (2010) "Risk

assessment approaches for polycyclic

aromatic hydrocarbons (PAHs)" Version 5

© Land Quality Management Ltd 2017. This spreadsheet is available from www.lqm.co.uk

\\Global\europe\Leeds\Jobs\250000\251657-00\0 Arup\0-03 Ground Engineering\0-03-07 Calcs-Specs\Contamination risk assessment\ARUP PAH profiling v1.2

FULL.xlsx

0.001

0.01

0.1

1

10

100R

ati

o t

o B

en

zo

[a]p

yre

ne

HPA Limit ( Mean ± x10)

Mean of Culp data ± x5.0

Mean of Culp data ± x2.5

Coal Tar 1 (Culp et al, 1998)

Coal tar 2 (Culp et al, 1998)

Ben

z[a

]an

thra

cen

e

Ben

z[b

]flu

ora

nth

en

e

Ch

rysen

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Dib

en

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h]a

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Ben

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Ind

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23-c

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Ben

zo

[gh

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len

e

© Land Quality Management Ltd 2017. This spreadsheet is available from www.lqm.co.uk

Based on Figure 2 in HPA (2010) "Risk

assessment approaches for polycyclic

aromatic hydrocarbons (PAHs)" Version 5

Appendix F

Screening of soil chemical test data

Client OVE ARUP AND PARTNERS LTDSoil Sample BH201 BH202 BH203 WS201 WS202 CP104 WS107 BH2 BH2 WS1 WS2 WS4 WS6 WS7 WS9 WS10 WS15 HDP1

Depth (m) 0.2 1 2 0.2 0.5 0.5 0.3 1 4 1.9 3.6 0.5 0.7 1.5 0.9 0.8 0.5 0.4

Date 29/11/2016 30/11/2016 28/11/2016 30/11/2016 30/11/2016 15/05/2014 30/05/2014 09/07/2008 09/07/2008 08/07/2008 08/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 10/07/2008 11/07/2008

Strata MG MG MG MG MG MG MG MG Clay MG MG MG MG MG MG MG MG MG

GI Ref SEG 2016 SEG 2016 SEG 2016 SEG 2016 SEG 2016 ESG 2014 ESG 2014 WYG 2008 WYG 2008 WYG 2008 WYG 2008 WYG 2008 WYG 2008 WYG 2008 WYG 2008 WYG 2008 WYG 2008 WYG 2008

Screening Criteria

Determinants Units

Asbestos

Asbestos Identification

%

Presence

No

asbestos

detected

No

asbestos

detected

No asbestos

detected

No

asbestos

detected

No

asbestos

detected

No asbestos

detected

No asbestos

detected - - - - - - - - - - -

Inorganics

pH pH units #N/A 8.8 8.1 7.5 7.8 8.8 8.8 9.6 10.3 10 11.5 9.3 10.4 9.1 9.4 8.8 8.5 10.1 -

Cyanide (Total) mg/kg #N/A <0.5 <0.5 <0.5 <0.5 <0.5 <0.6 <0.7 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 -

Cyanide (Free) mg/kg 16200 - - - - - <0.6 <0.7 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 -

Total Organic Carbon mg/kg #N/A 10 1.8 5.6 4 3.4 - - - - - - - - - - - - -

Total Phenols mg/kg 34000 <0.3 <0.3 <0.3 <0.3 <0.3 <0.6 <0.7 - - - - - - - - - - -

Metals

Boron mg/kg 236000 <0.4 <0.4 2.5 1.7 1.6 0.9 0.8 0.99 1 0.68 0.86 0.95 0.75 0.52 1.2 1.3 0.91 -

Arsenic mg/kg 635 14 18 16 22 11 7.7 15.4 10 7.7 15 7.2 9.5 5.4 2.9 14 16 13 -

Beryllium mg/kg 12 <1.0 <1.0 <1.0 <1.0 <1.0 0.783 0.506 - - - - - - - - - - -

Cadmium mg/kg 190 0.28 0.16 0.22 0.4 0.13 <0.2 <0.23 <0.5 <0.5 <0.5 <0.5 1.2 <0.5 <0.5 <0.5 <0.5 <0.5 -

Chromium mg/kg 8570 8.6 18 17 21 14 28.3 19.3 19 23 19 25 9.5 5.9 <5 22 16 11 -

Copper mg/kg 68300 17 30 56 49 21 18.6 36 37 24 49 20 15 15 6.5 120 41 19 -

Mercury mg/kg 1120 <0.1 0.49 0.53 0.41 0.25 <0.5 3.97 <0.25 <0.25 <0.25 <0.25 <0.25 <0.25 <0.25 0.61 0.31 <0.25 -

Nickel mg/kg 983 14 27 29 27 21 31.2 21 21 31 26 33 10 7.6 <5.0 44 24 26 -

Lead mg/kg 2300 42 140 150 260 110 31.9 216.8 210 41 110 27 560 30 15 120 220 78 -

Antimony mg/kg 7350 <2.0 <2.0 <2.0 2.2 <2.0 - - - - - - - - - - - - -

Selenium mg/kg 12300 <0.20 <0.20 0.53 0.39 <0.20 <0.5 <0.6 0.32 <0.3 <0.3 0.32 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 -

Vanadium mg/kg 6360 51 42 44 44 32 31.4 34.8 - - - - - - - - - - -

Zinc mg/kg 730000 48 69 98 180 57 55.3 65 82 71 120 59 1100 25 20 94 88 53 -

Hexavalet Chromium mg/kg 33 <0.5 <0.5 <0.5 <0.5 <0.5 - - <0.1 <0.1 <0.1 <0.1 <0.1 <0.10 0.13 0.12 0.12 <0.10 -

Barium mg/kg 22100 - - - - - 173 175 - - - - - - - - - - -

Total Petroleum Hydrocarbons (TPH)

TPH - Aliphatic EC5-EC6 mg/kg 12100 (1150) <1.0 - <1.0 - - <0.2 <0.3 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aliphatic >EC6-EC8 mg/kg 39600 (736) <1.0 - <1.0 - - <0.2 <0.3 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aliphatic >EC8-EC10 mg/kg 11300 (451) <1.0 - <1.0 - - <5 <5 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aliphatic >EC10-EC12 mg/kg 47300 (283) 2.6 - <1.0 - - <5 <5 - - - - <1.0 - - <1.0 - 2.1 -

TPH - Aliphatic >EC12-EC16 mg/kg 90200 (142) 12 - <1.0 - - 6.75 6.04 - - - - 7.4 - - 3.2 - 5.1 -

TPH - Aliphatic >EC16-EC21 mg/kg 14300000 (50.9) 22 - <1.0 - - <5 59.5 - - - - - - - - - - -

TPH - Aliphatic >EC21-EC35 mg/kg 14300000 (50.9) 59 - <1.0 - - <10.22 44.1 - - - - - - - - - - -

TPH - Aliphatic >EC16-EC35 mg/kg 14300000 (50.9) - - - - - - - - - - - 44 - - 17 - 23 -

TPH - Aliphatic >EC35-EC44 mg/kg 14300000 (50.9) 92 - <1.0 - - - - - - - - 37 - - 7.7 - 7.8 -

Total Aliphatic Hydrocarbons mg/kg #N/A 190 - <5.0 - - <23 111.5 - - - - 89 - - 28 - 38 -

TPH - Aromatic >EC5-EC7 (benzene) mg/kg 90 <1.0 - <1.0 - - - - - - - - <0.01 - - <0.01 - <0.01 -

TPH - Aromatic >EC7-EC8 (toluene) mg/kg 183681 (4360) <1.0 - <1.0 - - - - - - - - <0.01 - - <0.01 - <0.01 -

TPH - Aromatic >EC8-EC10 mg/kg 17000 (3580) <1.0 - <1.0 - - <5 <5 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aromatic >EC10-EC12 mg/kg 34200 (2150) 11 - <1.0 - - <5 <5 - - - - <1.0 - - <1.0 - 2.3 -

TPH - Aromatic >EC12-EC16 mg/kg 37800 140 - <1.0 - - <5 <5 - - - - 2.4 - - <1.0 - 6.1 -

TPH - Aromatic >EC16-EC21 mg/kg 28100 790 - <1.0 - - <5 24.5 - - - - 6.7 - - <1.0 - 46 -

TPH - Aromatic >EC21-EC35 mg/kg 28400 3500 - <1.0 - - <10.22 44.1 - - - - 34 - - <1.0 - 200 -

TPH - Aromatic >EC35-EC44 mg/kg 28400 310 - <1.0 - - - - - - - - 52 - - <1.0 - 59 -

Total Aromatic Hydrocarbons mg/kg #N/A 4700 - <5.0 - - <23 73 - - - - 95 - - <5.0 - 310 -

Total Petroluem Hydrocarbons mg/kg #N/A 4900 - <10 - - 51 255 920 <50 70 <50 340 2000 <50 53 89 700 -

BTEX

Benzene mg/kg 90 2.1 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

Toluene mg/kg 183681 (4360) <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

Ethylbenzene mg/kg 27424 (2840) <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

m & p-xylene mg/kg 29969 (3170) <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

o-xylene mg/kg 33027 (2620) <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

Polycyclic Aromatic Hydrocarbons (PAH)

Naphthalene mg/kg - 27 - <0.1 - - <0.09 <0.11 30 0.12 0.57 0.81 0.63 - <0.10 0.25 - - -

Acenaphthylene mg/kg - 22 - <0.1 - - <0.09 0.11 <0.10 <0.10 <0.10 <0.10 <0.10 - <0.10 <0.10 - - -

Acenaphthene mg/kg - 5.2 - <0.1 - - <0.09 <0.11 38 <0.10 0.13 0.7 0.39 - <0.10 0.11 - - -

Fluorene mg/kg - 36 - <0.1 - - <0.09 <0.11 24 <0.10 0.13 0.38 0.22 - <0.10 <0.10 - - -

Phenanthrene mg/kg - 150 - <0.1 - - 0.1 0.36 170 0.38 2.4 3.1 2.5 - 0.15 0.49 - - -

Anthracene mg/kg - 57 - <0.1 - - <0.09 0.1 80 0.22 0.75 1.5 0.86 - <0.10 0.21 - - -

Fluoranthene mg/kg - 140 - <0.1 - - 0.14 1.1 170 0.48 3.8 3.9 5.3 - 0.4 0.57 - - -

Pyrene mg/kg - 110 - <0.1 - - 0.14 1 160 0.42 3 3.4 4.2 - 0.18 0.47 - - -

Benzo[a]anthracene mg/kg - 65 - <0.1 - - <0.09 0.75 91 0.28 1.7 1.9 1.5 - 0.12 0.27 - - -

Chrysene mg/kg - 56 - <0.1 - - <0.09 0.63 76 0.24 1.2 1.8 1.3 - <0.10 0.23 - - -

Benzo[b]fluoranthene mg/kg - 58 - <0.1 - - 0.14 1.07 56 0.21 1.1 1.2 0.91 - <0.10 0.2 - - -

Benzo[k]fluoranthene mg/kg - 24 - <0.1 - - <0.09 0.4 41 0.14 0.58 0.71 0.57 - <0.10 0.14 - - -

Coal Tar (BaP Surrogate Marker) mg/kg 15 53 - <0.1 - - 0.11 0.8 89 0.19 1.3 1.6 1.1 - <0.10 0.23 - - -

Indeno[123-cd]pyrene mg/kg - 32 - <0.1 - - <0.09 0.71 56 0.16 1.2 1.3 0.9 - <0.10 0.18 - - -

Dibenz[ah]anthracene mg/kg - 8.2 - <0.1 - - <0.09 0.15 6.2 <0.10 0.14 0.18 0.12 - <0.10 <0.10 - - -

Benzo[ghi]perylene mg/kg - 23 - <0.1 - - <0.09 0.66 51 0.17 1 1.1 0.81 - <0.10 0.17 - - -

Total PAHs mg/kg #N/A 870 - <2.0 - - <1.67 <8.18 1100 3 19 24 21 - <1.0 3.5 - - -

Semi-Volatile Organic Compounds (SVOCs)

Phenol mg/kg 34000 - - - - - <0.1 <0.1 - - - - - - - - - - -

bis(2-chloroethyl)ether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Chlorophenol mg/kg 4230 - - - - - <0.1 <0.1 - - - - - - - - - - -

1,3-Dichlorobenzene mg/kg 159 - - - - - <0.1 <0.1 - - - - - - - - - - -

1,4-Dichlorobenzene mg/kg 20800 (1280) - - - - - <0.1 <0.1 - - - - - - - - - - -

Benzyl alcohol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -


2-Methylphenol mg/kg 182000 - - - - - <0.1 <0.1 - - - - - - - - - - -

bis(2-Chloroisopropyl)ether mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Hexachloroethane mg/kg 111 (48.1) - - - - - <0.1 <0.1 - - - - - - - - - - -

N-Nitro-di-n-propylamine mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

3-&4-Methylphenol mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

Nitrobenzene mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Isophorone mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Nitrophenol mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2,4-Dimethylphenol mg/kg 29800 (7240) - - - - - <0.1 <0.1 - - - - - - - - - - -

Benzoic Acid mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

bis(2-Chloroethoxy)methane mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2,4-Dichlorophenol mg/kg 4180 - - - - - <0.1 <0.1 - - - - - - - - - - -

1,2,4-Trichlorobenzene mg/kg 1260 - - - - - <0.1 <0.1 - - - - - - - - - - -

Naphthalene mg/kg 1090 (432) - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Chlorophenol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

4-Chloroaniline mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Hexachlorobutadiene mg/kg 119 - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Chloro-3-methylphenol mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Methylnaphthalene mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -


Hexachlorocyclopentadiene mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2,4,6-Trichlorophenol mg/kg 4320 - - - - - <0.1 <0.1 - - - - - - - - - - -

2,4,5-Trichlorophenol mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Chloronaphthalene mg/kg 2100 (669) - - - - - <0.1 <0.1 - - - - - - - - - - -

Biphenyl mg/kg 46900 (201) - - - - - <0.1 <0.1 - - - - - - - - - - -

Diphenyl ether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Nitoraniline mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Acenaphthylene mg/kg 104000 - - - - - <0.1 <0.1 - - - - - - - - - - -

Dimethylphthalate mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -\\Global\europe\Leeds\Jobs\250000\251657-00\0 Arup\0-03 Ground Engineering\0-03-07 Calcs-Specs\Contamination risk assessment\Futurist Soil Screen_Commerical.xlsm

Title X: Soil Hazard Screening AssessmentPage 1 of 2

Client OVE ARUP AND PARTNERS LTD

Soil Sample BH201 BH202 BH203 WS201 WS202 CP104 WS107 BH2 BH2 WS1 WS2 WS4 WS6 WS7 WS9 WS10 WS15 HDP1

Depth (m) 0.2 1 2 0.2 0.5 0.5 0.3 1 4 1.9 3.6 0.5 0.7 1.5 0.9 0.8 0.5 0.4

Date 29/11/2016 30/11/2016 28/11/2016 30/11/2016 30/11/2016 15/05/2014 30/05/2014 09/07/2008 09/07/2008 08/07/2008 08/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 10/07/2008 11/07/2008



Screening Criteria

2,6-Dinitrotoluene mg/kg 1880 - - - - - <0.1 <0.1 - - - - - - - - - - -

Acenaphthene mg/kg 104000 - - - - - <0.1 <0.1 - - - - - - - - - - -

3-Nitroaniline mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

2,4-Dinitrophenol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Dibenzofuran mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -



Fluorene mg/kg 70800 - - - - - <0.1 <0.1 - - - - - - - - - - -

Diethylphthalate mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Chlorophenyl-phenylether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

4,6-Dinitro-2-methylphenol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -


N-Nitrosodiphenylamine mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Bromophenyl-phenylether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

Hexachlorobenzene mg/kg 122 - - - - - <0.1 <0.1 - - - - - - - - - - -

Pentachlorophenol mg/kg 405 - - - - - <0.6 <0.7 - - - - - - - - - - -

Phenanthrene mg/kg 22500 - - - - - <0.1 0.5 - - - - - - - - - - -

Anthracene mg/kg 542000 - - - - - <0.1 0.1 - - - - - - - - - - -

Di-n-butyl phthalate mg/kg 15400 - - - - - <0.1 <0.1 - - - - - - - - - - -

Fluoranthene mg/kg 22700 - - - - - <0.2 1 - - - - - - - - - - -

Pyrene mg/kg 54500 - - - - - <0.2 1.1 - - - - - - - - - - -

Butyl benzyl phthalate mg/kg 946000 - - - - - <0.2 <0.3 - - - - - - - - - - -

Benzo[a]anthracene mg/kg 176 - - - - - <0.2 0.8 - - - - - - - - - - -

Chrysene mg/kg 355 - - - - - <0.2 0.8 - - - - - - - - - - -

3,3'-Dichlorobenzidine mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Bis (2-ethylhexyl) phthalate mg/kg 86000 - - - - - <0.2 <0.3 - - - - - - - - - - -

Di-n-octyl phthalate mg/kg 89100 - - - - - <0.2 <0.3 - - - - - - - - - - -

Benzo[b]fluoranthene mg/kg 45 - - - - - <0.2 1.1 - - - - - - - - - - -

Benzo[k]fluoranthene mg/kg 1190 - - - - - <0.2 0.5 - - - - - - - - - - -

Benzo[a]pyrene mg/kg 36 - - - - - <0.2 1 - - - - - - - - - - -

Indeno[123-cd]pyrene mg/kg 509 - - - - - <0.6 <0.7 - - - - - - - - - - -

Dibenz[ah]anthracene mg/kg 4 - - - - - <0.6 <0.7 - - - - - - - - - - -

Benzo[ghi]perylene mg/kg 3960 - - - - - <0.6 <0.7 - - - - - - - - - - -

Volatile Organic Compounds (VOCs)

Dichlorodifluoromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chloromethane mg/kg 1 - - - - - <0.004 <0.004 - - - - - - - - - - -

Vinyl Chloride mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromomethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chloroethane mg/kg 1980 - - - - - <0.002 <0.003 - - - - - - - - - - -

Trichlorofluoromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1-Dichloroethene mg/kg 87 - - - - - <0.001 <0.001 - - - - - - - - - - -

trans 1,2-Dichlorothane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1-Dichloroethane mg/kg 803 - - - - - <0.001 <0.001 - - - - - - - - - - -

MTBE mg/kg #N/A - - - - - 0.001 <0.001 - - - - - - - - - - -

2,2-Dichloropropane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

cis 1,2-Dichlorothene mg/kg #N/A - - - - - <0.006 <0.007 - - - - - - - - - - -

Bromochloromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chloroform mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1,1-Trichloroethane mg/kg 2950 - - - - - <0.001 <0.001 - - - - - - - - - - -

Carbon Tetrachloride mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1-Dichloropropene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Benzene mg/kg 90 - - - - - 0.001 <0.001 - - - - - - - - - - -


Trichloroethene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2-Dichloropropane mg/kg 11 - - - - - <0.001 <0.001 - - - - - - - - - - -

Dibromomethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromodichloromethane mg/kg 7 - - - - - <0.001 <0.001 - - - - - - - - - - -

cis 1,3-Dichloropropene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Toluene mg/kg 183681 (4360) - - - - - <0.006 <0.007 - - - - - - - - - - -

trans 1,3-Dichloropropene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -


Tetrachloroethene mg/kg #N/A - - - - - 0.006 0.005 - - - - - - - - - - -


Dibromochloromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2-Dibromoethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chlorobenzene mg/kg 287 - - - - - <0.001 <0.001 - - - - - - - - - - -

Ethylbenzene mg/kg 27424 (2840) - - - - - <0.002 <0.003 - - - - - - - - - - -

1,1,1,2-Tetrachloroethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

m-&p-Xylene mg/kg #N/A - - - - - <0.005 <0.005 - - - - - - - - - - -

o-Xylene mg/kg 33027 (2620) - - - - - <0.002 <0.003 - - - - - - - - - - -

Styrene mg/kg 10600 (3350) - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromoform mg/kg 2980 - - - - - <0.001 <0.001 - - - - - - - - - - -

iso-Propylbenzene mg/kg 7270 (2250) - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1,2,2-Tetrachloroethane mg/kg 1130 - - - - - <0.001 <0.001 - - - - - - - - - - -

Propylbenzene mg/kg 20400 (2330) - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromobenzene mg/kg 486 - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2,3-Trichloropropane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

2-Chlorotoluene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,3,5-Trimethylbenzene mg/kg #N/A - - - - - <0.001 0.003 - - - - - - - - - - -


tert-Butylbenzene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2,4-Trimethylbenzene mg/kg 208 - - - - - <0.001 0.001 - - - - - - - - - - -

sec-Butylbenzene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

p-Isopropyltoluene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -



n-Butylbenzene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -


1,2-Dibromo-3-chloropropane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -


Hexachlorobutadiene mg/kg 119 - - - - - 0.004 0.007 - - - - - - - - - - -

Naphthalene mg/kg 1090 (432) - - - - - <0.006 0.011 - - - - - - - - - - -


Polychlorinated Biphenyls (PCBs)

PCB 28 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 52 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 101 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 118 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 153 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 138 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 180 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

\\Global\europe\Leeds\Jobs\250000\251657-00\0 Arup\0-03 Ground Engineering\0-03-07 Calcs-Specs\Contamination risk assessment\Futurist Soil Screen_Commerical.xlsm


Client OVE ARUP AND PARTNERS LTDSoil Sample BH201 BH202 BH203 WS201 WS202 CP104 WS107 BH2 BH2 WS1 WS2 WS4 WS6 WS7 WS9 WS10 WS15 HDP1

Depth (m) 0.2 1 2 0.2 0.5 0.5 0.3 1 4 1.9 3.6 0.5 0.7 1.5 0.9 0.8 0.5 0.4

Date 29/11/2016 30/11/2016 28/11/2016 30/11/2016 30/11/2016 15/05/2014 30/05/2014 09/07/2008 09/07/2008 08/07/2008 08/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 10/07/2008 11/07/2008



Screening Criteria

Determinants Units

Asbestos

Asbestos Identification

%

Presence

No

asbestos

detected

No

asbestos

detected

No asbestos

detected

No

asbestos

detected

No

asbestos

detected

No asbestos

detected

No asbestos

detected - - - - - - - - - - -

Inorganics

pH pH units #N/A 8.8 8.1 7.5 7.8 8.8 8.8 9.6 10.3 10 11.5 9.3 10.4 9.1 9.4 8.8 8.5 10.1 -

Cyanide (Total) mg/kg 3460 <0.5 <0.5 <0.5 <0.5 <0.5 <0.6 <0.7 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 -

Cyanide (Free) mg/kg 3460 - - - - - <0.6 <0.7 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 -

Total Organic Carbon mg/kg #N/A 10 1.8 5.6 4 3.4 - - - - - - - - - - - - -

Total Phenols mg/kg 9300 <0.3 <0.3 <0.3 <0.3 <0.3 <0.6 <0.7 - - - - - - - - - - -

Metals

Boron mg/kg 46200 <0.4 <0.4 2.5 1.7 1.6 0.9 0.8 0.99 1 0.68 0.86 0.95 0.75 0.52 1.2 1.3 0.91 -

Arsenic mg/kg 168 14 18 16 22 11 7.7 15.4 10 7.7 15 7.2 9.5 5.4 2.9 14 16 13 -

Beryllium mg/kg 63 <1.0 <1.0 <1.0 <1.0 <1.0 0.783 0.506 - - - - - - - - - - -

Cadmium mg/kg 555 0.28 0.16 0.22 0.4 0.13 <0.2 <0.23 <0.5 <0.5 <0.5 <0.5 1.2 <0.5 <0.5 <0.5 <0.5 <0.5 -

Chromium mg/kg 33000 8.6 18 17 21 14 28.3 19.3 19 23 19 25 9.5 5.9 <5 22 16 11 -

Copper mg/kg 44400 17 30 56 49 21 18.6 36 37 24 49 20 15 15 6.5 120 41 19 -

Mercury mg/kg 244 <0.1 0.49 0.53 0.41 0.25 <0.5 3.97 <0.25 <0.25 <0.25 <0.25 <0.25 <0.25 <0.25 0.61 0.31 <0.25 -

Nickel mg/kg 804 14 27 29 27 21 31.2 21 21 31 26 33 10 7.6 <5.0 44 24 26 -

Lead mg/kg 1300 42 140 150 260 110 31.9 216.8 210 41 110 27 560 30 15 120 220 78 -

Antimony mg/kg 3290 <2.0 <2.0 <2.0 2.2 <2.0 - - - - - - - - - - - - -

Selenium mg/kg 1850 <0.20 <0.20 0.53 0.39 <0.20 <0.5 <0.6 0.32 <0.3 <0.3 0.32 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 -

Vanadium mg/kg 4630 51 42 44 44 32 31.4 34.8 - - - - - - - - - - -

Zinc mg/kg 173000 48 69 98 180 57 55.3 65 82 71 120 59 1100 25 20 94 88 53 -

Hexavalet Chromium mg/kg 220 <0.5 <0.5 <0.5 <0.5 <0.5 - - <0.1 <0.1 <0.1 <0.1 <0.1 <0.10 0.13 0.12 0.12 <0.10 -

Barium mg/kg 5770 - - - - - 173 175 - - - - - - - - - - -

Total Petroleum Hydrocarbons (TPH)

TPH - Aliphatic EC5-EC6 mg/kg 181000 (1150) <1.0 - <1.0 - - <0.2 <0.3 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aliphatic >EC6-EC8 mg/kg 316000 (736) <1.0 - <1.0 - - <0.2 <0.3 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aliphatic >EC8-EC10 mg/kg 21400 (451) <1.0 - <1.0 - - <5 <5 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aliphatic >EC10-EC12 mg/kg 24300 (283) 2.6 - <1.0 - - <5 <5 - - - - <1.0 - - <1.0 - 2.1 -

TPH - Aliphatic >EC12-EC16 mg/kg 25700 (142) 12 - <1.0 - - 6.75 6.04 - - - - 7.4 - - 3.2 - 5.1 -

TPH - Aliphatic >EC16-EC21 mg/kg 494000 22 - <1.0 - - <5 59.5 - - - - - - - - - - -

TPH - Aliphatic >EC21-EC35 mg/kg 494000 59 - <1.0 - - <10.22 44.1 - - - - - - - - - - -

TPH - Aliphatic >EC16-EC35 mg/kg 494000 - - - - - - - - - - - 44 - - 17 - 23 -

TPH - Aliphatic >EC35-EC44 mg/kg 494000 92 - <1.0 - - - - - - - - 37 - - 7.7 - 7.8 -

Total Aliphatic Hydrocarbons mg/kg #N/A 190 - <5.0 - - <23 111.5 - - - - 89 - - 28 - 38 -

TPH - Aromatic >EC5-EC7 (benzene) mg/kg 113 <1.0 - <1.0 - - - - - - - - <0.01 - - <0.01 - <0.01 -

TPH - Aromatic >EC7-EC8 (toluene) mg/kg 101000 (4360) <1.0 - <1.0 - - - - - - - - <0.01 - - <0.01 - <0.01 -

TPH - Aromatic >EC8-EC10 mg/kg 9290 (3580) <1.0 - <1.0 - - <5 <5 - - - - <0.1 - - <0.1 - <0.1 -

TPH - Aromatic >EC10-EC12 mg/kg 10000 11 - <1.0 - - <5 <5 - - - - <1.0 - - <1.0 - 2.3 -

TPH - Aromatic >EC12-EC16 mg/kg 10400 140 - <1.0 - - <5 <5 - - - - 2.4 - - <1.0 - 6.1 -

TPH - Aromatic >EC16-EC21 mg/kg 7770 790 - <1.0 - - <5 24.5 - - - - 6.7 - - <1.0 - 46 -

TPH - Aromatic >EC21-EC35 mg/kg 7850 3500 - <1.0 - - <10.22 44.1 - - - - 34 - - <1.0 - 200 -

TPH - Aromatic >EC35-EC44 mg/kg 7850 310 - <1.0 - - - - - - - - 52 - - <1.0 - 59 -

Total Aromatic Hydrocarbons mg/kg #N/A 4700 - <5.0 - - <23 73 - - - - 95 - - <5.0 - 310 -

Total Petroluem Hydrocarbons mg/kg #N/A 4900 - <10 - - 51 255 920 <50 70 <50 340 2000 <50 53 89 700 -

BTEX

Benzene mg/kg 113 2.1 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

Toluene mg/kg 101000 (4360) <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

Ethylbenzene mg/kg 27100 (2840) <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

m & p-xylene mg/kg 31500 <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

o-xylene mg/kg 32600 (2620) <1.0 - <1.0 - - <0.012 <0.014 - - - - - - - - - - -

Polycyclic Aromatic Hydrocarbons (PAH)

Naphthalene mg/kg - 27 - <0.1 - - <0.09 <0.11 30 0.12 0.57 0.81 0.63 - <0.10 0.25 - - -

Acenaphthylene mg/kg - 22 - <0.1 - - <0.09 0.11 <0.10 <0.10 <0.10 <0.10 <0.10 - <0.10 <0.10 - - -

Acenaphthene mg/kg - 5.2 - <0.1 - - <0.09 <0.11 38 <0.10 0.13 0.7 0.39 - <0.10 0.11 - - -

Fluorene mg/kg - 36 - <0.1 - - <0.09 <0.11 24 <0.10 0.13 0.38 0.22 - <0.10 <0.10 - - -

Phenanthrene mg/kg - 150 - <0.1 - - 0.1 0.36 170 0.38 2.4 3.1 2.5 - 0.15 0.49 - - -

Anthracene mg/kg - 57 - <0.1 - - <0.09 0.1 80 0.22 0.75 1.5 0.86 - <0.10 0.21 - - -

Fluoranthene mg/kg - 140 - <0.1 - - 0.14 1.1 170 0.48 3.8 3.9 5.3 - 0.4 0.57 - - -

Pyrene mg/kg - 110 - <0.1 - - 0.14 1 160 0.42 3 3.4 4.2 - 0.18 0.47 - - -

Benzo[a]anthracene mg/kg - 65 - <0.1 - - <0.09 0.75 91 0.28 1.7 1.9 1.5 - 0.12 0.27 - - -

Chrysene mg/kg - 56 - <0.1 - - <0.09 0.63 76 0.24 1.2 1.8 1.3 - <0.10 0.23 - - -

Benzo[b]fluoranthene mg/kg - 58 - <0.1 - - 0.14 1.07 56 0.21 1.1 1.2 0.91 - <0.10 0.2 - - -

Benzo[k]fluoranthene mg/kg - 24 - <0.1 - - <0.09 0.4 41 0.14 0.58 0.71 0.57 - <0.10 0.14 - - -

Coal Tar (BaP Surrogate Marker) mg/kg 4.8 53 - <0.1 - - 0.11 0.8 89 0.19 1.3 1.6 1.1 - <0.10 0.23 - - -

Indeno[123-cd]pyrene mg/kg - 32 - <0.1 - - <0.09 0.71 56 0.16 1.2 1.3 0.9 - <0.10 0.18 - - -

Dibenz[ah]anthracene mg/kg - 8.2 - <0.1 - - <0.09 0.15 6.2 <0.10 0.14 0.18 0.12 - <0.10 <0.10 - - -

Benzo[ghi]perylene mg/kg - 23 - <0.1 - - <0.09 0.66 51 0.17 1 1.1 0.81 - <0.10 0.17 - - -

Total PAHs mg/kg #N/A 870 - <2.0 - - <1.67 <8.18 1100 3 19 24 21 - <1.0 3.5 - - -

Semi-Volatile Organic Compounds (SVOCs)

Phenol mg/kg 9300 - - - - - <0.1 <0.1 - - - - - - - - - - -

bis(2-chloroethyl)ether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Chlorophenol mg/kg 1060 - - - - - <0.1 <0.1 - - - - - - - - - - -



Benzyl alcohol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -


2-Methylphenol mg/kg 49400 - - - - - <0.1 <0.1 - - - - - - - - - - -

bis(2-Chloroisopropyl)ether mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Hexachloroethane mg/kg 206 (48.1) - - - - - <0.1 <0.1 - - - - - - - - - - -

N-Nitro-di-n-propylamine mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

3-&4-Methylphenol mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

Nitrobenzene mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Isophorone mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -


2,4-Dimethylphenol mg/kg 9880 - - - - - <0.1 <0.1 - - - - - - - - - - -

Benzoic Acid mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

bis(2-Chloroethoxy)methane mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2,4-Dichlorophenol mg/kg 1040 - - - - - <0.1 <0.1 - - - - - - - - - - -

1,2,4-Trichlorobenzene mg/kg 3980 (1880) - - - - - <0.1 <0.1 - - - - - - - - - - -

Naphthalene mg/kg 2950 (432) - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Chlorophenol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

4-Chloroaniline mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Hexachlorobutadiene mg/kg 51 - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Chloro-3-methylphenol mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -



Hexachlorocyclopentadiene mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2,4,6-Trichlorophenol mg/kg 1060 - - - - - <0.1 <0.1 - - - - - - - - - - -

2,4,5-Trichlorophenol mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Chloronaphthalene mg/kg 2750 - - - - - <0.1 <0.1 - - - - - - - - - - -

Biphenyl mg/kg 18500 - - - - - <0.1 <0.1 - - - - - - - - - - -

Diphenyl ether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

2-Nitoraniline mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Acenaphthylene mg/kg 29900 - - - - - <0.1 <0.1 - - - - - - - - - - -

Dimethylphthalate mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -\\Global\europe\Leeds\Jobs\250000\251657-00\0 Arup\0-03 Ground Engineering\0-03-07 Calcs-Specs\Contamination risk assessment\Futurist Soil Screen_Openspace.xlsm


Client OVE ARUP AND PARTNERS LTD

Soil Sample BH201 BH202 BH203 WS201 WS202 CP104 WS107 BH2 BH2 WS1 WS2 WS4 WS6 WS7 WS9 WS10 WS15 HDP1

Depth (m) 0.2 1 2 0.2 0.5 0.5 0.3 1 4 1.9 3.6 0.5 0.7 1.5 0.9 0.8 0.5 0.4

Date 29/11/2016 30/11/2016 28/11/2016 30/11/2016 30/11/2016 15/05/2014 30/05/2014 09/07/2008 09/07/2008 08/07/2008 08/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 09/07/2008 10/07/2008 11/07/2008



Screening Criteria


Acenaphthene mg/kg 29900 - - - - - <0.1 <0.1 - - - - - - - - - - -


2,4-Dinitrophenol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Dibenzofuran mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -



Fluorene mg/kg 20100 - - - - - <0.1 <0.1 - - - - - - - - - - -

Diethylphthalate mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Chlorophenyl-phenylether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

4,6-Dinitro-2-methylphenol mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -


N-Nitrosodiphenylamine mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

4-Bromophenyl-phenylether mg/kg #N/A - - - - - <0.1 <0.1 - - - - - - - - - - -

Hexachlorobenzene mg/kg 30 - - - - - <0.1 <0.1 - - - - - - - - - - -

Pentachlorophenol mg/kg 117 - - - - - <0.6 <0.7 - - - - - - - - - - -

Phenanthrene mg/kg 6270 - - - - - <0.1 0.5 - - - - - - - - - - -

Anthracene mg/kg 152000 - - - - - <0.1 0.1 - - - - - - - - - - -

Di-n-butyl phthalate mg/kg 2630 - - - - - <0.1 <0.1 - - - - - - - - - - -

Fluoranthene mg/kg 6350 - - - - - <0.2 1 - - - - - - - - - - -

Pyrene mg/kg 15200 - - - - - <0.2 1.1 - - - - - - - - - - -

Butyl benzyl phthalate mg/kg 259000 - - - - - <0.2 <0.3 - - - - - - - - - - -

Benzo[a]anthracene mg/kg 63 - - - - - <0.2 0.8 - - - - - - - - - - -

Chrysene mg/kg 121 - - - - - <0.2 0.8 - - - - - - - - - - -

3,3'-Dichlorobenzidine mg/kg #N/A - - - - - <0.6 <0.7 - - - - - - - - - - -

Bis (2-ethylhexyl) phthalate mg/kg 16800 - - - - - <0.2 <0.3 - - - - - - - - - - -

Di-n-octyl phthalate mg/kg 20000 - - - - - <0.2 <0.3 - - - - - - - - - - -

Benzo[b]fluoranthene mg/kg 16 - - - - - <0.2 1.1 - - - - - - - - - - -

Benzo[k]fluoranthene mg/kg 442 - - - - - <0.2 0.5 - - - - - - - - - - -

Benzo[a]pyrene mg/kg 13 - - - - - <0.2 1 - - - - - - - - - - -

Indeno[123-cd]pyrene mg/kg 183 - - - - - <0.6 <0.7 - - - - - - - - - - -

Dibenz[ah]anthracene mg/kg 1 - - - - - <0.6 <0.7 - - - - - - - - - - -

Benzo[ghi]perylene mg/kg 1570 - - - - - <0.6 <0.7 - - - - - - - - - - -

Volatile Organic Compounds (VOCs)

Dichlorodifluoromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chloromethane mg/kg 173 - - - - - <0.004 <0.004 - - - - - - - - - - -

Vinyl Chloride mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromomethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chloroethane mg/kg 217000 (5710) - - - - - <0.002 <0.003 - - - - - - - - - - -

Trichlorofluoromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1-Dichloroethene mg/kg 5860 - - - - - <0.001 <0.001 - - - - - - - - - - -

trans 1,2-Dichlorothane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1-Dichloroethane mg/kg 31200 (5600) - - - - - <0.001 <0.001 - - - - - - - - - - -

MTBE mg/kg #N/A - - - - - 0.001 <0.001 - - - - - - - - - - -


cis 1,2-Dichlorothene mg/kg #N/A - - - - - <0.006 <0.007 - - - - - - - - - - -

Bromochloromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chloroform mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1,1-Trichloroethane mg/kg 101000 (6390) - - - - - <0.001 <0.001 - - - - - - - - - - -

Carbon Tetrachloride mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1-Dichloropropene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Benzene mg/kg 113 - - - - - 0.001 <0.001 - - - - - - - - - - -


Trichloroethene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2-Dichloropropane mg/kg 292 - - - - - <0.001 <0.001 - - - - - - - - - - -

Dibromomethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromodichloromethane mg/kg 81 - - - - - <0.001 <0.001 - - - - - - - - - - -

cis 1,3-Dichloropropene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Toluene mg/kg 101000 (4360) - - - - - <0.006 <0.007 - - - - - - - - - - -

trans 1,3-Dichloropropene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -


Tetrachloroethene mg/kg #N/A - - - - - 0.006 0.005 - - - - - - - - - - -


Dibromochloromethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2-Dibromoethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

Chlorobenzene mg/kg 2900 - - - - - <0.001 <0.001 - - - - - - - - - - -

Ethylbenzene mg/kg 27100 (2840) - - - - - <0.002 <0.003 - - - - - - - - - - -

1,1,1,2-Tetrachloroethane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

m-&p-Xylene mg/kg #N/A - - - - - <0.005 <0.005 - - - - - - - - - - -

o-Xylene mg/kg 32600 (2620) - - - - - <0.002 <0.003 - - - - - - - - - - -

Styrene mg/kg 6120 (3350) - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromoform mg/kg 5220 - - - - - <0.001 <0.001 - - - - - - - - - - -

iso-Propylbenzene mg/kg 33800 (2250) - - - - - <0.001 <0.001 - - - - - - - - - - -

1,1,2,2-Tetrachloroethane mg/kg 2290 - - - - - <0.001 <0.001 - - - - - - - - - - -

Propylbenzene mg/kg 43900 (2330) - - - - - <0.001 <0.001 - - - - - - - - - - -

Bromobenzene mg/kg 3460 - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2,3-Trichloropropane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -


1,3,5-Trimethylbenzene mg/kg #N/A - - - - - <0.001 0.003 - - - - - - - - - - -


tert-Butylbenzene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2,4-Trimethylbenzene mg/kg 408 - - - - - <0.001 0.001 - - - - - - - - - - -

sec-Butylbenzene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

p-Isopropyltoluene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -



n-Butylbenzene mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -


1,2-Dibromo-3-chloropropane mg/kg #N/A - - - - - <0.001 <0.001 - - - - - - - - - - -

1,2,4-Trichlorobenzene mg/kg 3980 (1880) - - - - - <0.004 <0.004 - - - - - - - - - - -

Hexachlorobutadiene mg/kg 51 - - - - - 0.004 0.007 - - - - - - - - - - -

Naphthalene mg/kg 2950 (432) - - - - - <0.006 0.011 - - - - - - - - - - -


Polychlorinated Biphenyls (PCBs)

PCB 28 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 52 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 101 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 118 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 153 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 138 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

PCB 180 mg/kg #N/A - - - - - - - - - - - - - - - - - <0.0010

\\Global\europe\Leeds\Jobs\250000\251657-00\0 Arup\0-03 Ground Engineering\0-03-07 Calcs-Specs\Contamination risk assessment\Futurist Soil Screen_Openspace.xlsm


Appendix G

Gas monitoring results

Date Peak CH4 Peak CO2 Min O2 Peak H2S Peak CO Peak Flow

Water

level

Atmos

Pressure

Maximum

Characteristic

Situation

Units % % % ppm l/h mbgl mBar Methane

Carbon

Dioxide Methane

Carbon

Dioxide

Considering CH4

and CO2

16/07/2008 <0.1 0.4 19.9 0.1 13.5 1040 0.0001 0.0004 CS1 CS1 CS1

31/07/2008 <0.1 0.5 19.8 0.2 7.53 1112 0.0002 0.001 CS1 CS1 CS1

12/08/2008 <0.1 0.3 20.1 0.2 6.05 1055 0.0002 0.0006 CS1 CS1 CS1

16/07/2008 0.1 0.6 19.7 -0.1 9.19 1015 -0.0001 -0.0006 CS1 CS1 CS1

31/07/2008 <0.1 0.5 19.8 <0.1 9.17 1111 0.0001 0.0005 CS1 CS1 CS1

12/08/2008 <0.1 0.6 19.7 -0.1 9.13 1055 -0.0001 -0.0006 CS1 CS1 CS1

03/07/2014 <0.1 1 19.5 <1 <1 <0.1 Damp 1015 0.0001 0.001 CS1 CS1 CS1

20/12/2016 0.1 0.8 21.2 2 <1 0.3 2.3 1018 0.0003 0.0024 CS1 CS1 CS1

05/01/2017 0.1 0.4 20.9 3 <1 0.2 2.35 1029 0.0002 0.0008 CS1 CS1 CS1

03/07/2014 <0.1 0.2 20.1 <1 <1 0.1 Damp 1014 0.0001 0.0002 CS1 CS1 CS1

20/12/2016 0.1 1.8 19.9 2 <1 0.2 2.3 1018 0.0002 0.0036 CS1 CS1 CS1

05/01/2017 0.1 2.2 19.4 3 <1 0.2 2.32 1029 0.0002 0.0044 CS1 CS1 CS1

03/07/2014 <0.1 <0.1 20 <1 <1 <0.1 Damp 1014 0.0001 0.0001 CS1 CS1 CS1

20/12/2016 0.1 2 20.1 2 2 0.3 2.83 1017 0.0003 0.006 CS1 CS1 CS1

05/01/2017 0.2 5 19 4 5 0.2 2.4 1029 0.0004 0.01 CS1 CS1 CS1

03/07/2014 <0.1 0.6 18.6 <1 <1 0.1 Damp 1015 0.0001 0.0006 CS1 CS1 CS1

05/01/2017 0.2 4.6 13.8 3 <1 0.5 Dry 1029 0.001 0.023 CS1 CS1 CS1

19/01/2017 0.3 4 13.1 2 <1 0.5 Dry 999 0.0015 0.02 CS1 CS1 CS1

03/07/2014 <0.1 1.5 18.3 <1 <1 <0.1 Damp 1015 0.0001 0.0015 CS1 CS1 CS1

13/01/2017 0.2 5.6 11.2 2 5 0.5 Dry 998 0.001 0.028 CS1 CS1 CS1

19/01/2017 0.1 5.4 11.5 2 2 0.4 Dry 1033 0.0004 0.0216 CS1 CS1 CS1

09/12/2016 0.1 0.1 20.4 <1 <1 2.8 Dry 1015 0.0028 0.0028 CS1 CS1 CS1

20/12/2016 0.1 0.5 15.7 2 <1 0.4 Dry 1017 0.0004 0.002 CS1 CS1 CS1

05/01/2017 0.2 0.3 19.2 3 <1 0.3 7.98 1029 0.0006 0.0009 CS1 CS1 CS1

09/12/2016 0.1 0.4 17.3 <1 2 0.3 Dry 1015 0.0003 0.0012 CS1 CS1 CS1

20/12/2016 0.1 0.6 15.5 2 <1 0.3 Dry 1017 0.0003 0.0018 CS1 CS1 CS1

05/01/2017 0.2 0.2 20.3 3 <1 0.1 Dry 1029 0.0002 0.0002 CS1 CS1 CS1

09/12/2016 0.1 0.1 20.2 <1 <1 0.3 2.75 1016 0.0003 0.0003 CS1 CS1 CS1

20/12/2016 0.1 0.1 21.6 2 6 0.3 2.7 1017 0.0003 0.0003 CS1 CS1 CS1

05/01/2017 0.2 0.2 20.4 3 <1 0.4 2.89 1029 0.0008 0.0008 CS1 CS1 CS1

09/12/2016 0.1 1.8 19.6 <1 <1 0.5 Dry 1016 0.0005 0.009 CS1 CS1 CS1

20/12/2016 0.1 1.9 19.6 2 <1 0.2 Dry 1018 0.0002 0.0038 CS1 CS1 CS1

05/01/2017 0.2 2 19.9 3 <1 0.3 Dry 1029 0.0006 0.006 CS1 CS1 CS1

Notes:

1) All units are as shown

2) NR = value not reported

Green

Yellow

Blue

BH203Glacial Till

(4-5mbgl)

Characteristic Situation 1

BH201Glacial Till

(7-8mbgl)

WS202Glacial Till

(2.4-3mbgl)

WS105 -

ESG

Made Ground

(2-5mbgl)

WS106 -

ESG

Made Ground

(2-5mbgl)

BH202Glacial Till

(4-6mbgl)

WS101 -

ESG

Made Ground

(2-5mbgl)

Location Strata

Characteristic Situation 2 or methane concentration greater than or equal to 1% or carbon dioxide concentration greater than or equal to 5%.

Characteristic Situation 3

WS109 -

ESG

Made Ground

(2-5mbgl)

WS103A -

ESG

Made Ground

(2-5mbgl)

Gas Screening Value

(GSV) (l/gas)

Characteristic

Situation

BH2 -

WYG

Glacial Till

(29-32.4mbgl)

BH4 -

WYG

Glacial Till

(10.5-15mbgl)

willmott dixon construction ltd futurist site ground investigation … · 2017. 8. 8. · futurist...

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