Geotechnical Interpretative Report - Tamesideplandocs.tameside.gov.uk/anitepublicdocs/00215804.pdf · 1.3. Aim of Geotechnical Interpretative Report The aim of this report is to interpret

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Geotechnical Interpretative ReportNew Ashton Residential Housing, Stamford

TPS

GeotechnicsWhitgift Centre

Croydon

CR9 0AU

online:[email protected]

GIR

Page iiiTPS | Proud to be sustainable designers

Prepared by

Daniel FreelandSenior Engineer

Approved by

Janice WindlePrincipal Engineer

Prepared for Carillion Building Ltd.

Page iv New Ashton Residential Geotechnical Report

Document Amendment and Issue RecordRevision

Ref Date Description of Revision Issue Date Authorised by

- December2014

For Comment 19th December2014

Janice Windle

DistributionRev.Ref

Purposeof Issue

No. ofcopies

Carillion Building - comment electronic

P = Preliminary B = Bid C = Construction M = PMI I = InformationPurposeof Issue: T = Tender R = Review Other (please specify)

Geotechnical Report

Page 1 of 40TPS | Proud to be sustainable designers

Contents

1. Introduction................................................................................ 31.1. Background................................................................................ 31.2. Ground Investigation................................................................... 31.3. Aim of Geotechnical Interpretative Report ................................... 31.4. Constraints and Limitations......................................................... 3

2. Site Setting ................................................................................. 52.1. Site Description .......................................................................... 52.2. Proposed Development .............................................................. 52.3. Site Walkover ............................................................................. 52.4. Geology ..................................................................................... 62.5. Hydrology................................................................................... 62.6. Hydrogeology............................................................................. 62.7. Radon........................................................................................ 72.8. Unexploded Ordnance (UXO) ..................................................... 72.9. Coal Mining................................................................................ 72.10. Summary of Historic Ground Investigations............................. 82.11. Summary of Historical Ordnance Survey Maps ....................... 82.12. Identified Risks Due to Site Setting......................................... 8

3. Ground Investigation ................................................................. 93.1. Specific Objectives ..................................................................... 93.2. Design of Ground Investigation ................................................... 93.3. Laboratory Testing.................................................................... 11

4. In-situ Testing ...........................................................................124.1. Standard Penetration Tests....................................................... 12

5. Geology and Geotechnical Design Parameters.......................135.1. Topsoil ..................................................................................... 145.2. Tarmacadam............................................................................ 145.3. Made Ground ........................................................................... 145.4. Glacial Till ................................................................................ 185.5. Pennine Lower Coal Measures ................................................. 215.6. Geotechnical Design Parameters.............................................. 22

6. Gas and Groundwater Monitoring............................................236.1. Gas & Ground Water Monitoring Strategy.................................. 236.2. Monitoring Installations and Technique...................................... 236.3. Observations of Groundwater ................................................... 236.4. Groundwater Results ................................................................ 246.5. Groundwater Chemistry............................................................ 256.6. Ground Gas Results ................................................................. 25

7. Engineering Assessment..........................................................267.1. Foundations ............................................................................. 267.2. Groundwater ............................................................................ 27

Page 2 New Ashton Residential Geotechnical Report

7.3. Pavement Design..................................................................... 277.4. Re-Use of Materials on Site...................................................... 277.5. Excavations ............................................................................. 277.6. Unexploded Ordnance.............................................................. 277.7. Gas Monitoring Results ............................................................ 27

8. Supervision, Monitoring and Maintenance Requirements......29

9. Geotechnical Risk Register ......................................................30

10. References ................................................................................31

Drawings

Drawing 1 – Faulkner Browns Architects Ashton Housing Masterplan - Indicative Site Plan ALP(9)01A 5/12/13

Appendices

Appendix 1 – Phase 1 Factual Report

Appendix 2 – Phase 2 Factual Report

Geotechnical Report


1. Introduction

1.1. BackgroundCarillion have been commissioned by Tameside Metropolitan Borough Council to construct a new housingdevelopment adjacent to the New Ashton Primary School. The site is adjacent to Mossley Road (A670) inAshton-Under-Lyne, Greater Manchester.

1.2. Ground InvestigationA desk study site appraisal of the residential site and school site (TPS, 2013) was prepared which includeda preliminary risk register and this identified uncertainties associated with the ground conditions,groundwater and ground gas on the subject site.

The first phase of the ground investigation was scoped by TPS to address risks associated with shallowmining. (Farmer, 2014-1). A second phase of ground investigation was scoped by TPS to supplement theexisting information and to refine the conceptual site model (CSM) to provide a comprehensiveassessment of the hazards posed by the ground conditions. (Farmer, 2014-2).

The contract for both phases of the ground investigation was awarded to Ian Farmer Associates. The firstphase of work was undertaken from the 5th to the 9th of May 2014 and the second phase from the 21st tothe 24th of October 2014.

The 2nd phase of the site investigation included in-situ and laboratory geotechnical testing todetermine the engineering properties of the underlying strata. It also included laboratory chemicaltesting of samples taken from the Made Ground and Natural Ground for chemical characterisation

1.3. Aim of Geotechnical Interpretative ReportThe aim of this report is to interpret the factual data obtained from the ground investigations and to relate itto geotechnical risks.

The opinions expressed within this report together with the comments and recommendations given arebased on information obtained from the documentary sources stated, the ground conditions revealed aspart of the investigation and the results of the laboratory and in situ testing carried out. Where differentground conditions are encountered or changes made to the proposed development, the conclusions of thisreport should be reviewed.

This assessment excludes risks from shallow mining and contaminated land.

1.4. Constraints and LimitationsThis interpretative report should be read in conjunction with the factual reports for the site investigation andthe third party information pertinent to the subject site. Referenced reports relating to the site investigationare listed chronologically in Table 1.1. All references are provided in Section 9.


Table 1.1 : Summary of Site Specific Investigations Reports

Year Organisation Description Purpose

December2013

TPS Contaminated Land DeskStudy Report

Review of the historic and current siteactivities, geology and ground conditionswith environmental information relevant tothe residential site and adjacent school site.

October2014

Ian FarmerAssociates

Factual Report on GroundInvestigation – Version 3(Contract: W14/41421)

Results and data from intrusive survey toinvestigate risks from shallow miningscoped by TPS.

December2014

TPS Coal Mining RiskAssessment

To present a desk based review of allavailable information on coal miningrelevant to the site, use this information toidentify and assess risks to the proposeddevelopment from coal mining legacy andto set out appropriate mitigation measuresto address these risks.

December2014

Ian FarmerAssociates

Factual Report on GroundInvestigation – Version 1(Contract: W14/41549)

Results and data from intrusive surveyscoped by TPS

December2014

TPS Contaminated Land RiskAssessment

Assess results from intrusive survey withrespect to contaminated land risk.

TPS has endeavoured to assess all information provided to them during this investigation but makes noguarantees or warranties as to the accuracy or completeness of this information. This report has beenprepared for the benefit, use and information of Carillion Building for the purposes set out in this report.The liability of TPS in respect of the information contained in the report will not extend to any third person.

Geotechnical Report


2. Site Setting2.1. Site Description

The site is located in Stamford, Ashton – under – Lyne, Tameside, Greater Manchester, OL6 9SB. Thesite covers an irregular shaped area of 2.6Ha and the National Grid Coordinates are SD953,000 (Figure2.1 – Site Location Plan).

Figure 2.1: Site Location Plan

The majority of the site was previously occupied by school buildings which were demolished in 2013. Thesite is bounded on all sides by residential streets. The northern part of the site runs along Palace Road,the south along Mossley Road (A670) and Crompton Street is in the west. The land to the east of the siteis to be developed into a new primary school. The site can be accessed off Mossley Road.

2.2. Proposed DevelopmentIt is proposed to develop the site with residential housing. The Faulkner Browns Indicative Site Plan(Drawing 1) shows an indicative site layout which comprises a total of 83 No. three and four bedroomdetached properties.

2.3. Site WalkoverA TPS geotechnical engineer conducted a site walkover on the 30th October 2013. This walkover wasundertaken to identify potentially contaminative activities or geotechnical risks on or near to the proposedsite.

Site Location

N


The northern site boundary is formed by the residential gardens of Palace Road with those of CromptonStreet and Waterloo Gardens in the west. In the south is Mossley Road (A670) and the open space to theeast is to be developed into a new primary school.

At the time of conducting the walkover the previous school was in the process of being demolished andaccess to site was limited. The site was viewed from adjacent playing fields in the north, Crompton Streetin the west and the A670 Mossley Road in the south and south east.

The majority of the site was occupied by the demolished Silver Springs School where all that remains area brick structure housing a substation. The site can be accessed off Mossley Road.

The proposed site is relatively flat and is at approximately the same elevation as Mossley Road.

2.4. GeologyThe majority of maps and datasets referred to in this report are reviewed from the information provided inthe Landmark Envirocheck Report contained within the Contaminated Land Desk Study Report (TPS,2013). In addition, the British Geological Survey (BGS, 2013) and the Environment Agency (EA, 2013)website have also been used.

The online BGS Geology Viewer and the Environment Agency Superficial Geology Map (Scale 1:100,000)show that the site is underlain by Glacial Till Deposits. These Drift deposits overlay Pennine Lower CoalMeasures Formation - Mudstone, Siltstone and Sandstone. The British Geological Survey (BGS) 1:50,000scale geological map Sheet 85 (Manchester) Solid Edition reveals the Arley Mine (AM) coal seam trendingnorth to south at the eastern boundary of the site (subcropping beneath the adjacent New Ashton PrimarySchool site). (TPS, 2013).

The Bedrock and Faults Map scale 1:50,000 indicate a fault running east to west approximately 150mnorth of the site (TPS, 2013).

Available historical BGS boreholes are a minimum of approximately 560m away from the site (TPS, 2013).

2.5. HydrologyThe 10K Raster Map 1:10,000 scale published in 2013 indicates that the nearest surface water feature is195m south east of the site and is a secondary river running into open water at Stamford Park.(TPS, 2013)

The Environment Agency Flood Data Map (Scale 1:10,000) indicates that the site is not at risk of floodingor been subject to historical flooding (TPS, 2013).

The Landmark Envirocheck Report stated that there are two discharge consents approximately 1km northwest of the site. Their status is shown as ‘revoked’. The discharge type is public sewage: storm sewageoverflow from freshwater stream / river (TPS, 2013).

2.6. HydrogeologyThe Bedrock Aquifer Designation Map reveals that the Bedrock is designated as Secondary Aquifer – A.The Superficial Aquifer Designation Map indicates that the Superficial Aquifer is designated asunproductive strata. (TPS, 2013)

Geotechnical Report


The Environment Agency website (EA, 2013) defines the Secondary A Aquifer as: “permeable layerscapable of supporting water supplies at a local rather than strategic scale, and in some cases forming animportant source of base flow to rivers. These are generally aquifers formerly classified as minor aquifers”.

The Environment Agency has a record of 14 No. water abstraction licences within 0.5km to 2km of the site(TPS, 2013).

The Environment Agency reports of 6 No. pollution incidents to controlled waters within 2km of the site(TPS, 2013).

The nearest pollution incident occurred 183m south east of the site and was a Category 3 –minor incident from a diesel spill.

A significant incident from an unknown pollutant occurred 277m east of the site (Category 2).

A minor incident caused by a wrong connection to surface drains occurred 279m east of the site(Category 3)

Minor incidents occurred 385m, 413m and 602m south east of the site, (Category 3)

The Environment Agency (http://www.environment-agency.gov.uk) indicates that the site is not locatedwithin a groundwater protection zone.

2.7. RadonThe site is not in a radon protected area as less than 1% of properties in the area are above the actionlevel. No radon protection measures are necessary. (TPS, 2013)

2.8. Unexploded Ordnance (UXO)The regional unexploded bomb risk map indicates that the site is in area at low risk from possibleUnexploded Ordnance (UXO) resulting from the Second World War (Zetica, 2014). (Note this is amendedadvice to that provided in the TPS Desk Study Report (TPS, 2013).

2.9. Coal MiningA Coal Authority Report (CAR) was obtained for the site (TPS, 2013). It states the following:

The site is within a zone of likely physical influence from workings in 1 seam at 200m to 210mdepth and was last worked in 1900. Any ground movement from these coal workings shouldhave stopped by now. The site is in an area where there is coal at or close to the surface andthis coal may have been worked at some point in the past;

Reserves of coal exist in the local area which could be worked at some time in the future.Although there is no licence for coal working at present and the Coal Authority is not consideringany request any request for future coal works;

There are no known mine entries on site or up to 20m away;

The Coal Authority has not received a damage notice or claim for the subject property, or anyproperty within 50m, since 31st October 1994;

There is no record of mine gas emissions on the site.

A separate risk assessment on Coal Mining has been prepared by TPS (TPS, 2014-2).


2.10. Summary of Historic Ground InvestigationsThere is no record of historic ground investigations on the proposed site.

A ground investigation scoped by TPS was undertaken by Ian Farmer Associates on the adjacent NewAshton Primary School Site in 2014. The Contaminated Land Risk Assessment prepared by TPS (TPS,2014-1) demonstrates:

The ground conditions were Made Ground or Topsoil over Glacial Till over Lower Pennine CoalMeasures.

In the southern section of the adjacent site is Made Ground which contains ashy material andwas demonstrated to be elevated in Arsenic, Lead and PAH’s;

Gas protection measures were not required for the construction of a new school.

2.11. Summary of Historical Ordnance Survey MapsA full desk study has been completed by TPS (TPS, 2013) the following summarises the site history.

From 1894 to 1922 there was no development on site. In 1933 a school was built on the southern part ofthe site and by 1965 the Stamford County Secondary Boys School occupies the majority of the site. Fromaround 1965 the layout of the main school buildings is similar to that when the buildings were demolishedin 2013. There are tanks shown on historic maps in the centre of the site.

Adjacent to the site in the east was a cotton mill up until the 1930’s and this was replaced by minorindustry up until the mid 1990’s and housing thereafter. Off site between 1922 and1965 there has been anextensive amount of residential development around the site with supporting infrastructure.

A full site history is provided in the Contaminated Land Desk Study Report (TPS, 2013)

2.12. Identified Risks Due to Site SettingThe Contaminated Land Desk Study Report (TPS,2013) highlighted a number of risks to beaddressed by the site investigation. These are summarised in Table 2.1.

Table 2.1: Summary of Risks Identified Due to Site Setting (TPS, 2013)

Subject Risk

Existing foundations The type and extent of existing foundations and party walls are not known.

Contamination Previous land usage may have given rise to contamination. Site investigationon the adjacent site indicated elevated levels of Arsenic, Lead, and PAH’swithin the Made Ground. (TPS, 2014-1)

Tanks have been identified on historic maps in the centre of the site.

Groundwater Groundwater regime is not fully established

Ground Gas Possible elevated levels of methane gas.

Mining Possibility of previous mining operations

Geotechnical Report


3. Ground InvestigationThe site investigations were undertaken in general accordance with the Code of Practice for SiteInvestigations, BS5930 (BSI, 1999), and Code of Practice for the Investigation of Potentially ContaminatedSites, BS10175 (BSI, 2001).

3.1. Specific ObjectivesThe first phase of the ground investigation was designed to assess the risk from shallow mining on thesite. Gas and groundwater monitoring was undertaken but no samples were taken during the first phase ofworks.

The second phase of site investigation was designed to meet the specific objectives recommended in theProject Risk Register (TPS, 2013). This included the provision of further information on the groundconditions at the site (specifically the geotechnical and chemical properties of the soil, location ofgroundwater, presence of ground gas and location of obstructions). In addition, the site investigation wascarried out to provide information necessary for the design of new foundations.

Specific objectives included the following:

Determine the thickness and nature of the Made Ground;

Identify the thickness and properties of the Natural Strata underlying the site;

Provide in-situ analysis of the ground to develop the foundation design for the proposed buildings;

Assess the gas and groundwater regimes of the site;

Assess the chemical properties of the soils present.

3.2. Design of Ground InvestigationThe locations and depths in the first phase of the ground investigation were chosen to identify the depth ofa coal seam that subcropped on the adjacent school site in the east and dipped beneath the residentialsite.

The sampling strategy in the second investigation together with associated locations was carefullyselected in order to target, as far as practicable, the likely founding strata and to provide a spatial coverageof the site complementing the existing information. The historic map review (TPS, 2013) demonstratedtanks and sub-stations on the site and these areas were targeted to determine chemical properties andground conditions. The remaining samples were selected on a random basis.

Figure 3.1 shows the locations of the exploratory holes completed during both phases of theinvestigations.


Figure 3.1: Borehole Location Plan

The scope of the ground investigations is summarised as follows (all surveys show depths below existingground level):

Phase 1

4 No. Rotary Open Hole Boreholes designated RBH01 to RBH04 all to 30m;

3 No. Gas and groundwater monitoring standpipes;

Gas monitoring over 6 return visits over 6 weeks.

Geotechnical Report


Phase 2

2 No. cable percussive boreholes designated CP1 to CP2 were sunk to depths of 13.29m and15.00m;

5 No. window sample boreholes designated WS1 to WS5 were taken to depths of either 5.00mor 5.45m;

13 No. hand pits designated HP01 to HP13 dug to a maximum depth of 0.7m;

Gas monitoring over 3 return visits over 3 weeks (in Phase 1 installations)

Samples of groundwater were taken from Phase 1 installations for chemical testing

3.3. Laboratory TestingAs part of the second investigation laboratory testing was carried out as summarised below:

3.3.1. Geotechnical Testing

Samples taken from the boreholes were scheduled for geotechnical laboratory testing as follows:

44 No. Moisture contents;

20 No. Plasticity indices;

8 No. Particle size distribution by wet sieving;

8 No. Sedimentation tests;

7 No. Undrained triaxial;

14 No. Water soluble sulphate;

16 No. Acid soluble sulphate;

16 No. pH value;

12 No. Total Sulphur;

2 No. Oedometer consolidation tests.

3.3.2. Chemical Testing

Chemical testing was undertaken on soil, leachate and water samples. These are discussed in more detailin the TPS Contaminated Land Risk Assessment (TPS, 2014-2).

.


4. In-situ Testing

4.1. Standard Penetration TestsStandard Penetration Tests (SPT’s) were undertaken in borehole locations in the second phase of theground investigation and are presented in Figure 4.1. These are discussed in more detail in section 5.

Figure 4.1 – Plot of SPT Results versus Elevation – All Materials

SPT: N vs Elevation

140

142

144

146

148

150

152

154

156

0 5 10 15 20 25 30 35

SPT 'N' (Blows per 300mm)

Ele

vatio

n (m

AO

D)

Geotechnical Report


5. Geology and Geotechnical Design ParametersThe stratigraphy encountered at the site during the course of the site investigation generallyconsisted of Topsoil / Made Ground, underlain by Glacial Till and Pennine Lower Coal Measures. Thegeneral geological progression identified is summarised in Table 5.1:

Table 5.1: Summary of Ground Conditions

Soil Layer Description Depth ofbase

(mbgl)

Reduced Levelof base(mAOD)

Range ofThickness (m)

Topsoil

Topsoil is only encountered in 7 of 24 locationswhich are generally in the north of the site.Typically described as dark brown clayeysandy topsoil with rootlets.

Between

0.30 and

0.50

Between 155.99

and 154.66

Between 0.30 and

0.50

Average of 0.36m

Tarmacadam Tarmacadam is encountered in 2 locations(HP04 and HP08) 0.10 156.43 0.10

MadeGround

Made ground is encountered at the surface in12 of 24 locations and directly beneath grassin 3 locations. In 3 locations full depths notproven at 0.40m depth.

Generally described as either dark brown,gravelly clayey sand and clayey sandy gravel,or orange brown sandy gravelly clay. Gravel isangular to subrounded, fine to coarse,including brick, concrete, tarmacadam, ash,limestone, sandstone, ceramic and glass.Cobbles and cobble sets were identified insome locations.

Max depth

1.30

Lowest level

153.62

Between 0.20 and

1.30

Average of 0.60m

Glacial Till

Glacial Till is encountered in all locationsunderlying either Topsoil or Made Ground.

It is generally recorded as firm, becoming stiffwith depth, dark brown, sandy, gravelly CLAY.Gravel is angular to subrounded, fine to coarseincluding siltstone, mudstone, sandstone andcoal.

During Phase 2 in CP02 between 2 and 4mbgl(152.82 to 150.82mAOD) and WS03 at5.45mbgl (150.79 mAOD) sand up to 2m thickwas encountered within the Glacial Till. Fullthickness was not proven in WS03.

Sand was described as brown grey, silty,slightly gravelly, fine SAND. Gravel issubangular to subrounded, fine and mediumincluding flint and siltstone, sandstone,mudstone and coal.

Full depth of Glacial Till was only provenduring the 1st phase of the GI.

Between

11.40 and

16.10

Between

145.35 and

138.79

Between 11.00

and 15.90m thick.

Average thickness

= 13.80m

PennineLower CoalMeasures

The Pennine Lower Coal Measures areunderlying the Glacial Till and are typicallydescribed as: dark grey/brown MUDSTONEwith layers of brown SANDSTONE.

Proven to

30m.Proven to

124.89

Full thickness not

proven.


5.1. TopsoilTopsoil is only encountered in 7 of 24 No. locations and is typically described as dark brown clayey sandytopsoil with rootlets. The maximum thickness of this material is 0.5m.

No geotechnical testing was undertaken on this material.

5.2. TarmacadamTarmacadam is encountered in 2 locations (HP04 and HP08) and has a thickness of 0.1m

No testing was undertaken on this material.

5.3. Made GroundMade ground is encountered at the surface in 12 of 24 No. locations and directly beneath the grass in 3locations. The Made Ground is generally described as either dark brown, gravelly clayey sand and clayey sandy

gravel, or orange brown sandy gravelly clay. Gravel is angular to subrounded, fine to coarse, including brick, concrete,

tarmacadam, ash, limestone, sandstone, ceramic and glass. Cobbles and cobble sets were identified in some locations.

The maximum thickness of the Made Ground is 1.3m.

5.3.1. Insitu Testing

There were no insitu tests conducted on the Made Ground.

5.3.2. Classification

There were 2 of 8 No. particle size distribution tests undertaken on the Made Ground material and thesedemonstrated that the material contained from 21% to 22% Clay, 27% Silt, 39% to 47% Sand, 4 to 13%gravel and no cobbles or boulders. The plot from these tests is presented in Figure 5.1 below.

Figure 5.1 – Particle Size Distribution – Made Ground

Particle Size Distribution - Made Ground

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Particle size (mm)

% p

assi

ng

CP01 (1.0m)

WS02 (1.2m)

SILT(0.0002 to 0.063mm)

SAND(0.063 to 2mm)

GRAVEL2mm to 60mm

Geotechnical Report


7 of 44 No. moisture content tests were carried out on Made Ground samples, and these ranged between10% and 32%. Figure 5.2 shows a plot of moisture content versus elevation for all materials and from thisplot it can be seen that generally the Made Ground results are variable and show no correlation toelevation.

Figure 5.2 – Moisture Content versus Elevation – All Materials

3 of 20 No. Atterberg Limit Tests were carried out on Made Ground and the liquid limit was between 38%and 64%, the plastic limit was between 19% and 30% and the plasticity index was calculated as ranging

Moisture Content vs Elevation

138

140

142

144

146

148

150

152

154

156

158

0 5 10 15 20 25 30 35

Moisture Content (%)

Elev

atio

n (m

AO

D)

Glacial Till: ClayGlacial Till: SandGlacial Till: GravelMade Ground


between 19% and 34%. The plasticity index versus elevation is presented in Figure 5.3 for all materialstested.

Figure 5.3 Plot of Plasticity Index versus Elevation – All Materials

From the Atterberg Plot in Figure 5.4 it can be seen that the Made Ground has been classified as clay withmedium plasticity for two samples and as a high plasticity clay in one sample.

Plasticity Index vs Depth

138

139

140

141

142

143

144

145

146

147

148

149

150

151

152

153

154

155

156

157

158

0 5 10 15 20 25 30 35 40

Plasticity Index (%)

Dep

th (m

bgl)

Glacial Till: ClayMade Ground

Geotechnical Report


Figure 5.4 Atterberg Plot – All Materials

From BS8002 (BSI, 1994) the Made Ground would typically have a unit weight of 18 kN/m3 based on afirm clay and it is recommended that this value is adopted in design. This unit weight applies to bothsaturated and partially saturated conditions.

5.3.2.1. Soil Chemistry

5 of 16 No. sulphate test results were undertaken on the Made Ground and the acid soluble sulphatecontent ranges between 0.01% and 0.20%, the water soluble sulphate ranges between 23 and 110 mg/l,the sulphur content ranges between <0.01% and 0.05% and the pH ranges between 6.2 and 8.1. Thesulphates results are reported in SO4.

The characteristic sulphate parameters have been determined in accordance with the BRE publication‘Concrete in Aggressive Ground’ (BRE, 2005) as 0.13% for Total Sulphate, 88 mg/l for water solublesulphate and 6.2 for pH.

Atterberg Plot

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100 110 120

Liquid Limit (%)

Plas

ticity

Inde

x (%

)

Glacial Till: Clay Made Ground


5.4. Glacial TillGlacial Till is encountered in all locations that progressed below the Made Ground or Topsoil.

It is generally recorded as firm, becoming stiff with depth, dark brown, sandy, gravelly CLAY. Sanddescribed as brown grey, silty, slightly gravelly, fine SAND was encountered in localised areas as bandsup to 2m thick. Gravel in the clay and sand is subangular to subrounded, fine and medium including flintand siltstone, sandstone, mudstone and coal.

5.4.1. In situ Testing

In total there were 36 No. Standard Penetration Test (SPT’s) undertaken during the second phase of theground investigation and all of these were in Glacial Till Deposits. Figure 4.1 shows a plot of SPT versuselevation and it can be seen that SPT for Glacial Till ranges between 2 and 31 blows per 300mm. Ingeneral the higher SPT values are encountered at depth.

5.4.2. Classification

There were 6 of 8 No. particle size distribution tests undertaken on the Glacial Till layer and thesedemonstrated that the material contained between 9% to 27% Clay, 15% to 33% Silt, 31% to 70% Sand, 6to 22% gravel and no cobbles or boulders. The plot from these tests is presented in Figure 5.5 below.

Figure 5.5 – Particle Size Distribution – Glacial Till

37 of 44 No. moisture content tests were carried out on samples from the Glacial Till and these rangedbetween 8% and 30%. Figure 5.2 shows a plot of moisture content versus depth for all materials and from

Particle Size Distributions - Glacial Till

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Particle size (mm)

% p

assi

ng

CP01 (2.0m)

CP01 (3.0m)

CP02 (2.0m)

CP02 (3.0m)

CP02 (4.0m)

WS03 (1.2m)

SILT(0.0002 to 0.063mm)

SAND(0.063 to 2mm)

GRAVEL2mm to 60mm

Geotechnical Report


this plot it can be seen that generally the clay results were in the range between 8% and 24%. Themoisture content in the Glacial decreased slightly with depth.

16 of 20 No. Atterberg Limit Tests were carried out on the Glacial Till, and the liquid limit was between29% and 59%, the plastic limit value was between 14% and 27% and the plasticity index was calculated asranging between 14% and 32%.

The plasticity index versus depth results are presented in Figure 5.3 and this demonstrates that theplasticity index decreased slightly with depth for the Glacial Till.

From the Atterberg Plot in Figure 5.4 it can be seen that the Glacial Till would generally be classified asclay of low to high plasticity.

From BS8002 (BSI, 1994) a Glacial Clay would typically have a unit weight of 21 kN/m3. The bulk densityof Clay material was measured in the triaxial tests and 7 No. results ranged between 2.12 and 2.25 Mg/m3.It is recommended that 21 kN/m3 is adopted as the design unit weight for the Glacial Till for both saturatedand partially saturated conditions.

5.4.3. Undrained Shear Strength

The Glacial Till in-situ Standard Penetration Tests (SPT) are presented in Figure 4.1. The CIRIA Guide,Report 143, Standard Penetration Test (SPT): Methods and Use (Clayton, 1995) gives a correlationbetween SPT N values and plasticity index (PI) with the undrained shear strength Cu. Using the maximumPI of 32% the converted SPT N values are plotted against elevation using a correlation factor of 4.5 andthis plot is presented in Figure 5.6.

7 No. Undrained Triaxial Compressive tests were carried on undisturbed samples taken from the GlacialTill and these are plotted against elevation in Figure 5.7. The results range between 65 and 311 kN/m2.

By reviewing the Cu values correlated from N values together with the triaxial test results, a design Cu

value of 85kN/m2 is recommended.

The lowest value of 22.5 kN/m2 was found in CP02 at 1.5mbgl which is just below the Made Ground. Thisis considered likely due to the high silt content found in this area.

5.4.4. Strength Friction Angle

In BS8002 Table 2 (BSI, 1994) a correlation is given between the Plasticity Index (PI) and effective angleof friction ( ’crit) for fine-grained materials. Based on the lowest, average, and maximum values of PI, therespective ’crit would be 30°, 28° and 24°.

It is recommended that a conservative angle of 24° is adopted for design purposes which is based on themaximum PI value using BS8002 |(BSI, 1994).

For the effective cohesion, due to the difficulties in accurately determining this parameter it isrecommended that a value of 0 kN/m2 is used for design purposes.


C u Vs Elevation

140

142

144

146

148

150

152

154

156

0 25 50 75 100 125 150 175 200 225 250 275 300 325

C u (kN/m2)

Elev

atio

n (m

AO

D)

Clay - SPT: N

Clay - UndrainedTriaxial

Figure 5.6 Plot of Undrained Shear Strength versus Elevation – Glacial Till

5.4.5. Consolidation

Consolidation parameters for the Glacial Till were measured in 2 no. oedometer tests and are summarisedas follows:

Design Line forGlacial Till

Cu = 85 kN/m2

Geotechnical Report


Table 5.2: Glacial Till Consolidation Parameters from Oedometer Tests

Coefficient of Consolidation (Cv)(m2/year)

Coefficient of Compressibility (Mv)(m2/MN)

EffectivePressure(kN/m2)

Min Max Mean Min Max Mean

0 - 100 0.989 1.209 1.100 0.155 0.223 0.186

100 - 200 1.956 2.386 2.171 0.096 0.133 0.115

200 - 400 2.171 2.425 2.298 0.070 0.087 0.079

400 - 800 2.369 2.369 - 0.050 0.050 -

An alternative approach to determining Mv values is that proposed by Stroud (Stroud, 1975) where SPT Nvalues are multiplied by a correlation factor depending on PI. Using the maximum PI of 32% would give acorrelation factor of 0.45. Using this approach the derived Mv would be range between 1.111 and 0.072m2/MN respectively.

It is recommended that settlement or heave calculations are undertaken using the range of values aboveapplicable to the increase in effective stress that is being considered.

5.4.6. Soil Chemistry

11 of 16 No. sulphate test results were undertaken on the Glacial Till and the acid soluble sulphate contentranges between <0.01% and 0.12%, the water soluble sulphate ranges between <10 and 180 mg/l, thesulphur content ranges between <0.01% and 0.05% and the pH ranges between 5.8 and 11.4. Thesulphates results are reported in SO4.

The characteristic sulphate parameters have been determined in accordance with the BRE publication‘Concrete in Aggressive Ground’ (BRE, 2005) as 0.09% for Total Sulphate, 130 mg/l for water solublesulphate and 6.25 for pH.

5.5. Pennine Lower Coal MeasuresThe Pennine Lower Coal Measures are underlying the Glacial Till and are typically described as: dark grey/brown

mudstone with layers of brown sandstone. The full thickness was not proven.

No geotechnical testing was undertaken on this material.


5.6. Geotechnical Design ParametersTable 5.3: Summary of Geotechnical Design Parameters

Parameter Made Ground Glacial Till

Moist Unit weight

gd (kN/m3) 1821

Saturated Unit weight

gsat (kN/m3)18 21

Effective cohesion

c’ (kN/m2)- 0

Angle of shearing resistance

’ (º)- 24

Undrained Shear Strength

Cu (kN/m2)- 85

Geotechnical Report


6. Gas and Groundwater Monitoring

6.1. Gas & Ground Water Monitoring StrategyDuring the Phase 1 works, six ground gas and groundwater monitoring visits were completed as part of thesite investigation contract. During the Phase 2 works, three gas and groundwater monitoring visits werecompleted as part of the site investigation. During these visits the groundwater levels in the standpipeinstallations were recorded. This was done to assess the groundwater regime within the site area.Groundwater samples were taken for laboratory chemical testing during these visits.

The make up of any gas present in the standpipes was also recorded during the monitoring visits. Groundgas, such as methane, present a risk to future site occupants and proper assessment of this risk isrequired to specify an appropriate mitigation measure.

The results of the groundwater and ground gas monitoring visits are presented in Section 6.4 and Section6.5.

6.2. Monitoring Installations and TechniqueThree standpipes have been installed to obtain gas and groundwater information. The standpipe responsezones were installed to monitor levels of gas and groundwater in the Made Ground, Glacial Till andSandstone / Mudstone. A summary table of the response zone levels and associated strata is presented inTable 6.1.

Table 6.1: Monitoring Installation Details

Borehole GroundLevel

(mAOD)

Top ofStandpipeResponse

Zone (mbgl)

Bottom ofStandpipeResponse

Zone (mbgl)

Top ofStandpipeResponse

Zone (mAOD)

Bottom ofStandpipeResponse

Zone(mAOD)

InstalledStrata

RBH01 156.17 1.0 16.0 155.47 140.47 Glacial Till

RBH02 156.45 2.0 11.0 154.75 145.75 Glacial Till

RBH04 154.59 16.0 18.50 138.89 136.39Sandstone/ Mudstone

6.3. Observations of GroundwaterDuring the ground investigation the following water strikes encountered are summarised in Table 6.2.Please note that the use of water flush during rotary drilling often makes it difficult to detect water strikes.


Table 6.2: Borehole Groundwater Observations

During the second phase of the ground investigation 3 No. Handpits were abandoned at 0.4m due to waterentering the hole (HP03, HP05 and HP06). All three pits were terminated in granular Made Ground.

6.4. Groundwater ResultsGroundwater monitoring of the standpipes was undertaken on six occasions between the 21st May and28th July 2014 and three occasions between the 19th November and the 8th December 2014. A summaryof the results is presented in Table 6.3 below. The groundwater monitoring results showed the level of thegroundwater table to range from 151.95mAOD (RBH01) to 136.49mAOD (RBH04). The standpipemonitoring zones targeted the following strata:

RBH01 – Glacial Till

RBH02 – Glacial Till

RBH04 – Sandstone / Mudstone

During the 2nd phase of the ground investigation water samples were taken from two of the boreholes forchemical testing.

Table 6.3: Groundwater Monitoring Results

Standpipe Monitoring

Zone (mbgl)

Standpipe Monitoring

Zone (mAOD)

Groundwater Range

(mbgl)

Groundwater Range

(mAOD)Borehole

Top Bottom Top Bottom Min Max Min Max

RBH01 1.0 16.0 155.47 140.47 10.35 4.52 146.12 151.95

RBH02 2.0 11.0 154.75 145.75 8.80 6.45 147.95 150.30

RBH04 16.0 18.50 138.89 136.39 Dry 6.77 136.49 148.12

Level of Strike Level Rise after 20 minutesBorehole

(mbgl) (mAOD) (mbgl) (mAOD)Strata

RBH01 15.90 140.57 11.10 145.37 Mudstone

RBH02 9.30 147.46 8.60 148.16 Brown Clay

RBH02 21.50 135.26 20.10 136.66 Mudstone

RBH04 16.90 139.99 16.20 140.69 Sandstone

Geotechnical Report


6.5. Groundwater ChemistryDuring gas monitoring visits groundwater samples were taken from boreholes for sulphate testing. Thesulphate content of the groundwater from 2 No. results ranged between 33 and 73 mg/l. In accordancewith BRE, 2005 the characteristic sulphate content of the groundwater is 73 mg/l.

6.6. Ground Gas ResultsGas monitoring of the standpipes occurred on six occasions between the 21st May 2014 and 28th July 2014and three occasions between the 19th November and the 8th December 2014. A summary of the results ispresented in Table 6.4 below.

Table 6.4: Gas Monitoring Results

CH4 (%) CO2 (%) O2 (%) Flow Rate(l/hr)

Air Pressure(mb)Borehole

Min Max Min Max Min Max Min Max Min Max

RBH01 0 0 0 3.7 10.7 20.6 -8.9 18.5 990 1004

RBH02 0 0 0.2 2.3 2.0 19.1 -0.2 44.9 990 1004

RBH04 0 0 0.1 0.9 17.9 21.0 0 0.4 990 1004


7. Engineering Assessment7.1. Foundations7.1.1. Shallow foundations

If shallow foundations are to be adopted on site then they would need to be placed below the MadeGround Deposits which are up to 1.3m deep. The Glacial Till underlying the Made Ground should beassumed as firm to stiff clay and would provide a preliminary safe allowable bearing capacity of around125 kPa. (Based on a 1m by 1m pad and assuming a maximum of 25mm settlement).

This preliminary bearing capacity is for guideline purposes. Once the structural loadings are known theneach individual foundation will need to be checked for ultimate and serviceability limit states in accordancewith Eurocode 7 (BSI, 2004).

7.1.2. Piled Foundations

It is understood that the residential development will be founded on shallow foundations and thereforepiled foundations have not been considered in this report.

7.1.3. Influence of trees

In accordance with NHBC Chapter 4.2 ‘Building Near Trees’ (NHBC, 2014) the Glacial Till has a maximummodified plasticity index of 30, with an average of 17.8, and therefore has a low to medium volume changepotential.

Where it is considered that the removal of trees may affect proposed foundations then the type of treeshould be identified and the foundation depth determined in accordance with NHBC Chapter 4.2 ‘BuildingNear Trees’ (NHBC, 2014).

7.1.4. Concrete Class

In total 16 No. soil samples and 2 No water samples were tested for their chemical properties and theresults are discussed according to material type in sections 5 and 6 of this report.

In the Made Ground 5 of 16 No. Soil samples were tested and the characteristic sulphate parameters havebeen determined in accordance with the BRE publication ‘Concrete in Aggressive Ground’ (BRE, 2005) as0.13% for Total Sulphate, 88 mg/l for water soluble sulphate and 6.2 for pH.

Similarly in the Glacial Till, 11 of 16 No. soil samples were tested, and the characteristic sulphateparameters are 0.09% for Total Sulphate, 130 mg/l for water soluble sulphate and 6.25 for pH.

The characteristic sulphate content of groundwater taken from boreholes on the site is 73 mg/l.

The BRE Special Digest 1:2005, Concrete in Aggressive Ground (BRE, 2005) gives an indication to thedesign sulphate and aggressive chemical environment classes for concrete. Based on the results obtainedthe recommended design sulphate class for the Glacial Till and Made Ground is DS-1 and the aggressivechemical environment class (ACEC) is AC-2z.

Geotechnical Report


7.2. Groundwater3 No. groundwater monitoring standpipes were installed during the recent ground with their responsezones in Glacial Till and Pennine Lower Coal Measures. Groundwater was encountered at a maximum of4.52mbgl (152mAOD) in RBH01.

For design purposes it is recommended to adopt a groundwater level at a depth of 4.5mbgl.

7.3. Pavement DesignIt is recommended that a slightly conservative design CBR of 3.0% is adopted where the natural GlacialMaterial is at subgrade level. This correlates with a typical CBR value for a silty clay with a plasticity indexbetween of 30% and a thin road construction (IAN, 2009).

It is recommended that all excavations are inspected by a competent person to ensure the sub-grade issuitable for its intended use. If soft spots are encountered then they should be removed and replaced witha suitable granular backfill. All formations should be proof rolled prior to constructing pavements. Claydeposits exposed during pavement construction should be protected from moisture, as the CBR values willbe reduced if the moisture content of the soil is increased.

7.4. Re-Use of Materials on SiteFrom a geotechnical perspective it will be possible to re-use much of the material that is removed duringany excavations. However Made Ground has been demonstrated to have elevated Benzo (a) Pyrenelevels (TPS, 2014-2) which is likely to be due to Tarmacadam and Ash encountered across the site. There-use of these materials must be in accordance with a Materials Management Plan which will define thematerial types, their suitability for use and approximate locations and volumes.

7.5. ExcavationsAll temporary excavations should have appropriate side support or be battered back to a safe angle tomaintain stability, particularly where access is required.

Groundwater levels were measured to a maximum depth of 4.5mbgl, however some local perched waterlevels were encountered at shallow depth. Where perched water is encountered pumping from sumps maybe required.

7.6. Unexploded OrdnanceThe regional unexploded bomb risk map indicates that the site is in area at low risk from possibleUnexploded Ordnance (UXO) resulting from the Second World War (Zetica, 2014). (Note this is amendedadvice to that provided in the TPS Desk Study Report (TPS, 2013).

7.7. Gas Monitoring ResultsThe guidance used for the design of gas protection measures is CIRIA C665 ‘Assessing Risks Posed byHazardous Ground Gases to Buildings’ (Card et al, 2007). The gas results from Table 6.4 are summarisedas follows:

Maximum flow rate is 44.90 litres per hour in RBH02.

3.7% is highest carbon dioxide in RBH01.


No Methane was detected.

Using the guidance in CIRIA C665 (Card et al, 2007) then the highest gas concentration as a percentshould be multiplied by the maximum flow rate to derive a Gas Screening Value (GSV). Using thisapproach the GSV on the Ashton Residential Site is

44.9/100 x 3.7 = 1.66 litres/hour.

For a low rise house with 150mm ventilated under floor void a GSV of 1.66 would classify the site asAmber 2 and gas protection measures would be required. An Amber 2 classification indicates anintermediate to high gas regime which requires a tested certified gas membrane.

The Desk study (TPS, 2013) gave a low risk from Radon gas and Radon protection measures are notrequired.

The ground investigation did not identify shallow mine workings and therefore the risk from methanerelated to mines is considered low.

Geotechnical Report


8. Supervision, Monitoring and MaintenanceRequirementsIt is recommended that a qualified geotechnical engineer oversees foundation excavation and earthworksoperations on the site and inspects materials at the base of shallow foundations. If unexpected soil orgroundwater conditions are encountered during the construction process then this shall be reported to thedesign engineer immediately to check if any design amendments are necessary.


9. Geotechnical Risk RegisterTable 9.1 summarises the key geotechnical risks for the project, mitigation measures and residual risk.

Table 9.1 Geotechnical Risk Register

Geotechnical Risk Mitigation

Settlement of underlying natural materialsfrom weight of structures.

For shallow foundations, the foundation sizes anddepths should be determined so that no more than25mm settlement is experienced.

Heave/ Settlement of fill beneath floor slabs. The site is underlain by Made Ground which wouldneed to be removed for ground bearing slabs. It islikely that floor slabs will be suspended.

Perched groundwater. The regional groundwater level is at depth. Whereperched groundwater is encountered pumping fromsumps is considered adequate to maintain dryconditions on site.

Ground Gas The site is classed as amber 2 and gas protectionmeasures comprising a 150 mm ventilated void and atested certified gas membrane will be required for theconstruction of new houses.

Sulfate attack on concrete Concrete should be designed for DS-1 conditions.

Instability of excavations Excavations should be shored or battered to a safeangle.

Clay with low to medium volume changepotential.

Foundations shall be designed in accordance withNHBC Chapter 4.2.

Underground obstructions e.g. oldfoundations

All groundworks contractors should be made aware ofthe risk of encountering old man made obstructions. Ifany are found they should be excavated and replacedwith engineered granular fill.

Contaminated Made Ground deposits The TPS Contaminated Land Risk Assessment hasidentified elevated Benzo (a) Pyrene in Made Groundon the site. A 500mm cover system is recommended inareas of soft landscaping underlain by Made Ground.Alternatively it may be possible to reuse Made Groundelsewhere on site i.e. beneath roads provided this isdocumented in a Materials Management Plan andapproved by relevant authority.

Geotechnical Report


10. References(BGS, 2013) British Geological Survey Website: http://bgs.org.uk

Geology of Britain Viewer. Retrieved from: http://mapapps.bgs.ac.uk/geologyofbritain/home.htmlNovember 2013

(BSI, 1994) BS 8002: Code of Practice for Earth Retaining Structures. British Standards Institution (BSI),1994. ISBN 0-580 22826-6.

(BSI, 1999) - BS 5930 : Code of Practice for Site Investigations, British Standards Institution, 1999.

(BSI, 2001) – BS 10175: Code of Investigation of Potentially Contaminated Sites, British StandardsInstitution, 2001.

(BSI, 2004) BS EN 1997-1:2004 Eurocode 7 - Geotechnical Design Part 1: General Rules. ISBN 978-0-580-60946-6.

(BRE, 2005) Building Research Establishment (BRE) Special Digest 1:2005 ‘Concrete in AggressiveGround’. (third edition). ISBN 1-86081-754-8.

(Card et al, 2007) Card, C., Hutchings, H., Mallett, H., Oliver, S & Wilson, S. Assessing risks posed byhazardous ground gases to buildings. 2007. CIRIA Report C665.

(Clayton, 1995). Clayton, C.R.I. The Standard Penetration Test (SPT): Methods and Use. ConstructionIndustry Research Information Association (CIRIA) Report 143. 1995.

(EA , 2013) Environmental Website: http://www.environment-agency.gov.uk

(Farmer, 2014,1) – Factual Report on Ground Investigation New Ashton Residential Housing, Stamford –Version 3 (Contract: W14/41421), Ian Farmer Associates, October 2014.

(Farmer, 2014,2) – Factual Report on Ground Investigation New Ashton Residential Housing Phase 2,Stamford – Version 1 (Contract: W14/41549), Ian Farmer Associates, December 2014.

(IAN, 2009) Interim Advice Note 73/06 Revision 1 (2009). Design Guidance for Road PavementFoundations (DRAFT HD25)

(NHBC, 2004). National House Building Council (NHBC) Standards Chapter 4.2, 2004. ‘Building NearTrees”

(TPS, 2013) – Contaminated Land Desk Study Report, New Ashton Primary School, TPS, December2013.

(TPS, 2014-1) – Contaminated Land Desk Risk Assessment, New Ashton Primary School, TPS, October2014.

(TPS, 2014-2): Coal Mining Risk Assessment, New Ashton Residential Site, TPS, December 2014

(TPS, 2014-3): Contaminated Land Risk Assessment, New Ashton Residential Site, TPS, December 2014

(Zetica, 2014) . Zetica Website: www.zetica.com (Regional Unexploded Bomb Risk – Manchester)


Drawings

Geotechnical Report


Appendix 1 – Factual Report (Phase I)

Ian Farmer Associates (1998) Limited 17 Rivington Court, Hardwick Grange, Woolston, Warrington, WA1 4RT Tel: 01925 855 440 Fax: 01925 855 441

CARILLION BUILDING

NEW ASHTON RESIDENTIAL HOUSING STAMFORD

FACTUAL REPORT ON GROUND INVESTIGATION – VERSION 3

Contract: W14/41421

Date: October 2014

New Ashton Residential Housing, Stamford

Ian Farmer Associates (1998) Limited 17 Rivington Court, Hardwick Grange, Woolston, Warrington, WA1 4RT

Tel: 01925 855 440 Fax: 01925 855 441

FACTUAL REPORT ON

GROUND INVESTIGATION – VERSION 3

carried out at

NEW ASHTON RESIDENTIAL HOUSING

STAMFORD

Prepared for

CARILLION BUILDING The Malthouse Elevator Road Trafford Park

ManchesterM17 1BR

Contract No: W14/41421

Date: October 2014


Contract No. W14/41421 Page 1 of 5

Issue & Revision Record

Contract Number: W14/41421

Contract Name: New Ashton Residential Housing, Stamford

Client: Carillion Building

Engineer: TPS

Report Title: New Ashton Residential Housing, Stamford

Version Issue Date Version Issue Date

V1 11/06/2014 Complete report on ground investigation for comment & approval. Gas and Groundwater monitoring is ongoing.

PDF copy to TPS

V2 07/08/2014 Complete report on ground investigation for comment & approval. Updated with all monitoring inserted.

PDF copy to TPS

V3 09/10/2014 Complete report on ground investigation. Amended BH location plan.

PDF copy to TPS



CONTENTS

1.0 INTRODUCTION 3

2.0 SITE SETTING 32.1 Site Location 32.2 Site Description 3

3.0 SITE WORK 4

4.0 REFERENCES 5

APPENDIX 1 - DRAWINGS Figure A1.1 - Site Location Plan Figure A1.2 - Site Plan

APPENDIX 2 - SITE WORK General Notes on Site Work ii/i-ii/viii

Figure A2.1 - Rotary Borehole Records Figure A2.2 - Instrumentation Table

APPENDIX 3 - MONITORING - Results of Monitoring



1.0 INTRODUCTION

1.1 It is understood that the proposed development is new housing adjacent to a proposed primary school.

1.2 On the instructions of TPS, Consulting Engineers to Carillion Building, a ground investigation was undertaken to determine ground and groundwater conditions at the site.

1.3 This report has been prepared for the sole use of the Client for the purpose described and no extended duty of care to any third party is implied or offered. Third parties using any information contained within this report do so at their own risk.

1.4 The comments given in this report and the opinions expressed herein are based on the information received, the conditions encountered during site works, and on the results of tests made in the field and laboratory. However, there may be conditions prevailing at the site which have not been disclosed by the investigation and which have not been taken into account in the report.

1.5 The comments on groundwater conditions are based on observations made at the time the site work was carried out. It should be noted that groundwater levels vary owing to seasonal or other effects.

2.0 SITE SETTING

2.1 Site Location

2.1.1 The site is situated at playing fields adjacent to Mossley Road, approximately 2 km to the south east of the town centre of Stalybridge and may be located by National Grid reference SD 953 999. A site location plan is included in Appendix 1, Figure A1.1.

2.2 Site Description

2.2.1 The site comprised of a level grassed playing field with trees along the boundaries. The site was accessed via gates off Mossley Road located to the south east.

2.2.2 The site is bounded to the north, east and west by residential properties and gardens and to the south by Mossley Road.

2.2.3 A site plan is included in Appendix 1, Figure A1.2.



3.0 SITE WORK

3.1 The site work was carried out between the 6th and 9th May 2014. The locations of exploratory holes were indicated by the Engineer, and the site works carried out on the basis of the practices set out in BS 10175:2011, ref. 4.3, and BS 5930:1999 ref. 4.4.

3.2 Four boreholes, designated RBH01 to RBH04 were sunk by rotary open hole methods utilising water flush at positions shown on the site plan, Appendix 1, Figure A1.2. The depths of holes, descriptions of strata encountered, flush loss and comments on ground water conditions are given in the rotary borehole records, Appendix 2, Figure A2.1.

3.3 Perforated standpipes, surrounded by pea shingle and protected by a stopcock cover were installed in boreholes RBH01, RBH02 and RBH04, as detailed in the rotary borehole records and in greater detail in Appendix 2, Figure A2.2.

3.4 The ground levels at the exploratory hole locations were determined by survey.

3.5 Groundwater and gas monitoring visits were undertaken subsequent to site works as detailed in Appendix 3.



4.0 REFERENCES

4.1 CLR 3, ‘Documentary research on industrial sites’, Report by RPS Consultants Ltd, DoE 1994.

4.2 CLR 4, ‘Sampling strategies for contaminated land’. Report by The Centre for Research into the Built Environment, the Nottingham Trent University, DoE, 1994.

4.3 British Standards Institute: BS 10175 ‘Code of practice for the investigation of potentially contaminated sites’, BSI 2011.

4.4 British Standards Institute: BS 5930 ‘Code of practice for site investigations’, BSi 1999.

4.5 British Standard 1377:1990, Part 9, ‘Methods of Test for Soils for Civil Engineering Purposes’.

For and on behalf of Ian Farmer Associates (1998) Limited

G Walker J A Latimer BSc (Hons) BSc (Hons) FGS Graduate Engineering Geologist Director

APPENDIX 1

DRAWINGS

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Medium Refuse Vehicle (3 axle)

Overall Length

9.010m

Overall Width

2.450m

Overall Body Height

3.742m

Min Body Ground Clearance

0.295m

Track Width

2.450m

Lock to Lock Time

4.00s

Kerb to Kerb Turning Radius

8.200m

FTA Des

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Rigid V

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1998)

FTA Design LG Rigid Vehicle (1998)

Overall Length

7.170m

Overall Width

2.300m

Overall Body Height

3.580m


0.375m

Track Width

2.120m

Lock to Lock Time

3.00s


7.000m

DB32 Fire Appliance

DB32 Fire Appliance

Overall Length

8.680m

Overall Width

2.180m

Overall Body Height

3.452m


0.337m

Max Track Width

2.121m

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6.00s


7.910m

MAIN

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Mini Bus

Mini Bus

Overall Length

6.330m

Overall Width

2.192m

Overall Body Height

2.601m


0.374m

Track Width

2.192m

Lock to Lock Time

4.00s


6.450m

395200E395200E

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etai

ls

RBH (Rotary Borehole)

APPENDIX 2

SITE WORK

Appendix 2 pages ii/i-ii/viii ii/i

APPENDIX 2

GENERAL NOTES ON SITE WORKS

A2.1 SITE WORK

A2.1.1 Rotary Drilling

For exploration within rock rotary drilling methods are employed, where the drill bit is rotated on the bottom of the borehole. This method is occasionally used for drilling within soils. The drilling fluid is transferred from the surface though hollow drilling rods to the bit cooling and lubricating. Drilling fluids commonly comprise clean water, air, foam, mud or polymers which aid the transportation of drill cuttings to the surface and maximise core recovery.

There are two basic types of rotary drilling:

Open hole where the drill bit cuts all the material within the diameter of the borehole. This technique is sometimes used in soils and weak rocks as a rapid and economical means of making holes for taking soil samples, carrying out insitu soil tests, installing instruments and probing for voids such as mine workings or solution cavities. The only samples recovered are the poor quality drill cuttings.

Core drilling where an annular bit fixed to the bottom of the core barrel cuts a core, which is recovered within the innermost tube of the core barrel. Coring is normally carried out by triple tube core barrels. At the end of the core run the core barrel assembly is brought to the surface. The core is prevented from dropping out of the barrel by a core catcher made of spring steel. The non-rotating inner barrel contains a removable sample tube or liner. At the end of each coring run the liner is extracted from the barrel and stored in a core box, where it can be photographed, described and tested.

A2.1.2 Light Cable Percussion Boring

For routine soil exploration to depths in excess of 3m, the light cable percussion rig is generally employed for boring through soils and weak rocks. It consists of a powered winch and tripod frame, with running wheels that are permanently attached so that the rig may be towed behind a suitable vehicle. The rig is towed into position and set up using its own winching system.

The locations of services are checked to make sure the borehole is not situated unacceptably near any services. Regardless of the proximity of services, a CAT scan is undertaken at the borehole location and a trial hole dug to 1.20m by hand.

Boreholes are advanced in soil by the percussive action of the cable tool. The force of the cylindrical tool as it is dropped a short distance cuts a plug of cohesive soil that is removed by the tool.

In non-cohesive soils, the borehole is advanced by a ‘shell’, otherwise known as a ‘bailer’ or ‘sand pump’, which incorporates a clack valve. Material is transferred into the shell and retained by the clack valve. The water level in a borehole is maintained above that in the surrounding granular soil to allow for temporary reductions in the head of water as the shell is withdrawn from the borehole. Water should flow from the borehole into the surrounding soil at all times to prevent ‘piping’ and loosening the soil at the base of the hole. The casing is always advanced with the borehole in granular soil so that material is drawn from the base rather than the borehole sides.

Appendix 2 pages ii/i-ii/viii ii/ii

Obstructions to boring are overcome by fitting a serrated chiselling ring to the base of the percussion tool. For large obstructions, a heavy chisel with a hardened cutting edge may have to be used.

Disturbed samples are taken in polythene bags, jars or tubs that are sealed against air or water loss.

Undisturbed samples are generally taken in cohesive materials at changes in strata and at one metre intervals to 5 metres then at 1.5 metre intervals to the full depths of the borehole. The general purpose open-tube sampler is suitable for firm to stiff clays, but is often used to retrieve disturbed samples of weak rocks, soft or hard clay and also clayey sand or silts. This has been adopted for routine use, and usually consists of a 100mm internal diameter tube (U100), which is capable of taking soil samples up to 450mm in length. The undisturbed samples are sealed at each end using micro-crystalline wax to prevent drying.

Standard penetration tests are generally carried out in non-cohesive soils but also in stiff clays and soft rocks at frequencies similar to that of undisturbed sampling.

A2.2 IN-SITU TESTS

A2.2.1 Standard Penetration Test

The Standard Penetration Test is carried out in accordance with the proposals recommended by BS 1377, Part 9, 1990, ref 4.5.

The standard penetration test, SPT, covers the determination of the resistance of soils to the penetration of a split barrel sampler. A 50mm diameter split barrel sampler is driven 450mm into the soil using a 65kg hammer with a 760mm drop. The penetration resistance is expressed as the number of blows required to obtain 300mm penetration below an initial seating drive of 150mm through any disturbed ground at the bottom of the borehole. The number of blows to achieve the standard penetration of 300mm is reported as the ‘N’ value.

The test is generally carried out in fine soils, however, it may also be carried out in coarse granular soils, weak rocks and glacial tills using the same procedure as for the SPT but with a 50mm diameter, 60° apex solid cone replacing the split spoon sampler, CPT.

When attempting the standard penetration test in very dense material or weathered rocks it may be necessary to terminate the test before completion to prevent damage to the equipment. In these circumstances it is important to distinguish how the blow count relates to the penetration of the sampler. This may be achieved in the following manner:

Where the seating drive has been completed, the test drive is terminated if 50 blows are reached before the full penetration of 300mm is achieved. The penetration for 50 blows is recorded and an approximate N value obtained by linear extrapolation of the number of blows for the partial test drive.

If the seating drive of 150mm is not achieved within the first 25 blows, the penetration after 25 blows is recorded and the test drive then commenced.

For tests in soft rocks, the test drive should be terminated after 100 blows where the penetration of 300mm has not been achieved.

The N-value obtained from the Standard Penetration Test may be used to assess the relative density of sands and gravels as follows:

Appendix 2 pages ii/i-ii/viii ii/iii

Term SPT N-Value : Blows/300mm Penetration

Very Loose LooseMedium Dense DenseVery Dense

0 - 4 4 - 10 10 - 30 30 - 50 Over 50

A2.2.2 Dynamic Cone Penetrometer, DCP

The dynamic cone penetrometer consists of a 16mm diameter rod with a 20mm diameter, 60° cone of tempered steel at one end. The impact is provided by means of an 8kg sliding hammer falling 575mm. The total weight of the instrument is about 12kg.

The correlation of DCP to California Bearing Ratio, CBR, has been determined to be as below.

The correlation for DCP to SPT ‘N’ value has been determined on the basis of equivalent energy imparted per unit area of penetrometer. This provides an approximate correlation of

‘N’ value = 6.0

mm300forblowsDCP

Appendix 2 pages ii/i-ii/viii ii/iv

A2.3 SAMPLES

U(x) represents undisturbed 100mm diameter sample with (x) being the number of blows required to obtain sample.

U NR| indicates undisturbed sample not recovered

HV represents Hand Vane test with equivalent undrained shear strength

B represents large bulk disturbed samples

D represents small disturbed sample

W represents water sample

respresents water strike

represents level to which water rose

A2.4 DESCRIPTION OF SOILS

Appendix 2 pages ii/i-ii/viii ii/v

A2.4.1 General

The procedures and principles given in Section 6 of BS 5930, ref. 4.4 have been used in the soil descriptions contained within this report.

A2.4.2 Predominantly Coarse Soils

A coarse soil (omitting any boulders or cobbles) contains about 65% or more coarse material and is described as a SAND or GRAVEL depending on which of the constituents predominates. The secondary constituents of coarse soils should precede the main soil type e.g. ‘Medium dense brown very gravelly coarse SAND. Gravel is subangular fine and medium of sandstone and mudstone’.

A2.4.3 Deposits containing silt-sized and clay-sized particles

Most soils are mixtures of clay and silt sized particles. Fine soil should be described as either a clay or a silt, depending on the plastic properties. If ambiguous, the term CLAY/SILT should be used.

A2.4.4 Deposits containing mixtures of fine and coarse soil.

The appropriate quantified terms should be used before the principal soil type. It is recommended that the dominant secondary fraction come immediately before the principal soil term. Additional detail can be added in a separate sentence thus, ‘Gravelly very clayey SAND. Gravel (10%) is fine of rounded quartz. Clay is firm’.

The terms ‘silty’ and ‘clayey’ are mutually exclusive as in a coarse soil and based on the plastic properties of the fine fraction.

Appendix 2 pages ii/i-ii/viii ii/vi

Table 1 Deposits containing boulder-size and cobble-size particles

Term Composition

BOULDERS (or COBBLES) with a little finer material

BOULDERS (or COBBLES) with some finer material

BOULDERS (or COBBLES) with much finer material

FINER MATERIAL with many boulders (or cobbles)

FINER MATERIAL with some boulders (or Cobbles)

FINER MATERIAL with occasional boulders (or cobbles)

Up to 5% finer material

5 to 20% finer material


50 to 20% boulders (or cobbles)


up to 5% boulders (or cobbles)

Term Principal Soil Type Approximate proportion of secondary constituent

Slightly sandy or gravelly

Sandy or gravelly

Very sandy or gravelly

SANDorGRAVEL

SAND and GRAVEL

Up to 5%

5 to 20%

over 20%

about equal proportions

Table 2 Mixtures of coarse and fine fractions.

Term Before Principal

Term

Proportion of secondary Coarse soil

constituent Coarse and/or fine

soil

Slightly clayey or silty and/or sandy gravelly

Clayey or silty and/or sandy or gravelly

Very clayey or silty and/or sandy or gravelly

SAND

and/or

GRAVEL

< 5

5 – 20 %

20 %


Sandy and/or gravelly

Slightly sandy an/or gravelly

SILT or CLAY < 65%

35 – 65 %

<35 %

Appendix 2 pages ii/i-ii/viii ii/vii

For clays the strength scale is used as follows:

Term Field Identification Undrained shear strength (KN/m2)

Very Soft Exudes between fingers when squeezed in hand

< 20

Soft Moulded by light finger pressure 20 - 40

Firm Can be moulded by strong finger pressure

40 - 75

Stiff Cannot be moulded by finger. Can be indented by thumb.

75 - 150

Very Stiff Can be indented by thumbnail. 150 - 300

Hard (or very weak mudstone)

> 300

A2.4.5 Man Made Soils

Man made soils (Made Ground or Fill) have been placed by man and can be divided into those composed of natural reworked soils and those composed of man-made materials. Fills are placed in the ground in a controlled manner and soils defined as Made Ground are placed without any engineering control. For example:

‘MADE GROUND comprising plastic bags, window frames, garden refuse and newspapers’.

‘ MADE GROUND dense brown sandy GRAVEL with occasional tiles, wire and glass’.

‘Firm yellow brown slightly sandy CLAY with clods (up to 200mm) of firm to stiff orange CLAY (EMBANKMENT FILL)’.

A2.4.6 Organic Soils

Small quantities of dispersed organic matter can have a marked effect on plasticity and hence the engineering properties of the soil. The following quantifying terms are appropriate:

Term Organic Content Typical Colour

Slightly organic clay or silt Slightly organic sand

2 - 5 1 – 3

GreyAs mineral

Organic clay or silt Organic sand

5 – 10 3 – 5

Dark grey Dark grey

Very organic clay or silt Very organic sand

>10 >5

Black Black

Appendix 2 pages ii/i-ii/viii ii/viii

A2.5 GEOLOGICAL LOGGING

A2.5.1 General

The procedures and principles given in Section 6 of BS 5930, ref. 4.4 have been used in the rock descriptions contained within this report.

Open hole drilling (OH) was achieved with a tricone rock bit.

A core run is the length of rock drilled from the base of the hole each time the core barrel is run into the hole.

A2.5.2 Fracture State

Various criteria may be used for quantitative description of the Fracture State of rock cores. The standard terms are as follows.

TCR (%) ratio of core recovered (solid and non intact) to length of core run.

SCR (%) ratio of solid core recovered to length of core run.

RQD (%) ratio of solid core pieces longer than 100mm to length of core run.

Fracture Index a count of the number or spacing of fractures over an arbitrary length of core of similar intensity of fracturing. Commonly reported as either Fracture Index (FI, number of fractures per metre) or as Fracture Spacing (If mm).

NR indicates no core recovery.

NI indicates intensely fractured rock which is not of sufficient quality to allow an assessment of fracture spacing to be made.

Figure A2.1 Rotary Borehole Records

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er

Legend InstrDescriptionDepth

(m)(Thickness)

Depth(m)

Level(mOD)Field Records

Remarks Scale(approx)

LoggedBy

Figure No.41421.RBH01

1:50 n/a

121mm cased to 3.00m


Carillion Building

TPS Consult

41421

RBH01

BoreholeNumber

156.47

395372.6 E 400097.4 N09/05/2014

Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved

Casing Diameter

TCR SCR RQD FI

Machine : Commachio 305

Flush : Air/Mist & Water

Core Dia: 92 mm

Method : Rotary Open Hole

(0.40)Grass over TOPSOIL (driller's description).

156.07 0.40(0.20) Red/brown CLAY (driller's description).

155.87 0.60

(15.20)

Brown CLAY (driller's description).

Excavating from 0.00m to 1.20m for 1.00 hour.

1/3

140.67 15.80

(0.70)

Dark grey MUDSTONE (water recirculation) (driller's description).

139.97 16.50 Grey MUDSTONE (driller's description).

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH01

BoreholeNumber

156.47

395372.6 E 400097.4 N09/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


1

1

fast inflow(1) at 15.90m, rose to 11.10m in 20 mins.

2/3

(7.40)

132.57 23.90

(0.70)

Brown SANDSTONE (driller's description).

131.87 24.60

(0.80)

Grey MUDSTONE (driller's description).

131.07 25.40

(0.70)

Brown MUDSTONE (driller's description).

130.37 26.10

(3.90)


126.47 30.00

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH01

BoreholeNumber

156.47

395372.6 E 400097.4 N09/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm

Method : Rotary Open Hole3/3

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH02

BoreholeNumber

156.75

395332 E 399912.8 N07/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


1

1

(0.40)Grass over MADE GROUND: Brick and TOPSOIL (driller's description).

156.35 0.40

(2.40)


153.95 2.80

(0.50)Grey CLAY (driller's description).

153.45 3.30

(8.10)


Water level at end of shift at 15.10m.

Medium inflow(1) at 9.30m, rose to 8.60m in 20 mins.


1/3

145.35 11.40

(7.80)

Yellow brown SANDSTONE (water recirculation) (driller's description).

137.55 19.20 Brown SANDSTONE (driller's description).

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH02

BoreholeNumber

156.75

395332 E 399912.8 N07/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


(2.10)

135.45 21.30

(1.60)


133.85 22.90

(0.80)

Brown MUDSTONE (driller's description).

133.05 23.70

(6.30)


126.75 30.00

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH02

BoreholeNumber

156.75

395332 E 399912.8 N07/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


2

2

Fast inflow(2) at 21.50m, rose to 20.10m in 20 mins.

3/3

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er

LegendDescriptionDepth

(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH03

BoreholeNumber

155.98

395318.8 E 400031.7 N06/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


Grass over TOPSOIL (driller's description).155.88 0.10(0.20)

MADE GROUND: Brick and soil fill (driller's description).155.68 0.30

(0.90)

Light brown CLAY (driller's description).

154.78 1.20

(6.00)


148.78 7.20 Brown sandy CLAY (drillers description).

Borehole backfilled with bentonite and gravel on completion.Water level at end of shift at 7.80m.Excavating from 0.00m to 1.20m for 1.00 hour.

1/3

(6.10)

142.68 13.30

(2.50)

Brown weathered SANDSTONE (water recirculation) (driller's description).

140.18 15.80

(2.10)


138.08 17.90

(2.20)


Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH03

BoreholeNumber

155.98

395318.8 E 400031.7 N06/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


1

1


2/3

135.88 20.10

(2.60)


133.28 22.70

(2.90)


130.38 25.60

(4.40)


125.98 30.00

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH03

BoreholeNumber

155.98

395318.8 E 400031.7 N06/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH04

BoreholeNumber

154.89

395277.4 E 400074.4 N08/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


(0.20) Grass over TOPSOIL (driller's description).154.69 0.20

(0.20) Brown CLAY (driller's description).154.49 0.40

(0.50)Grey CLAY (driller's description).

153.99 0.90

(10.00)


Borehole collapsed back to 18.50m.Water level at end of shift at 16.70m.Excavating from 0.00m to 1.20m for 1.00 hour.

1/3

143.99 10.90

(2.90)

Brown sandy CLAY (driller's description).

141.09 13.80

(2.30)


138.79 16.10

(1.50)

Brown weathered SANDSTONE with gravels (water recirculation) (driller's description).

137.29 17.60 Grey MUDSTONE (driller's description).

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH04

BoreholeNumber

154.89

395277.4 E 400074.4 N08/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


1

1


2/3

(12.40)

124.89 30.00

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:50 n/a



Carillion Building

TPS Consult

41421

RBH04

BoreholeNumber

154.89

395277.4 E 400074.4 N08/05/2014


Casing Diameter

TCR SCR RQD FI



Core Dia: 92 mm


Figure A2.2 Instrumentation Table

1

1

Standpipe

395372.6 E 400097.4 N 156.47

15.90 3.00 fast inflow 11.10

156.17 0.30 Concrete

155.47 1.00Cement/Bentonite Grout

140.47 16.00

Slotted Standpipe

126.47 30.00

Cement/Bentonite Grout

Location

Site

Client

Engineer

JobNumber

Sheet


Carillion Building

TPS Consult

BoreholeNumber

RBH01

41421

Wat

er

Groundwater Observations During Drilling

Start of Shift End of Shift

DepthHole(m)

DepthHole(m)

CasingDepth

(m)

CasingDepth

(m)

WaterDepth

(m)

WaterDepth

(m)

WaterLevel(mOD)

WaterLevel(mOD)

Date

Date

Time

Time Time

DepthStruck

(m)

CasingDepth(m)

Inflow RateDepthSealed

(m)5 min 10 min 15 min 20 min

Ground Level (mOD)

DimensionsInstallation Type

LegendInstr

Remarks

Description Groundwater Strikes During Drilling

Readings

Remarks

(A)Level(mOD)

Depth(m)

Date

Time Depth(m)

Level(mOD)

Instrument [A]

Instrument Groundwater Observations

Inst. [A] Type :


1/1

1

2

1

2

Standpipe

395332 E 399912.8 N 156.75

9.30 3.00 Medium inflow 8.6021.50 3.00 Fast inflow 20.10


154.75 2.00


145.75 11.00

Slotted Standpipe

126.75 30.00


Location

Site

Client

Engineer

JobNumber

Sheet


Carillion Building

TPS Consult

BoreholeNumber

RBH02

41421

Wat

er



DepthHole(m)

DepthHole(m)

CasingDepth

(m)

CasingDepth

(m)

WaterDepth

(m)

WaterDepth

(m)

WaterLevel(mOD)

WaterLevel(mOD)

Date

Date

Time

Time Time

DepthStruck

(m)

CasingDepth(m)



Ground Level (mOD)


LegendInstr

Remarks


Readings

Remarks

(A)Level(mOD)

Depth(m)

Date

Time Depth(m)

Level(mOD)

Instrument [A]


Inst. [A] Type :


1/1

1

1

Standpipe

395277.4 E 400074.4 N 154.89

16.90 3.00 Fast inflow 16.20


138.89 16.00


136.39 18.50

Slotted Standpipe

124.89 30.00

General Backfill

Location

Site

Client

Engineer

JobNumber

Sheet


Carillion Building

TPS Consult

BoreholeNumber

RBH04

41421

Wat

er



DepthHole(m)

DepthHole(m)

CasingDepth

(m)

CasingDepth

(m)

WaterDepth

(m)

WaterDepth

(m)

WaterLevel(mOD)

WaterLevel(mOD)

Date

Date

Time

Time Time

DepthStruck

(m)

CasingDepth(m)



Ground Level (mOD)


LegendInstr

Remarks


Readings

Remarks

(A)Level(mOD)

Depth(m)

Date

Time Depth(m)

Level(mOD)

Instrument [A]


Inst. [A] Type :


1/1

APPENDIX 3

MONITORING

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Diff

Pres

sure

(Pa)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

00.

00.

00.

00

0-8

1-8

.915

.70

8.02

N/D

RBH

020.

00.

20.

00.

00

00

0.0

10.9

08.

05N

/DRB

H04

0.0

0.3

0.0

0.0

00

00.

015

.68

8.73

N/D

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:

19.1

020

.10

20.3

0

20.7

0.0

0.0

O2% v/v

CH

4%v/

vLE

L

Stea

dySt

eady

00

Atm

osph

eric

Pre

ssur

e (F

inis

h):

991m

b

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):D

ryR

eadi

ngs:

Atm

osph

eric

Pre

ssur

e (S

tart)

:99

0mb

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Nam

e:N

ew A

shto

n Re

side

ntia

l Hou

sing

Rea

ding

s Tak

en B

y:G

FMD

MC

ontr

act N

umbe

r:41

421

Gas

Mon

itor:

Dat

e:21

st M

ay 2

014

Che

cked

By:

Wea

ther

Con

ditio

ns:

Sunn

y, m

ild 2

1°C

AL

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Diff

Pres

sure

(Pa)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

00.

40.

00.

00

00

0.0

15.7

08.

12N

/DRB

H02

0.0

1.2

0.0

0.0

00

670

44.9

10.9

28.

18N

/DRB

H04

0.0

0.2

0.0

0.0

00

00.

016

.50

8.78

N/D

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:

12.5

03.

40

19.9

0

Stea

dySt

eady

20.5

0.0

0.0

Atm

osph

eric

Pre

ssur

e (F

inis

h):

1003

mb

O2% v/v

CH

4%v/

vLE

L

00

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):D

amp

Rea

ding

s:A

tmos

pher

ic P

ress

ure

(Sta

rt):

1004

mb

Dat

e:30

th M

ay 2

014

Che

cked

By:

ALW

eath

er C

ondi

tions

:D

ull,

bree

zy 1

2°C

Con

trac

t Nam

e:N

ew A

shto

n Re

side

ntia

l Hou

sing

Rea

ding

s Tak

en B

y:D

M

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Num

ber:

4142

1G

as M

onito

r:G

FM

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Diff

Pres

sure

(Pa)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

00.

30.

00.

00

00

0.0

15.9

28.

04N

/DRB

H02

0.0

1.2

0.0

0.0

00

198

24.5

11.0

28.

02N

/DRB

H04

0.0

0.2

0.0

0.0

00

00.

016

.70

8.74

N/D

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:Con

trac

t Nam

e:N

ew A

shto

n Re

side

ntia

l Hou

sing

Rea

ding

s Tak

en B

y:N

M

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Num

ber:

4142

1G

as M

onito

r:G

FM43

0

Dat

e:3r

d Ju

ne 2

014

Che

cked

By:

ALW

eath

er C

ondi

tions

:D

ry, b

righ

t, 18

.4°C

00

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):D

amp

Rea

ding

s:A

tmos

pher

ic P

ress

ure

(Sta

rt):

1001

mb

Stea

dySt

eady

20.6

0.0

0.0

Atm

osph

eric

Pre

ssur

e (F

inis

h):

1001

mb

O2% v/v

CH

4%v/

vLE

L

14.8

02.

60

19.8

0

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Diff

Pres

sure

(Pa)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

00.

00.

00.

00

00.

700.

015

.92

6.15

NR

RBH

020.

00.

30.

00.

00

00.

700.

011

.00

7.10

NR

RBH

040.

00.

10.

00.

00

00.

700.

016

.60

6.77

NR

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:Con

trac

t Nam

e:N

ew A

shto

n Re

side

ntia

l Hou

sing

Rea

ding

s Tak

en B

y:N

M

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Num

ber:

4142

1G

as M

onito

r:G

A200

0

Dat

e:20

th J

une

2014

Che

cked

By:

HH

Wea

ther

Con

ditio

ns:

Dry

, bri

ght,

17.2

oC

00

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):D

ryR

eadi

ngs:

Atm

osph

eric

Pre

ssur

e (S

tart)

:10

15m

b

Stea

dySt

eady

20.8

0.0

0.0

Atm

osph

eric

Pre

ssur

e (F

inis

h):

1015

mb

O2% v/v

CH

4%v/

vLE

L

20.6

019

.10

20.0

0

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Diff

Pres

sure

(Pa)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

01.

60.

00.

00

00.

00.

015

.67

8.35

N/D

RBH

020.

00.

30.

00.

00

00.

00.

010

.90

8.38

N/D

RBH

040.

00.

10.

00.

00

00.

00.

016

.35

8.82

N/D

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:Con

trac

t Nam

e:N

ew A

shto

n Re

side

ntia

l Hou

sing

Rea

ding

s Tak

en B

y:D

M

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Num

ber:

4142

1G

as M

onito

r:G

FM

Dat

e:17

th J

uly

2014

Che

cked

By:

HH

Wea

ther

Con

ditio

ns:

Sunn

y, m

ild

00

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):D

ryR

eadi

ngs:

Atm

osph

eric

Pre

ssur

e (S

tart)

:10

03m

b

Stea

dySt

eady

20.6

0.0

0.0

Atm

osph

eric

Pre

ssur

e (F

inis

h):

1004

mb

O2% v/v

CH

4%v/

vLE

L

14.3

018

.60

20.3

0

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Diff

Pres

sure

(Pa)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010

0.0

0.0

0.0

00

0.0

0.0

15.6

64.

52N

/DRB

H02

00.

20.

00.

00

00.

00.

010

.86

8.41

N/D

RBH

040

0.1

0.0

0.0

00

0.0

0.0

16.3

28.

80N

/D

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:Con

trac

t Nam

e:N

ew A

shto

n Re

side

ntia

l Hou

sing

Rea

ding

s Tak

en B

y:N

M

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Num

ber:

4142

1G

as M

onito

r:G

FM43

0

Dat

e:28

th J

uly

2014

Che

cked

By:

HH

Wea

ther

Con

ditio

ns:

Dry

, bri

ght 2

0.9c

00

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):D

ryR

eadi

ngs:

Atm

osph

eric

Pre

ssur

e (S

tart)

:99

7mb

Stea

dySt

eady

20.6

00

Atm

osph

eric

Pre

ssur

e (F

inis

h):

997m

b

O2% v/v

CH

4%v/

vLE

L

20.6

018

.80

20.6

0

Appendix 2

Ian Farmer Associates (1998) Limited 17 Rivington Court, Hardwick Grange, Woolston, Warrington, WA1 4RT Tel: 01925 855 440 Fax: 01925 855 441

CARILLION BUILDING

NEW ASHTON RESIDENTIAL PHASE 2STAMFORD

FACTUAL REPORT ON GROUND INVESTIGATION – VERSION 1

Contract: W14/41549

Date: December 2014

New Ashton Residential Phase 2, Stamford

Ian Farmer Associates (1998) Limited 17 Rivington Court, Hardwick Grange, Woolston, Warrington, WA1 4RT

Tel: 01925 855 440 Fax: 01925 855 441

FACTUAL REPORT ON

GROUND INVESTIGATION – VERSION 1

carried out at

NEW ASHTON RESIDENTIAL PHASE 2

STAMFORD

Prepared for

CARILLION BUILDING The Malthouse Elevator Road Trafford Park

ManchesterM17 1BR

Contract No: W14/41549

Date: December 2014



Issue & Revision Record

Contract Number: W14/41549

Contract Name: New Ashton Residential Phase 2, Stamford

Client: Carillion Building

Engineer: TPS

Report Title: Factual Report

Version Issue Date Version Issue Date

V1 16/12/2014 Complete report on ground investigation for comment & approval.

PDF copy to TPS



CONTENTS

1.0 INTRODUCTION 3

2.0 SITE SETTING 32.1 Site Location 32.2 Site Description Error! Bookmark not defined.

3.0 SITE WORK 4

4.0 LABORATORY TESTS 54.1 Geotechnical Testing 54.2 Chemical Testing 5

5.0 REFERENCES 6

APPENDIX 1 - DRAWINGS Figure A1.1 - Site Location Plan Figure A1.2 - Site Plan

APPENDIX 2 - SITE WORK General Notes on Site Work ii/i-ii/viii

Figure A2.1 - Borehole Records Figure A2.2 - Window Sample Hole Records Figure A2.3 - Hand Excavated Trial Pit Records Figure A2.4 - SPT Summary Table

APPENDIX 3 - LABORATORY TESTS General Notes on Laboratory Tests on Soils iii/i-iii/ii - Results of Laboratory Tests APPENDIX 4 - CHEMICAL TESTS

General Notes on Chemical Tests iv/i-iv/iv - Results of Chemical Tests

APPENDIX 5 - MONITORING - Results of Monitoring (Phase 1 Boreholes)



1.0 INTRODUCTION

1.1 It is understood that the proposed development is new housing adjacent to a proposed primary school.

1.2 On the instructions of TPS, Consulting Engineers to Carillion Building, a Phase 2 ground investigation was undertaken to determine ground and groundwater conditions at the site due to the relocation of the proposed school. This report is supplementary to the previous report entitled W14/41421 dated October 2014.

1.3 This report has been prepared for the sole use of the Client for the purpose described and no extended duty of care to any third party is implied or offered. Third parties using any information contained within this report do so at their own risk.

1.4 The comments given in this report and the opinions expressed herein are based on the information received, the conditions encountered during site works, and on the results of tests made in the field and laboratory. However, there may be conditions prevailing at the site which have not been disclosed by the investigation and which have not been taken into account in the report.

1.5 The comments on groundwater conditions are based on observations made at the time the site work was carried out. It should be noted that groundwater levels vary owing to seasonal or other effects.

2.0 SITE SETTING

2.1 Site Location

2.1.1 The site is situated at playing fields adjacent to Mossley Road, approximately 2 km to the south east of the town centre of Stalybridge and may be located by National Grid reference SD 953 999. A site location plan is included in Appendix 1, Figure A1.1.

2.2 Site Description

2.2.1 The site comprised of a level grassed playing field with trees along the boundaries. The site was accessed via gates off Mossley Road located to the south east.

2.2.2 The site is bounded to the north, east and west by residential properties and gardens and to the south by Mossley Road.

2.2.3 A site plan is included in Appendix 1, Figure A1.2.



3.0 SITE WORK

3.1 The site work was carried out between the 21st and 24th October 2014. The locations of exploratory holes were indicated by the Engineer, and the site works carried out on the basis of the practices set out in BS 10175:2011, ref. 5.1, and BS 5930:1999 ref. 5.2.

3.2 Two boreholes, designated CP01 and CP102 were sunk by light cable percussion method, and five boreholes, designated WS01 to WS05 were advanced by drive-in window sampling at positions shown on the site plan, Appendix 1, Figure A1.2. The depths of holes, descriptions of strata encountered, comments on ground water conditions are given in the borehole and window sample hole records, Figures A2.1 and A2.2.

3.3 Thirteen hand pits, designated HP01 to HP10 were excavated by hand at the positions shown on the site plan, Appendix 1, Figure A1.2. The depths of hand pits, descriptions of strata encountered and comments on groundwater conditions are given in the hand pit records, Appendix 2, Figure A2.3

3.4 Representative disturbed and undisturbed samples were taken at the depths shown on the borehole, window samples holes and hand pit records and despatched to the laboratory. Standard (split-barrel and cone) penetration tests, ref. 5.3 were carried out in the light cable percussion and window sample boreholes in the various strata to assess the relative density or consistency. The values of penetration resistance are given in the borehole records and in greater detail in Appendix 2, Figure A2.4.

3.5 Samples were collected for environmental purposes in amber glass jars and kept in a cool box.

3.6 Groundwater and gas monitoring visits were undertaken of the Phase 1 boreholes subsequent to site works as detailed in Appendix 5.



4.0 LABORATORY TESTS

4.1 Geotechnical Testing

4.1.1 All soil samples were prepared in accordance with BS1377: Part One: 1990 ref. 5.3 and representative sub-samples were taken for testing. The following tests were carried out:

44 No. Moisture contents 20 No. Plasticity indices 8 No. Particle size distribution by wet sieving and sedimentation 2 No. Oedometer consolidation 7 No Undrained triaxial 14 No. Water soluble sulphate 16 No. Acid soluble sulphate 16 No pH value 12 No Total Sulphur

4.1.2 The results of the testing are given in Appendix 3, Test Reports PSL14/5941 (PSL) and 14-20889 (DETS).

4.2 Chemical Testing

4.2.1 The chemical analyses were carried out on 25 samples of soil and 2 samples of water. The nature of the analyses is detailed below:

Soil Suite

4.2.2 Metals screen - arsenic, cadmium, chromium (total & hexavalent), lead, mercury, selenium, boron (water soluble), copper, nickel and zinc

4.2.3 Organic Screen - speciated petroleum hydrocarbons (TPH-CWG) and polyaromatic hydrocarbons (PAH) – USEPA 16 suite olyaromatic hydrocarbons (PAH) – USEPA 16 suite, monohydric phenols

4.2.4 Inorganics Screen - polychlorinated biphenyls (PCBs) cyanide (total, complex & free), sulphate (water soluble).

4.2.5 Others - pH, Total Organic Carbon (TOC), asbestos

Water Suite

4.2.6 Metals screen - arsenic, cadmium, chromium (total & hexavalent), lead, mercury, selenium, boron (water soluble), copper, nickel and zinc



4.2.7 Organic Screen – speciated petroleum hydrocarbons (TPH-CWG) and polyaromatic hydrocarbons (PAH) – USEPA 16 suite

4.2.8 Inorganics Screen – polychlorinated biphenyls (PCBs) and sulphate (water soluble)

4.2.9 Others - pH

4.2.10 The results of these tests are shown in Appendix 4, Test Reports 434942-1 (SAL) and 441924-1 (SAL).

5.0 REFERENCES

5.1 British Standards Institute: BS 10175 ‘Code of practice for the investigation of potentially contaminated sites’, BSI 2011.

5.2 British Standards Institute: BS 5930 ‘Code of practice for site investigations’, BSi 1999.

5.3 British Standard 1377:1990, Part 9, ‘Methods of Test for Soils for Civil Engineering Purposes’.

For and on behalf of Ian Farmer Associates (1998) Limited

J Cropper J A Latimer BSc (Hons) BSc (Hons) FGS Engineering Geologist Director

APPENDIX 1

DRAWINGS

Rep

rodu

ced

with

the

perm

issi

on o

f the

Con

trolle

r of H

er M

ajes

ty’s

Sta

tione

ry O

ffic

e,

Cro

wn

copy

right

. Lic

ence

No.

AL

1000

3110

1

PRO

JEC

T: 4

1549

- N

ew A

shto

n R

esid

entia

l Hou

sing

, Ph

ase

2

FIG

UR

E N

o. A

1.1.

SC

AL

E: A

s Ind

icat

ed

TIT

LE

: Site

Loc

atio

n Pl

an

N

Site

Mediu

m Refuse Vehicle (3 axle)

Medium Refuse Vehicle (3 axle)

Overall Length

9.010m

Overall Width

2.450m

Overall Body Height

3.742m


0.295m

Track Width

2.450m

Lock to Lock Time

4.00s


8.200m

FTA Des

ign LG

Rigid V

ehicle (

1998)

FTA Design LG Rigid Vehicle (1998)

Overall Length

7.170m

Overall Width

2.300m

Overall Body Height

3.580m


0.375m

Track Width

2.120m

Lock to Lock Time

3.00s


7.000m

DB32 Fire Appliance

DB32 Fire Appliance

Overall Length

8.680m

Overall Width

2.180m

Overall Body Height

3.452m


0.337m

Max Track Width

2.121m

Lock to Lock Time

6.00s


7.910m

MAIN

ENTRANCE

DROP

OFF

PARKING

LAYOUT

46NO.SPACES

INCLUDING

3NO.

ACCESSIBLE

BAYS

& 2NO

MOTORCYCLE

BAYS

W

IDENED

EXISTING

AC

C

ESS

MUGA

UNDER

11-12

FOOTBALL

PITCH

INCLUDIING

RUN

OFF

79M

X 52M


UNDER

7-8

FOOTBALL

PITCH

INCLUDIING

RUN

OFF

43M

X 33M


BUILDING

FOOTPRINT

PROP

OSED H

OUSING

DEVELOP

MEN

T SITE

NURSERY

& COMMUNITY

ENTRANCE

SUB

STATION

NURSERY

MAINTENANCE

ACCESS

ROUTE

RECEPTION

KS1

& KS2

INFORMAL

PLAY

EXIST

ING

MARS

HY

GRAS

SLAN

D RE

TAINE

D

WILDFLOWER

MEADOW

PLANTING

BIN

STORE

EXISTING

MARSHY

GRASSLAND

RETAINED

10NO

CYCLE

SPACES

M

M

SPRINKLER

TANK

& PUMP

HOUSE

Mini Bus

Mini Bus

Overall Length

6.330m

Overall Width

2.192m

Overall Body Height

2.601m


0.374m

Track Width

2.192m

Lock to Lock Time

4.00s


6.450m

395200E395200E

395250E395250E

395300E395300E

395350E395350E

395400E395400E

395450E395450E

395500E395500E

3999

00N

3999

00N

3999

50N

3999

50N

4000

00N

4000

00N

4000

50N

4000

50N

4001

00N

4001

00N

156.

16W

S01

156.

38H

P01

156.

24W

S03

156.

53H

P04

156.

42H

P02

156.

66H

P03

156.

47C

P01

156.

37H

P05

156.

03W

S02

155.

91H

P09

154.

96H

P10

155.

50W

S04

155.

88H

P06

156.

08H

P07

155.

50H

P11

156.

29W

S05

154.

82C

P02

Key: heights refer to code

N

HP (Hand Pit)

Dat

e: x

xxxx

x

Rev

isio

n: A

Dra

wn

By:

xx

Che

cked

By:

xxx

FIG

UR

E N

o.A

1.2

Add

ition

al C

omm

ents

:

Dra

win

g N

umbe

r: s

ss-x

xxxx

xxxx

xxxx

x

Clie

nt I

an F

arm

er A

ssoc

iate

s

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APPENDIX 2

SITE WORK

Appendix 2 pages ii/i-ii/viii ii/i

APPENDIX 2

GENERAL NOTES ON SITE WORKS

A2.1 SITE WORK

A2.1.1 Rotary Drilling

For exploration within rock rotary drilling methods are employed, where the drill bit is rotated on the bottom of the borehole. This method is occasionally used for drilling within soils. The drilling fluid is transferred from the surface though hollow drilling rods to the bit cooling and lubricating. Drilling fluids commonly comprise clean water, air, foam, mud or polymers which aid the transportation of drill cuttings to the surface and maximise core recovery.

There are two basic types of rotary drilling:

Open hole where the drill bit cuts all the material within the diameter of the borehole. This technique is sometimes used in soils and weak rocks as a rapid and economical means of making holes for taking soil samples, carrying out insitu soil tests, installing instruments and probing for voids such as mine workings or solution cavities. The only samples recovered are the poor quality drill cuttings.

Core drilling where an annular bit fixed to the bottom of the core barrel cuts a core, which is recovered within the innermost tube of the core barrel. Coring is normally carried out by triple tube core barrels. At the end of the core run the core barrel assembly is brought to the surface. The core is prevented from dropping out of the barrel by a core catcher made of spring steel. The non-rotating inner barrel contains a removable sample tube or liner. At the end of each coring run the liner is extracted from the barrel and stored in a core box, where it can be photographed, described and tested.

A2.1.2 Light Cable Percussion Boring

For routine soil exploration to depths in excess of 3m, the light cable percussion rig is generally employed for boring through soils and weak rocks. It consists of a powered winch and tripod frame, with running wheels that are permanently attached so that the rig may be towed behind a suitable vehicle. The rig is towed into position and set up using its own winching system.

The locations of services are checked to make sure the borehole is not situated unacceptably near any services. Regardless of the proximity of services, a CAT scan is undertaken at the borehole location and a trial hole dug to 1.20m by hand.

Boreholes are advanced in soil by the percussive action of the cable tool. The force of the cylindrical tool as it is dropped a short distance cuts a plug of cohesive soil that is removed by the tool.

In non-cohesive soils, the borehole is advanced by a ‘shell’, otherwise known as a ‘bailer’ or ‘sand pump’, which incorporates a clack valve. Material is transferred into the shell and retained by the clack valve. The water level in a borehole is maintained above that in the surrounding granular soil to allow for temporary reductions in the head of water as the shell is withdrawn from the borehole. Water should flow from the borehole into the surrounding soil at all times to prevent ‘piping’ and loosening the soil at the base of the hole. The casing is always advanced with the borehole in granular soil so that material is drawn from the base rather than the borehole sides.

Appendix 2 pages ii/i-ii/viii ii/ii

Obstructions to boring are overcome by fitting a serrated chiselling ring to the base of the percussion tool. For large obstructions, a heavy chisel with a hardened cutting edge may have to be used.

Disturbed samples are taken in polythene bags, jars or tubs that are sealed against air or water loss.

Undisturbed samples are generally taken in cohesive materials at changes in strata and at one metre intervals to 5 metres then at 1.5 metre intervals to the full depths of the borehole. The general purpose open-tube sampler is suitable for firm to stiff clays, but is often used to retrieve disturbed samples of weak rocks, soft or hard clay and also clayey sand or silts. This has been adopted for routine use, and usually consists of a 100mm internal diameter tube (U100), which is capable of taking soil samples up to 450mm in length. The undisturbed samples are sealed at each end using micro-crystalline wax to prevent drying.

Standard penetration tests are generally carried out in non-cohesive soils but also in stiff clays and soft rocks at frequencies similar to that of undisturbed sampling.

A2.2 IN-SITU TESTS

A2.2.1 Standard Penetration Test

The Standard Penetration Test is carried out in accordance with the proposals recommended by BS 1377, Part 9, 1990, ref 5.3.

The standard penetration test, SPT, covers the determination of the resistance of soils to the penetration of a split barrel sampler. A 50mm diameter split barrel sampler is driven 450mm into the soil using a 65kg hammer with a 760mm drop. The penetration resistance is expressed as the number of blows required to obtain 300mm penetration below an initial seating drive of 150mm through any disturbed ground at the bottom of the borehole. The number of blows to achieve the standard penetration of 300mm is reported as the ‘N’ value.

The test is generally carried out in fine soils, however, it may also be carried out in coarse granular soils, weak rocks and glacial tills using the same procedure as for the SPT but with a 50mm diameter, 60° apex solid cone replacing the split spoon sampler, CPT.

When attempting the standard penetration test in very dense material or weathered rocks it may be necessary to terminate the test before completion to prevent damage to the equipment. In these circumstances it is important to distinguish how the blow count relates to the penetration of the sampler. This may be achieved in the following manner:

Where the seating drive has been completed, the test drive is terminated if 50 blows are reached before the full penetration of 300mm is achieved. The penetration for 50 blows is recorded and an approximate N value obtained by linear extrapolation of the number of blows for the partial test drive.

If the seating drive of 150mm is not achieved within the first 25 blows, the penetration after 25 blows is recorded and the test drive then commenced.

For tests in soft rocks, the test drive should be terminated after 100 blows where the penetration of 300mm has not been achieved.

The N-value obtained from the Standard Penetration Test may be used to assess the relative density of sands and gravels as follows:

Appendix 2 pages ii/i-ii/viii ii/iii

Term SPT N-Value : Blows/300mm Penetration

Very Loose LooseMedium Dense DenseVery Dense

0 - 4 4 - 10 10 - 30 30 - 50 Over 50

A2.2.2 Dynamic Cone Penetrometer, DCP

The dynamic cone penetrometer consists of a 16mm diameter rod with a 20mm diameter, 60° cone of tempered steel at one end. The impact is provided by means of an 8kg sliding hammer falling 575mm. The total weight of the instrument is about 12kg.

The correlation of DCP to California Bearing Ratio, CBR, has been determined to be as below.

The correlation for DCP to SPT ‘N’ value has been determined on the basis of equivalent energy imparted per unit area of penetrometer. This provides an approximate correlation of

‘N’ value = 6.0

mm300forblowsDCP

Appendix 2 pages ii/i-ii/viii ii/iv

A2.3 SAMPLES

U(x) represents undisturbed 100mm diameter sample with (x) being the number of blows required to obtain sample.

U NR| indicates undisturbed sample not recovered

HV represents Hand Vane test with equivalent undrained shear strength

B represents large bulk disturbed samples

D represents small disturbed sample

W represents water sample

respresents water strike

represents level to which water rose

A2.4 DESCRIPTION OF SOILS

Appendix 2 pages ii/i-ii/viii ii/v

A2.4.1 General

The procedures and principles given in Section 6 of BS 5930, ref. 5.2 have been used in the soil descriptions contained within this report.

A2.4.2 Predominantly Coarse Soils

A coarse soil (omitting any boulders or cobbles) contains about 65% or more coarse material and is described as a SAND or GRAVEL depending on which of the constituents predominates. The secondary constituents of coarse soils should precede the main soil type e.g. ‘Medium dense brown very gravelly coarse SAND. Gravel is subangular fine and medium of sandstone and mudstone’.

A2.4.3 Deposits containing silt-sized and clay-sized particles

Most soils are mixtures of clay and silt sized particles. Fine soil should be described as either a clay or a silt, depending on the plastic properties. If ambiguous, the term CLAY/SILT should be used.

A2.4.4 Deposits containing mixtures of fine and coarse soil.

The appropriate quantified terms should be used before the principal soil type. It is recommended that the dominant secondary fraction come immediately before the principal soil term. Additional detail can be added in a separate sentence thus, ‘Gravelly very clayey SAND. Gravel (10%) is fine of rounded quartz. Clay is firm’.

The terms ‘silty’ and ‘clayey’ are mutually exclusive as in a coarse soil and based on the plastic properties of the fine fraction.

Appendix 2 pages ii/i-ii/viii ii/vi

Table 1 Deposits containing boulder-size and cobble-size particles

Term Composition

BOULDERS (or COBBLES) with a little finer material

BOULDERS (or COBBLES) with some finer material

BOULDERS (or COBBLES) with much finer material

FINER MATERIAL with many boulders (or cobbles)

FINER MATERIAL with some boulders (or Cobbles)

FINER MATERIAL with occasional boulders (or cobbles)

Up to 5% finer material





up to 5% boulders (or cobbles)

Term Principal Soil Type Approximate proportion of secondary constituent

Slightly sandy or gravelly

Sandy or gravelly


SANDorGRAVEL

SAND and GRAVEL

Up to 5%

5 to 20%

over 20%

about equal proportions

Table 2 Mixtures of coarse and fine fractions.

Term Before Principal

Term

Proportion of secondary Coarse soil

constituent Coarse and/or fine

soil

Slightly clayey or silty and/or sandy gravelly

Clayey or silty and/or sandy or gravelly

Very clayey or silty and/or sandy or gravelly

SAND

and/or

GRAVEL

< 5

5 – 20 %

20 %


Sandy and/or gravelly

Slightly sandy an/or gravelly

SILT or CLAY < 65%

35 – 65 %

<35 %

Appendix 2 pages ii/i-ii/viii ii/vii

For clays the strength scale is used as follows:

Term Field Identification Undrained shear strength (KN/m2)

Very Soft Exudes between fingers when squeezed in hand

< 20

Soft Moulded by light finger pressure 20 - 40

Firm Can be moulded by strong finger pressure

40 - 75

Stiff Cannot be moulded by finger. Can be indented by thumb.

75 - 150

Very Stiff Can be indented by thumbnail. 150 - 300

Hard (or very weak mudstone)

> 300

A2.4.5 Man Made Soils

Man made soils (Made Ground or Fill) have been placed by man and can be divided into those composed of natural reworked soils and those composed of man-made materials. Fills are placed in the ground in a controlled manner and soils defined as Made Ground are placed without any engineering control. For example:

‘MADE GROUND comprising plastic bags, window frames, garden refuse and newspapers’.

‘ MADE GROUND dense brown sandy GRAVEL with occasional tiles, wire and glass’.

‘Firm yellow brown slightly sandy CLAY with clods (up to 200mm) of firm to stiff orange CLAY (EMBANKMENT FILL)’.

A2.4.6 Organic Soils

Small quantities of dispersed organic matter can have a marked effect on plasticity and hence the engineering properties of the soil. The following quantifying terms are appropriate:

Term Organic Content Typical Colour

Slightly organic clay or silt Slightly organic sand

2 - 5 1 – 3

GreyAs mineral

Organic clay or silt Organic sand

5 – 10 3 – 5

Dark grey Dark grey

Very organic clay or silt Very organic sand

>10 >5

Black Black

Appendix 2 pages ii/i-ii/viii ii/viii

A2.5 GEOLOGICAL LOGGING

A2.5.1 General

The procedures and principles given in Section 6 of BS 5930, ref. 5.2 have been used in the rock descriptions contained within this report.

Open hole drilling (OH) was achieved with a tricone rock bit.

A core run is the length of rock drilled from the base of the hole each time the core barrel is run into the hole.

A2.5.2 Fracture State

Various criteria may be used for quantitative description of the Fracture State of rock cores. The standard terms are as follows.

TCR (%) ratio of core recovered (solid and non intact) to length of core run.

SCR (%) ratio of solid core recovered to length of core run.

RQD (%) ratio of solid core pieces longer than 100mm to length of core run.

Fracture Index a count of the number or spacing of fractures over an arbitrary length of core of similar intensity of fracturing. Commonly reported as either Fracture Index (FI, number of fractures per metre) or as Fracture Spacing (If mm).

NR indicates no core recovery.

NI indicates intensely fractured rock which is not of sufficient quality to allow an assessment of fracture spacing to be made.

Figure A2.1 Borehole Records

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)

Level(mOD)Sample / Tests Field Records


LoggedBy

Figure No.41549.CP01

1:40 DO


Ashton Residential Phase 2, Stamford

Carillion Building

TPS Consult

41549

CP01

BoreholeNumber

156.47

395334.1 E 399967.5 N23/10/2014-24/10/2014


Boring Method Casing Diameter

CasingDepth

(m)WaterDepth

(m)

Cable Percussion

(0.30) MADE GROUND: Firm, orange brown speckled black, sandy, gravelly clay with high cobble content. Gravel is angular to subrounded, fine to coarse including brick and concrete.

156.17 0.30

(0.90)

MADE GROUND: Firm, orange brown mottled grey and speckled black, very sandy, slightly gravelly clay of intermediate plasticity. Gravel is angular to subrounded, fine to coarse including siltstone, mudstone, coal, sandstone and occasional brick.

155.27 1.20

(1.80)

Soft, dark brown, sandy, gravelly CLAY of low plasticity. Gravel is angular to subrounded, fine to coarse including flint, siltstone and sandstone.

153.47 3.00 Firm, in places stiff, medium strength, dark brown, very sandy, slightly gravelly CLAY of low plasticity. Gravel is angular to subrounded, fine to coarse including siltstone, mudstone and sandstone.

Below 5.00m: stiff, high strength.

Samples marked as J comprise 1 x amber jar and 1 x vial.Borehole remained dry.Borehole backfilled with bentonite on completion.

0.50 D10.50 J2

1.00 B31.00 D41.00 J51.20-1.65 U6 0% (NR) DRY 46 blows

1.70 D7

2.00-2.45 SPT N=22 3,2/4,5,6,71.90 DRY2.00 D102.00 J112.00-2.45 B82.00-2.45 D9

3.00 B123.00 D143.00 J153.00-3.45 U13 80% 2.90 DRY 38 blows

3.50 D16

4.00-4.45 SPT N=17 1,2/3,4,4,63.90 DRY4.00 D194.00 J204.00-4.45 B174.00-4.45 D18

5.00 B215.00 D235.00 J245.00-5.45 U22 100% 4.90 DRY 71 blows

5.50 D25

6.00 B266.00 D276.00 J28

6.50-6.95 SPT N=20 2,4/3,4,6,76.40 DRY6.50-6.95 D29

7.00 B307.00 D317.00 J32


1/2

(10.29)Below 8.00m: very stiff, very high strength.

143.18 13.29Complete at 13.29m

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:40 DO



Carillion Building

TPS Consult

41549

CP01

BoreholeNumber

156.47

395334.1 E 399967.5 N23/10/2014-24/10/2014



CasingDepth

(m)WaterDepth

(m)

Cable Percussion

8.00 B338.00 D35

Samples marked as J comprise 1 x amber jar and 1 x vial.

8.00 J36

Borehole remained dry.

8.00-8.45 U34 100% 7.90 DRY 76 blows

Borehole backfilled with bentonite on completion.

8.50 D37

9.00 B389.00 D399.00 J40

9.50-9.95 SPT N=24 2,3/4,6,6,89.40 DRY9.50-9.95 D41

10.00 B4210.00 D4310.00 J44

11.00 B4511.00 D4711.00 J4811.00-11.45 U46 50% 10.90 DRY 86 blows

11.50 D49

12.00 B5012.00 D5112.00 J52

12.50-12.95 SPT N=27 4,6/6,5,7,912.40 DRY12.50-12.95 D53

13.00-13.12 SPT 25*/6050/60

25/5012.90 DRY

13.00-13.12 D5413.20-13.29 SPT 25*/40

50/5025/5013.10 DRY

13.20-13.29 D55

Chiselling from 13.00m to 13.20m for 0.50 hours.

2/2

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:40 DO



Carillion Building

TPS Consult

41549

CP02

BoreholeNumber

154.82

395295 E 400108.7 N21/10/2014-22/10/2014



CasingDepth

(m)WaterDepth

(m)

Cable Percussion

1

(0.30) Grass over MADE GROUND: Dark brown, silty, fine sand.

154.52 0.30

(0.80)

MADE GROUND: Firm, orange brown mottled grey and black, sandy, gravelly clay of high plasticity. Gravel is angular to subrounded, fine to coarse including brick and concrete.

Below 0.90m: occasional pockets of ash.153.72 1.10(0.10) MADE GROUND: Cobble setts (driller's description).153.62 1.20

(0.80)

Firm, orange brown mottled light grey, sandy, gravelly CLAY of intermediate plasticity. Gravel is angular to subrounded, fine to coarse including siltstone, mudstone, coal and sandstone.

152.82 2.00

(1.00)

Brown grey, silty, slightly gravelly, fine SAND. Gravel is subrounded, fine and medium including flint.

151.82 3.00 Firm, dark brown, very sandy, slightly gravelly CLAY of intermediate plasticity with occasional pockets of fine and medium sand. Gravel is angular to subrounded, fine to coarse including siltstone, mudstone and sandstone.

Below 3.50m: stiff, high strength, very sandy.

At 6.50m: low strength.

Samples marked as J comprise 1 x amber jar and 1 x vial.Borehole backfilled with bentonite on completion.

0.50 D10.50 J2

1.00 B31.00 D41.00 J51.20-1.65 SPT N=5 12,2/1,1,2,1DRY1.20-1.65 D61.50 D71.50 J8

Seepage(1) at 2.00m.

2.00-2.45 B9

2.00-2.45 U10 0% (NR) 1.90 DAMP 71 blows

2.50 D11

3.00-3.45 SPT N=17 1,3/4,5,4,42.90 2.803.00-3.45 B123.00-3.45 D13

3.50 D143.50 J15

4.00 B164.00-4.45 U17 100% 3.90 DRY 61 blows

4.50 D184.50 D194.50 J20

5.00-5.45 SPT N=29 2,3/3,5,6,154.90 DRY5.00-5.45 B215.00-5.45 D22

5.50 D235.50 J24

6.00 B25

6.50 D266.50 J276.50-6.95 U28 100% 6.40 DRY 65 blows

7.00 B297.00 D30

7.50 D317.50 J32

8.00-8.45 SPT N=14 1,1/2,3,4,57.90 DRY

1/2

(12.00)

At 9.50m: low strength.

Below 10.00m: very stiff, high strength.

139.82 15.00Complete at 15.00m

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:40 DO



Carillion Building

TPS Consult

41549

CP02

BoreholeNumber

154.82

395295 E 400108.7 N21/10/2014-22/10/2014



CasingDepth

(m)WaterDepth

(m)

Cable Percussion

8.00-8.45 B338.00-8.45 D34

8.50 D358.50 J36

9.00 B37

9.50 D389.50 J399.50-9.95 U40 100% 9.40 DRY 35 blows

10.00 B4110.00 D42

10.50 D4310.50 J44

11.00-11.45 SPT N=27 2,4/5,8,6,810.90 DRY11.00-11.45 B4511.00-11.45 D46

11.50 D4711.50 J48

12.00 B49

12.50 D5012.50 J5112.50-12.95 U52 90% 12.40 DRY 76 blows

13.00 B5313.00 D54

13.50 D5513.50 J56

14.00-14.45 SPT N=30 6,5/7,7,7,913.90 DRY14.00-14.45 B5714.00-14.45 D58

14.50 D5914.50 J60

15.00 B61

2/2

Figure A2.2 Window Sample Hole Records

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)

Level(mOD)Sample / Tests


LoggedBy

Figure No.41549.WS01

1:40 JC


Carillion Building

TPS Consult

41549

WS01Number

156.16

395304.2 E 399883.6 N24/10/2014


Excavation Method Dimensions

WaterDepth(m)

Field Records

Drive-in Window Sampler

(0.30) Grass over MADE GROUND: Dark brown, slightly clayey, sandy, angular to subrounded, fine to coarse gravel including brick, concrete, ash, ceramic and glass.155.86 0.30

(0.20)MADE GROUND: Black, slightly sandy, angular, fine to coarse gravel of ash.

155.66 0.50

(0.80)MADE GROUND: Brown, clayey, slightly gravelly sand. Gravel is angular to subrounded, fine to coarse including brick, concrete and sandstone.

154.86 1.30

(4.15)

Firm, in places stiff, brown, slightly sandy, slightly gravelly CLAY of intermediate plasticity. Gravel is angular to subrounded, fine to coarse including sandstone, mudstone and coal.

150.71 5.45Complete at 5.45m

0.00-0.50 B1


0.20 D20.30 D30.30 J40.40 D50.50 D70.50 J80.50-1.20 B60.80 D91.00 D101.00 J111.20-1.65 SPT N=13 2,2/2,3,4,41.20-1.65 D121.30 D13

1.80 D14

2.00-2.45 SPT N=21 3,4/4,5,6,62.00 D162.00 J172.00-2.45 D152.30 D18

2.80 D19

3.00-3.45 SPT N=21 4,4/4,5,6,63.00 D213.00 J223.00-3.45 D203.30 D23

3.80 D24

4.00-4.45 SPT N=21 4,4/5,5,5,64.00-4.45 D25

4.30 D26

4.80 D27

5.00-5.45 SPT N=21 3,3/3,3,7,85.00-5.45 D28


1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:40 JC


Carillion Building

TPS Consult

41549

WS02Number

156.03

395297.2 E 399939.9 N24/10/2014



WaterDepth(m)

Field Records


(1.30)

Moss over MADE GROUND: Brown, clayey, slightly gravelly sand. Gravel is angular to subrounded, fine to coarse including brick, concrete and ash.

154.73 1.30

(4.15)

Firm, in places stiff, brown, sandy, gravelly CLAY of low to intermediate plasticity. Gravel is angular to subrounded, fine to coarse including sandstone, mudstone and coal.

150.58 5.45Complete at 5.45m

0.00-1.20 B1


0.20 D20.30 D30.30 J40.50 D50.50 J6

0.80 D7

1.00 D81.00 J91.20-1.65 SPT N=23 3,4/5,5,6,71.20-1.65 D101.30 D11

1.80 D12

2.00-2.45 SPT N=21 4,4/5,5,5,62.00 D1412.00 J52.00-2.45 D132.30 D16

2.80 D17

3.00-3.45 SPT N=17 3,3/4,4,5,43.00-3.45 D18

3.30 D19

3.80 D20

4.00-4.45 SPT N=15 3,3/3,4,4,44.00-4.45 D21

4.30 D22

4.80 D23

5.00-5.45 SPT N=12 3,3/3,3,3,35.00-5.45 D24


1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:40 JC


Carillion Building

TPS Consult

41549

WS03Number

156.24

395366 E 399916.1 N24/10/2014



WaterDepth(m)

Field Records


(0.30) Grass over MADE GROUND: Dark brown, slightly clayey, sandy, angular to subrounded, fine to coarse gravel including brick, concrete, ash and ceramic.155.94 0.30

(4.60)

Firm, in places stiff, light brown mottled grey, sandy, slightly gravelly CLAY of intermediate plasticity. Gravel is angular to subrounded, fine to coarse including sandstone, mudstone and coal.

Below 2.20m: mottling absent.

Below 4.50m: sandy.

151.34 4.90

(0.55)

Brown, slightly clayey, slightly gravelly SAND. Gravel is angular to subrounded, fine to coarse including sandstone, mudstone and coal.

150.79 5.45Complete at 5.45m

0.00-0.30 B1


0.20 D20.30 D40.30 J50.30-1.20 B30.50 D60.50 J70.80 D8

1.00 D91.00 J101.20-1.65 SPT N=2 0,0/0,0,1,11.20-1.65 D111.30 D12

1.80 D13

2.00-2.45 SPT N=20 4,4/4,5,5,62.00 D162.00 J172.00-2.45 D152.00-4.00 B142.30 D18

2.80 D19

3.00-3.45 SPT N=19 3,3/4,4,5,63.00-3.45 D20

3.30 D21

3.80 D22

4.00-4.45 SPT N=18 4,4/4,4,5,54.00-4.45 D23

4.30 D24

4.80 D25

5.00-5.45 SPT N=20 3,3/4,5,5,65.00-5.45 D26


1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:40 GS


Carillion Building

TPS Consult

41549

WS04Number

155.50

395285.3 E 400010.3 N21/10/2014



WaterDepth(m)

Field Records


(0.30) Grass over dark brown, clayey, sandy TOPSOIL with rootlets.

155.20 0.30

(2.50)

Firm, in places stiff, brown mottled grey, slightly sandy, slightly gravelly CLAY of intermediate plasticity with occasional pockets of grey silt and fine and medium sand. Gravel is subangular to rounded, fine to coarse including sandstone, siltstone and mudstone.

Below 1.70m: orange brown mottled grey.

152.70 2.80

(2.20)

Stiff, brown, slightly sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to rounded, fine to coarse including sandstone, siltstone and mudstone.

150.50 5.00Complete at 5.00m


0.50 D10.50 J2

1.00 D31.00 J41.20-1.65 SPT N=12 2,2/3,2,3,4

2.00-2.45 SPT N=19 2,3/4,5,5,52.00 D52.00 J6

3.00-3.45 SPT N=31 5,6/6,8,8,93.00 D73.00 J8

4.00-4.45 SPT N=15 3,3/4,3,4,44.00 D94.00 J10

5.00-5.45 SPT N=21 4,4/4,5,6,65.00 D115.00 J12


1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy


1:40 GS


Carillion Building

TPS Consult

41549

WS05Number

156.29

395352.8 E 400078.8 N21/10/2014



WaterDepth(m)

Field Records



155.99 0.30

(1.30)

Firm, orange brown mottled grey, slightly sandy, slightly gravelly CLAY of high plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.

154.69 1.60

(3.40)

Firm, brown, in places mottled grey, slightly sandy, slightly gravelly CLAY of high plasticity. Gravel is subangular to rounded, fine to coarse including sandstone, siltstone and mudstone.

Below 2.40m: stiff.Between 2.40m and 2.80m: frequent lenses (up to 10mm) of orange brown, fine and medium sand.

Below 2.90m: mottling absent.

151.29 5.00Complete at 5.00m


0.50 D10.50 J2

1.00 D31.00 J41.20-1.65 SPT N=17 3,4/4,4,4,5

2.00-2.45 SPT N=26 3,4/5,7,7,72.00 D52.00 J6

3.00-3.45 SPT N=28 4,4/6,7,7,83.00 D73.00 J8

4.00-4.45 SPT N=20 2,4/4,5,5,64.00 D94.00 J10

5.00-5.45 SPT N=15 3,3/3,3,4,55.00 D115.00 J12


1/1

Figure A2.3 Hand Excavated Trial Pit Records

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP01


Carillion Building

TPS Consult

41549

HP01Number

156.38

395339 E 399899.3 N24/10/2014


Plan.

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Trial Pit

DimensionsExcavation Method

WaterDepth(m)

Field Records

Remarks

Scale (approx) Logged By Figure No.

Hand excavated 0.50m x 0.50m x 0.70m

(0.30) MADE GROUND: Light brown, very gravelly, fine to coarse sand with medium cobble content. Gravel includes brick and concrete.156.08 0.30

(0.40) Firm, brown mottled, slightly sandy, gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including mudstone and limestone.155.68 0.70

Complete at 0.70m


0.15 D10.15 J2

0.50 D30.50 J4

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP02


Carillion Building

TPS Consult

41549

HP02Number

156.42

395298.6 E 399911.5 N24/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



(0.30) MADE GROUND: Brown, sandy, gravelly clay with medium cobble content. Gravel is angular to subangular, fine to coarse including brick and concrete.156.12 0.30

MADE GROUND: Black, gravelly, fine to coarse sand. Gravel is angular to subangular, fine to coarse including tarmacadam.

156.02 0.40(0.30)

Firm, brown mottled, sandy, gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including mudstone.

155.72 0.70

Complete at 0.70m


0.20 D10.20 J20.35 D30.35 J40.60 D50.60 J6

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP03


Carillion Building

TPS Consult

41549

HP03Number

156.66

395335.9 E 399926.7 N24/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



1(0.30) MADE GROUND: Brown, clayey, sandy, subangular to subrounded, fine to coarse gravel including brick.

156.36 0.30Terminated at 0.30m

Samples marked as J comprise 1 x amber jar and 1 x vial.Trial pit terminated at 0.30m due to water filling up pit.

Water strike(1) at 0.20m.0.20 D10.20 J2

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP04


Carillion Building

TPS Consult

41549

HP04Number

156.53

395361.7 E 399943.3 N24/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



MADE GROUND: Tarmacadam.156.43 0.10

MADE GROUND: Brown/black, gravelly, fine to coarse sand. Gravel is angular to subangular, fine to coarse including tarmacadam.

156.33 0.20

(0.40)

Stiff, brown mottled, slightly sandy, gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including mudstone.

155.93 0.60

Complete at 0.60m


0.15 D10.15 J20.40 D30.40 J4

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP05


Carillion Building

TPS Consult

41549

HP05Number

156.37

395321.1 E 399956.7 N24/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



1(0.35)

MADE GROUND: Grey brown, clayey, sandy, subangular to subrounded, fine to coarse gravel with medium cobble content. Gravel includes limestone.156.02 0.35

Terminated at 0.35m


Water strike(1) at 0.05m.

Trial pit terminated at 0.35m due to water filling up pit.

0.20 D10.20 J2

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP06


Carillion Building

TPS Consult

41549

HP06Number

155.88

395299.8 E 399983.1 N24/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



1(0.40)MADE GROUND: Dark brown, sandy, angular to subangular, fine to coarse gravel with high cobble content. Gravel includes tarmacadam, brick, concrete and limestone.

155.48 0.40Terminated at 0.40m

Samples marked as J comprise 1 x amber jar and 1 x vial.Trial pit terminated at 0.40m due to water filling up pit.

Water strike(1) at 0.20m.0.20 D10.20 J2

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP07


Carillion Building

TPS Consult

41549

HP07Number

156.08

395334.5 E 399989.5 N24/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



(0.30) MADE GROUND: Brown, clayey, gravelly, fine to coarse sand with medium cobble content. Gravel is subangular to subrounded, fine to coarse including brick and concrete.155.78 0.30

(0.20)Firm, black/brown, sandy CLAY with rootlets.155.58 0.50

(0.20) Stiff, brown mottled, slightly sandy, gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including mudstone.

155.38 0.70

Complete at 0.70m


0.20 D10.20 J20.40 D30.40 J40.60 D50.60 J6

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 DD 41549.HP08


Carillion Building

TPS Consult

41549

HP08Number

24/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



MADE GROUND: Tarmacadam. 0.10(0.20)

MADE GROUND: Dark brown/black, gravelly, fine to coarse sand with medium cobble content. Gravel is angular to subangular, fine to coarse including tarmacadam and limestone.

0.30

(0.40)

Stiff, brown mottled, slightly sandy, gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including mudstone.

0.70

Complete at 0.70m


0.20 D10.20 J2

0.50 D30.50 J4

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 GS 41549.HP09


Carillion Building

TPS Consult

41549

HP09Number

155.91

395315.4 E 400034.2 N21/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks




155.61 0.30(0.20) Firm, orange brown mottled grey, slightly sandy, slightly

gravelly CLAY. Gravel is subangular to rounded, fine to coarse including sandstone, siltstone and mudstone.

155.41 0.50

Complete at 0.50m


0.20 D10.20 J2

0.50 D30.50 J4

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 GS 41549.HP10


Carillion Building

TPS Consult

41549

HP10Number

154.96

395275.1 E 400050.3 N21/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks




154.66 0.30(0.20) Firm, orange brown mottled grey, slightly sandy, slightly


154.46 0.50

Complete at 0.50m


0.20 D10.20 J2

0.50 D30.50 J4

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 GS 41549.HP11


Carillion Building

TPS Consult

41549

HP11Number

155.50

395313.4 E 400080.3 N21/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



(0.50)Grass over dark brown, clayey, sandy TOPSOIL with rootlets.

Below 0.30m: frequent pockets of firm, orange brown mottled grey clay.155.00 0.50

Complete at 0.50m


0.40 D10.40 J2

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 GS 41549.HP12


Carillion Building

TPS Consult

41549

HP12Number

21/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks




0.30(0.20) Firm, orange brown mottled grey, slightly sandy, slightly


0.50

Complete at 0.50m


0.20 D10.20 J2

0.50 D30.50 J4

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:40 GS 41549.HP13


Carillion Building

TPS Consult

41549

HP13Number

21/10/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



(0.50)Grass over dark brown, clayey, sandy TOPSOIL with rootlets.

Below 0.30m: frequent pockets of firm, orange brown mottled grey clay. 0.50

Complete at 0.50m


0.40 D10.40 J2

1/1

Figure A2.4 SPT Summary Table

Standard Penetration Test Results


Job Number

41549

Sheet

Site : Ashton Residential Phase 2, Stamford

Client : Carillion Building

Engineer : TPS Consult

BoreholeNumber

Base ofBorehole

(m)End ofSeatingDrive(m)

End ofTestDrive(m)

TestType

Seating Blowsper 75mm1 2 1 2 3 4

Blows for each 75mm penetrationResult Comments

CP01 2.00 2.15 2.45 SPT 3 2 4 5 6 7 N=22

CP01 4.00 4.15 4.45 SPT 1 2 3 4 4 6 N=17

CP01 6.50 6.65 6.95 SPT 2 4 3 4 6 7 N=20

CP01 9.50 9.65 9.95 SPT 2 3 4 6 6 8 N=24

CP01 12.50 12.65 12.95 SPT 4 6 6 5 7 9 N=27

CP01 13.00 13.06 13.12 SPT 25 50 25*/60mm50/60mm

CP01 13.20 13.24 13.29 SPT 25 50 25*/40mm50/50mm

CP02 1.20 1.35 1.65 SPT 12 2 1 1 2 1 N=5

CP02 3.00 3.15 3.45 SPT 1 3 4 5 4 4 N=17

CP02 5.00 5.15 5.45 SPT 2 3 3 5 6 15 N=29

CP02 8.00 8.15 8.45 SPT 1 1 2 3 4 5 N=14

CP02 11.00 11.15 11.45 SPT 2 4 5 8 6 8 N=27

CP02 14.00 14.15 14.45 SPT 6 5 7 7 7 9 N=30

WS01 1.20 1.35 1.65 SPT 2 2 2 3 4 4 N=13

WS01 2.00 2.15 2.45 SPT 3 4 4 5 6 6 N=21

WS01 3.00 3.15 3.45 SPT 4 4 4 5 6 6 N=21

WS01 4.00 4.15 4.45 SPT 4 4 5 5 5 6 N=21

WS01 5.00 5.15 5.45 SPT 3 3 3 3 7 8 N=21

WS02 1.20 1.35 1.65 SPT 3 4 5 5 6 7 N=23

WS02 2.00 2.15 2.45 SPT 4 4 5 5 5 6 N=21

WS02 3.00 3.15 3.45 SPT 3 3 4 4 5 4 N=17

WS02 4.00 4.15 4.45 SPT 3 3 3 4 4 4 N=15

WS02 5.00 5.15 5.45 SPT 3 3 3 3 3 3 N=12

WS03 1.20 1.35 1.65 SPT 0 0 0 0 1 1 N=2

WS03 2.00 2.15 2.45 SPT 4 4 4 5 5 6 N=20

WS03 3.00 3.15 3.45 SPT 3 3 4 4 5 6 N=19

WS03 4.00 4.15 4.45 SPT 4 4 4 4 5 5 N=18

WS03 5.00 5.15 5.45 SPT 3 3 4 5 5 6 N=20

WS04 1.20 1.35 1.65 SPT 2 2 3 2 3 4 N=12

WS04 2.00 2.15 2.45 SPT 2 3 4 5 5 5 N=19

WS04 3.00 3.15 3.45 SPT 5 6 6 8 8 9 N=31

WS04 4.00 4.15 4.45 SPT 3 3 4 3 4 4 N=15

WS04 5.00 5.15 5.45 SPT 4 4 4 5 6 6 N=21

WS05 1.20 1.35 1.65 SPT 3 4 4 4 4 5 N=17

WS05 2.00 2.15 2.45 SPT 3 4 5 7 7 7 N=26

WS05 3.00 3.15 3.45 SPT 4 4 6 7 7 8 N=28

WS05 4.00 4.15 4.45 SPT 2 4 4 5 5 6 N=20

WS05 5.00 5.15 5.45 SPT 3 3 3 3 4 5 N=15

1 / 1

Standard Penetration Test Results


Job Number

41549

Sheet

Site : Ashton Residential Phase 2, Stamford

Client : Carillion Building

Engineer : TPS Consult

BoreholeNumber

Base ofBorehole

(m)End ofSeatingDrive(m)

End ofTestDrive(m)

TestType

Seating Blowsper 75mm1 2 1 2 3 4

Blows for each 75mm penetrationResult Comments

CP01 2.00 2.15 2.45 SPT 3 2 4 5 6 7 N=22

CP01 4.00 4.15 4.45 SPT 1 2 3 4 4 6 N=17

CP01 6.50 6.65 6.95 SPT 2 4 3 4 6 7 N=20

CP01 9.50 9.65 9.95 SPT 2 3 4 6 6 8 N=24

CP01 12.50 12.65 12.95 SPT 4 6 6 5 7 9 N=27

CP01 13.00 13.06 13.12 SPT 25 50 25*/60mm50/60mm

CP01 13.20 13.24 13.29 SPT 25 50 25*/40mm50/50mm

CP02 1.20 1.35 1.65 SPT 12 2 1 1 2 1 N=5

CP02 3.00 3.15 3.45 SPT 1 3 4 5 4 4 N=17

CP02 5.00 5.15 5.45 SPT 2 3 3 5 6 15 N=29

CP02 8.00 8.15 8.45 SPT 1 1 2 3 4 5 N=14

CP02 11.00 11.15 11.45 SPT 2 4 5 8 6 8 N=27

CP02 14.00 14.15 14.45 SPT 6 5 7 7 7 9 N=30

WS04 1.20 1.35 1.65 SPT 2 2 3 2 3 4 N=12

WS04 2.00 2.15 2.45 SPT 2 3 4 5 5 5 N=19

WS04 3.00 3.15 3.45 SPT 5 6 6 8 8 9 N=31

WS04 4.00 4.15 4.45 SPT 3 3 4 3 4 4 N=15

WS04 5.00 5.15 5.45 SPT 4 4 4 5 6 6 N=21

WS05 1.20 1.35 1.65 SPT 3 4 4 4 4 5 N=17

WS05 2.00 2.15 2.45 SPT 3 4 5 7 7 7 N=26

WS05 3.00 3.15 3.45 SPT 4 4 6 7 7 8 N=28

WS05 4.00 4.15 4.45 SPT 2 4 4 5 5 6 N=20

WS05 5.00 5.15 5.45 SPT 3 3 3 3 4 5 N=15

1 / 1

APPENDIX 3

LABORATORY TESTS

Appendix 3 pages iii/i-iii/ii iii/i

APPENDIX 3

GENERAL NOTES ON LABORATORY TESTS ON SOILS

A3.1 GENERAL

A3.1.1 Where applicable all tests are carried out in accordance with the relevant British Standard. The laboratory test procedures are as below:

Test Name Procedures BS1377:1990 Part:Clause

Moisture Content 2:3 Liquid Limit 2:4 Plastic Limit and Plastic Index 2:5 Linear Shrinkage 2:6 Particle Size Distribution 2:9

Loss on Ignition 3:4* Sulphate content 3:5 Chloride Content 3:7* pH Value 3:9

Compaction Test 4:3* Moisture condition Value 4:5 California Bearing Ratio 4:7

Consolidation 5:3

Bulk Density 7:2* Laboratory Vane Tests 7:3* Shear Box 7:4* Triaxial Compression Total Stress Single-Stage 7:8 Total Stress Multi-Stage 7:9 Effective Stress Note 1*

Permeability Note 2* Desiccation Note 3*

In-situ density by Sand replacement Part 9 Core Cutter Part 9 Nuclear density Part 9

BS812 Part:Clause

Ten % fines (Dry and Soaked) 111 Aggregate crushing value 110 Particle density and water absorption 2 Particle size distribution 103 Moisture content – oven drying 109 Soundness 121

Appendix 3 pages iii/i-iii/ii iii/ii

BS:1881 Part:Clause

Chloride Content 124:10.2 Sulphate content 124:10.3 Curing/density and compressive strength of concrete tubes 116-111-114 Location of reinforcement 204 Carbonation Note 4 Resistivity Note 5 Sampling of concrete dust by drilling Note 6 Half cell potential Note 7

Note 1 - Manual of soils laboratory testing volume 3: 1985, section 19.2 by K.H. Head Note 2 - Manual of soils laboratory testing volume 2: 1985, section 10.7 by K.H. Head Note 3 - BRE Information paper IP4 issued February 1993 Note 4 - BRE Information paper IP6/81 Note 5 - In-house document number 109 Note 6 - In-house document number 112 Note 7 - ASTM C876-91 * Tests are not included in UKAS accreditation

A3.1.2 Any discussion in this report is based on the values and results obtained from the appropriate tests. Due allowance should be made, when considering any result in isolation, of the possible inaccuracy of any such individual result. Details of the accuracy of results are included in this section, where applicable.

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

A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced in full,

without the prior written approval of the laboratory.

Checked and Approved Signatories:

R Gunson A Watkins M Beastall (Director) (Director) (Laboratory Manager)

D Lambe S Royle (Senior Technician) (Senior Technician)

Page 1 of

LABO RATO RY REPO RT

4043

Contract Number: PSL14/5941

Client’s Reference: Report Date: 02 December 2014

Client Name: Ian Farmer Associates 14 Faraday Close District 15 Pattinson North Industrial Estate WashingtonNE38 8QJ

For the attention of: Hannah Hadwin

Contract Title: Ashton Residential Phase 2, Stamford

Date Received: 13/11/2014 Date Commenced: 13/11/2014 Date Completed: 1/12/2014

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

@prosoils.co.uk

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4154

9A

SHT

ON

RE

SID

EN

TIA

L P

HA

SE 2

, ST

AM

FOR

D.

Con

trac

t No:

Clie

nt R

ef:

Inte

rmed

iate

pla

stic

ity C

I.In

term

edia

te p

last

icity

CI.

PS

LR00

2

Issu

e 1

Jun

06P

age

of

.

PLA

STIC

ITY

CH

AR

T F

OR

CA

SAG

RA

ND

E C

LA

SSIF

ICA

TIO

N.

(B.S

.593

0 : 1

999)

C

ompi

led

byD

ate

Che

cked

by

Dat

eA

ppro

ved

byD

ate

28/1

1/14

01/1

2/14

01/1

2/14

PSL

14/5

941

4154

9A

SHT

ON

RE

SID

EN

TIA

L P

HA

SE 2

, ST

AM

FOR

D.

Con

trac

t No:

Clie

nt R

ef:

0102030405060708090

010

2030

4050

6070

8090

100

110

120

130

Liqu

id L

imit

(LL%

).


CL

CI

CH

CV

CE

ML

MI

MH

MV

ME

PS

LR00

2

Issu

e 1

Jun

06P

age

of

.

Hole Number: CP01 Depth (m): 1.00

Sample Number: 3 Sample Type: B

BS Test Percentage Particle Percentage Soil TotalSieve Passing Diameter Passing Fraction Percentage125 100 2 275 100 0.02 39 Cobbles 063 100 2 2 Gravel 4

37.5 100 0.006 29 Sand 4720 100 2 2 Silt 2710 98 0.002 22 Clay 226.3 983.35 97

2 961.18 95 Remarks:0.6 93 See summary of soil descriptions.0.3 82

0.212 720.15 630.063 49 Checked By Date Approved By Date

01/12/14 01/12/14

ASHTON RESIDENTIAL PHASE 2, STAMFORD.

Contract No.:PSL14/5941

Particle Size Distribution TestBS1377 : Part 2 : 1990

Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4

0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of




37.5 100 0.006 26 Sand 3320 88 2 2 Silt 2410 82 0.002 21 Clay 216.3 813.35 79



01/12/14 01/12/14





0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of


Sample Number: 13 Sample Type: U


37.5 100 0.006 29 Sand 4120 100 2 2 Silt 2710 95 0.002 23 Clay 236.3 943.35 92



01/12/14 01/12/14





0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of




37.5 100 0.006 12 Sand 7020 99 2 2 Silt 1510 99 0.002 9 Clay 96.3 973.35 95



01/12/14 01/12/14





0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of




37.5 100 0.006 31 Sand 4120 98 2 2 Silt 2910 97 0.002 24 Clay 246.3 963.35 95



01/12/14 01/12/14





0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of


Sample Number: 17 Sample Type: U


37.5 100 0.006 24 Sand 4920 100 2 2 Silt 2410 96 0.002 18 Clay 186.3 943.35 92



01/12/14 01/12/14





0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of

Hole Number: WS02 Depth (m): 1.20

Sample Number: 10 Sample Type: D


37.5 100 0.006 28 Sand 3920 92 2 2 Silt 2710 92 0.002 21 Clay 216.3 903.35 88



01/12/14 01/12/14





0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of

Hole Number: WS03 Depth (m): 1.20

Sample Number: 11 Sample Type: D


37.5 100 0.006 36 Sand 3120 100 2 2 Silt 3310 98 0.002 27 Clay 276.3 963.35 93



01/12/14 01/12/14





0.00

2

0.00

6

0.02

0

0.06

3

0.15

00.

212

0.30

0

0.60

0

1.18 2.00

3.35

6.3

10.0

20.0

37.5

63 75 125

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

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

Perc

enta

ge P

assi

ng.

Page of

Initial ConditionsMoisture Content (%):Bulk Density (Mg/m3):Dry Density (Mg/m3):Voids Ratio:Degree of saturation:Height (mm):Diameter (mm) See summary of soils description.Particle Density (Mg/m3):Assumed

Approved by02/12/14


Contract No.

PSL14/5941

Page of

02/12/14

Sample Number: 13 Sample Type:

Pressure Range Mv Cv Specimen location

3.00

Checked by Date Date

200.096

1.96 50 -

One Dimensional Consolidation PropertiesBS 1377: Part 5: 1990

Hole Number:

13 kPa m2/MN m2/yr

0.355 100 - 20099.0 200 - 400

20.11 400 - 5075.22

0.018

2.65

Method used to determine CV:Nominal temperature

2.4253.393

0.070 during test ' C:Remarks:

Depth (m):

Top

t902.386

U

within tube:

CP01

0.1820.223

1.2090.989

1002.22 0 - 50

0.290

0.300

0.310

0.320

0.330

0.340

0.35010 100 1000

Voi

ds R

atio

0.0

1.0

2.0

3.0

4.0

10 100 1000

Pressure -kPa

Cv

- m2/

yr

PSLR025 Issue1.1 Sept 06 5-7 Hexthorpe Road, Hexthorpe, Doncaster

Initial ConditionsMoisture Content (%):Bulk Density (Mg/m3):Dry Density (Mg/m3):Voids Ratio:Degree of saturation:Height (mm):Diameter (mm) See summary of soils description.Particle Density (Mg/m3):Assumed

Approved by02/12/14


Contract No.

PSL14/5941

Page of

02/12/14


Pressure Range Mv Cv Specimen location

4.00

Checked by Date Date

200.087

1.90 100 -

One Dimensional Consolidation PropertiesBS 1377: Part 5: 1990

Hole Number:

15 kPa m2/MN m2/yr

0.396 200 - 400103.0 400 - 80019.86 800 - 10075.23

0.022

2.65

Method used to determine CV:Nominal temperature

2.3692.594

0.050 during test ' C:Remarks:

Depth (m):

Top

t902.171

U

within tube:

CP02

0.1330.155

1.9561.102

2002.19 0 - 100

0.300

0.310

0.320

0.330

0.340

0.350

0.360

0.370

0.38010 100 1000

Voi

ds R

atio

0.00.51.01.52.02.53.0

10 100 1000

Pressure -kPa

Cv

- m2/

yr

PSLR025 Issue1.1 Sept 06 5-7 Hexthorpe Road, Hexthorpe, Doncaster

Hole Number: CP01 Depth (m):


104.0 210.0 Test: UndisturbedSpecimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode

Content Density Density Pressure Deviator Strength Strain of Sample taken from top of tube

(%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 1.9 %/min

(kPa) (kPa) Latex Membrane used 0.2 mm thickness,

f f Correction applied 0.34 kPa

A 13 2.22 1.97 60 82 41 13.3 Compound

Checked Date Approved Date01/12/14 01/12/14


Contract No:

See summary of soil descriptions.

Height (mm): 100 mm Single Stage.Remarks

PSL14/5941

Undrained Shear Strength in Triaxial Compressionwithout measurement of Pore Pressure

B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

3.00

U

0

10

20

30

40

50

60

70

80

90

0 2 4 6 8 10 12 14 16 18 20

Axial Strain %

Dev

iato

r St

ress

kPa

PSLR031 Issue 1 Jun 06 Page of .








A 14 2.25 1.97 100 282 141 20.5 Compound



Contract No:



PSL14/5941


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

5.00

U

0

50

100

150

200

250

300

0 5 10 15 20 25

Axial Strain %

Dev

iato

r St

ress

kPa









A 14 2.19 1.92 150 311 156 20.5 Compound



Contract No:



PSL14/5941


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

8.00

U

0

50

100

150

200

250

300

350

0 5 10 15 20 25

Axial Strain %

Dev

iato

r St

ress

kPa









A 12 2.16 1.93 200 238 119 16.7 Compound



Contract No:



PSL14/5941


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

12.50

U

0

50

100

150

200

250

0 2 4 6 8 10 12 14 16 18 20

Axial Strain %

Dev

iato

r St

ress

kPa









A 14 2.17 1.91 100 231 115 15.2 Compound



Contract No:



PSL14/5941


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

4.00

U

0

50

100

150

200

250

0 2 4 6 8 10 12 14 16 18 20

Axial Strain %

Dev

iato

r St

ress

kPa









A 16 2.12 1.84 150 152 76 15.2 Compound



Contract No:



PSL14/5941


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

6.50

U

0

20

40

60

80

100

120

140

160

0 5 10 15 20 25

Axial Strain %

Dev

iato

r St

ress

kPa









A 15 2.12 1.85 200 65 33 12.4 Compound



Contract No:



PSL14/5941


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

9.50

U

0

10

20

30

40

50

60

70

0 2 4 6 8 10 12 14 16 18 20

Axial Strain %

Dev

iato

r St

ress

kPa


Client

Our Reference

Client Reference

Contract Title

Description

Date Received

Date Started

Date Completed

Test Procedures

Notes

Approved By

Rob Brown

Opinions and interpretations are outside the scope of UKAS accreditation. Thiscertificate is issued in accordance with the accreditation requirements of the UnitedKingdom Accreditation Service. The results reported herein relate only to the materialsupplied to the laboratory. Observations and interpretations are outside the scope ofISO 17025. This certificate shall not be reproduced except in full, without the priorwritten approval of the laboratory.

Business Manager

Ashton Residential Phase 2 Stamford

16 Soil samples.

17-Nov-14

17-Nov-14

21-Nov-14

Identified by prefix DETSn (details on request).

Certificate of AnalysisCertificate Number 14-20889

21-Nov-14

Professional Soils Laboratory Ltd5/7 Hexthorpe RoadHexthorpeDN4 0AR

14-20889

PSL14/5941

Derwentside Environmental Testing Services LimitedUnit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY

Page 1 of 4 .

Sum

mar

y of

Che

mic

al A

naly

sis

Soil

Sam

ples

Our

Ref

14

-208

89Cl

ient

Ref

PS

L14/

5941

Cont

ract

Titl

e As

hton

Res

iden

tial P

hase

2 S

tam

ford

Lab

No

7321

8673

2187

7321

8973

2190

7321

9173

2192

7321

9373

2194

7321

9573

2196

7321

9773

2198

7321

9973

2200

7322

01Sa

mpl

e ID

CP01

CP01

CP01

CP01

CP01

CP02

CP02

CP02

CP02

WS0

1W

S02

WS0

2W

S03

WS0

4W

S05

Dept

h1.

001.

703.

007.

0011

.00

1.20

2.00

3.00

5.00

1.00

1.00

1.30

1.20

1.00

1.00

Oth

er ID

Sam

ple

Type

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

SOIL

Sam

plin

g Da

ten/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sSa

mpl

ing

Tim

en/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sn/

sTe

stM

etho

dLO

DU

nits

DETS

C 20

08#

8.1

8.4

8.2

11.4

9.1

6.2

7.8

8.3

7.8

7.6

6.2

6.7

5.8

7.8

7.7

DETS

C 20

76#

10m

g/l

4120

1418

070

4829

28<

1023

110

2161

DETS

C 23

200.

01%

0.05

0.05

0.04

< 0.

01<

0.01

< 0.

01<

0.01

0.02

< 0.

01<

0.01

0.02

DETS

C 23

21#

0.01

%0.

040.

050.

020.

120.

040.

020.

010.

02<

0.01

0.02

0.06

0.02

0.02

0.05

0.01

pH Sulp

hate

Aqu

eous

Ext

ract

as S

O4

Tota

l Sul

phur

as S

Tota

l Sul

phat

e as

SO

4

Inor

gani

cs

Page

2 o

f 4Ke

y: #

-MCE

RTS

(acc

redi

tatio

n on

ly im

plie

d if

repo

rt c

arrie

s the

MCE

RTS

logo

). n/

s -no

t sup

plie

d.

Sum

mar

y of

Che

mic

al A

naly

sis

Soil

Sam

ples

Our

Ref

14

-208

89Cl

ient

Ref

PS

L14/

5941

Cont

ract

Titl

e As

hton

Res

iden

tial P

hase

2 S

tam

ford

Lab

No

Sam

ple

IDDe

pth

Oth

er ID

Sam

ple

Type

Sam

plin

g Da

teSa

mpl

ing

Tim

eTe

stM

etho

dLO

DU

nits

DETS

C 20

08#

DETS

C 20

76#

10m

g/l

DETS

C 23

200.

01%

DETS

C 23

21#

0.01

%

pH Sulp

hate

Aqu

eous

Ext

ract

as S

O4

Tota

l Sul

phur

as S

Tota

l Sul

phat

e as

SO

4

Inor

gani

cs

7322

02CP

02 1.00

SOIL n/s

n/s

7.9 66

< 0.

010.

03

Page

3 o

f 4Ke

y: #

-MCE

RTS

(acc

redi

tatio

n on

ly im

plie

d if

repo

rt c

arrie

s the

MCE

RTS

logo

). n/

s -no

t sup

plie

d.

Information in Support of the Analytical ResultsOur Ref 14-20889

Client Ref PSL14/5941Contract Ashton Residential Phase 2 Stamford

Containers Received & Deviating Samples

Lab No Sample IDDate Sampled Containers Received Holding time exceeded for tests

Inappropriate container for tests

732186 CP01 1.00 SOIL PT 500ml Sample date not supplied732187 CP01 1.70 SOIL PT 500ml Sample date not supplied732188 CP01 2.00 SOIL PT 500ml732189 CP01 3.00 SOIL PT 500ml Sample date not supplied732190 CP01 7.00 SOIL PT 500ml Sample date not supplied732191 CP01 11.00 SOIL PT 500ml Sample date not supplied732192 CP02 1.20 SOIL PT 500ml Sample date not supplied732193 CP02 2.00 SOIL PT 500ml Sample date not supplied732194 CP02 3.00 SOIL PT 500ml Sample date not supplied732195 CP02 5.00 SOIL PT 500ml Sample date not supplied732196 WS01 1.00 SOIL PT 500ml Sample date not supplied732197 WS02 1.00 SOIL PT 500ml Sample date not supplied732198 WS02 1.30 SOIL PT 500ml Sample date not supplied732199 WS03 1.20 SOIL PT 500ml Sample date not supplied732200 WS04 1.00 SOIL PT 500ml Sample date not supplied732201 WS05 1.00 SOIL PT 500ml Sample date not supplied732202 CP02 1.00 SOIL PT 500ml Sample date not supplied

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

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

Key: P-Plastic T-Tub DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time and/or inappropriate containers are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.

Page 4 of 4

APPENDIX 4

CHEMICAL TESTS

Appendix 4 pages iv/i-iv/iv iv/i

APPENDIX 4

GENERAL NOTES ON CHEMICAL TESTS

A4.1 ANALYTICAL CHEMISTRY TEST METHODS FOR SOILS

Test/Determinand Units LOD UKAS Method Notes

Arsenic (total) mg/kg 2.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Boron (water soluble)

mg/kg 0.2 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Cadmium (total) mg/kg 0.5 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Chromium (hexavalent)

mg/kg 0.1 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Chromium (total) mg/kg 0.5 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Copper (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Cyanide (free) mg/kg 1.0 Free Cyanide is extracted by steam distillation at pH4 which liberates free cyanide. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house based on British Gas

Cyanide (complex) mg/kg 1.0 Complex Cyanide is extracted by steam distillation with hydrochloric acid and copper sulphate after free cyanide has been removed. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house based on British Gas

Cyanide (total) mg/kg 1.0 Total Cyanide is extracted as complex cyanide without first removing the free cyanide and titrated as above. Alternatively the free and complex cyanide values are added to give a total cyanide. In house based on British Gas.

ElectricalConductivity

mS/cm 0.01 A 2:1 water to soil extract is analysed using an EC meter. In house method

Lead (total) mg/kg 5.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Mercury (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Nickel (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Organic Matter % 0.2 Organic matter is oxidised using dichromate. The dichromate left is determined using UV/VIS and the concentration of organic matter calculated. In house based on Walkley and Black.

pH 0.1 Water is added to the soil and the pH determined by pH meter. In house method

Appendix 4 pages iv/i-iv/iv iv/ii


Phenol (total mono) mg/kg 0.5 Phenol is extracted by steam distillation with sodium chloride and the phenol is determined colourimetrically using UV/VIS. In house method

Polyaromatic Hydrocarbons (total & 16 EPA)

mg/kg 5.0 PAHs are extracted by dichloromethane under pressure in a soxtherm. The extract is then injected into a GC-FID where the separated PAHs are quantitatively determined. In house method, based on British Gas.

Selenium (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Cyclohexane Extract

mg/kg 100 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method

Toluene Extract mg/kg 100 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method

Dichloromethane Extract

mg/kg 100 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method.

Sulphate (2:1 water soluble)

g/l 0.02 Soils are shaken in a 2:1 ratio with water. These are filtered and barium chloride added. Sulphate is then determined by measuring the turbidity by UV/VIS. In house based on MAFF.

Sulphate (total) mg/kg 200 Total Sulphate is extracted using weak hydrochloric acid. The filtrate is then determined as water soluble is using BaCl and UV/VIS. In house based on MAFF.

Sulphide mg/kg 10 Sulphide is extracted by steam distillation using Sulphuric acid and then determined by titration with sodium thiosulphate and iodine using starch as an indicator. In-house method.

Thiocyanate mg/kg 0.1 Thiocyanate is extracted in water and then determined colourimetrically using UV/VIS. In house method.

Total Petroleum Hydrocarbons (C10-40)

mg/kg 50 TPHs are extracted in dichloromethane on soxtherm and determined by GC-FID. In house method.

Zinc (total) mg/kg 10 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.

Anions (Flouride, Chloride, Bromide, Nitrite, Nitrate, Phosphate)

Anions are extracted in water and determined by ion chromatography. In house method

Cations inc. Ammonia

Cations are extracted in water and determined by ion chromatography. In house method

Appendix 4 pages iv/i-iv/iv iv/iii

A4.2 ANALYTICAL CHEMISTRY TEST METHODS FOR WATER


Arsenic g/l 13 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Boron mg/l 0.05 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Cadmium g/l 0.5 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Chromium g/l 2.5 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Copper g/l 3.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Cyanide (free) mg/l 0.1 Free Cyanide is extracted by steam distillation at pH4 which liberates free cyanide. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house.

Cyanide (complex) mg/l 0.1 Complex Cyanide is extracted by steam distillation with hydrochloric acid and copper sulphate after free cyanide has been removed. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house.

Cyanide (total) mg/l 0.1 Total Cyanide is extracted as complex cyanide without first removing the free cyanide and titrated as above. Alternatively the free and complex cyanide values are added to give a total cyanide. In house.

ElectricalConductivity

ms/cm 0.01 Samples are measured directly with an EC meter. In house method

Lead g/l 10 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Mercury g/l 5.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Nickel g/l 2.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

pH 0.1 Samples are measured directly with an pH meter. In house method

Phenol mg/l 0.05 Phenol is extracted by steam distillation with sodium chloride and the phenol is determined colourimetrically using UV/VIS. In house method

Polyaromatic Hydrocarbons (total & 16 EPA)

g/l 5.0 PAHs are extracted by dichloromethane under pressure in a soxtherm. The extract is then injected into a GC-FID where the separated PAHs are quantitatively determined. In house method.

Selenium g/l 10 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Cyclohexane Extract

g/l 10 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method

Toluene Extract g/l 10 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method

Dichloromethane Extract

g/l 10 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method

Appendix 4 pages iv/i-iv/iv iv/iv


Sulphate mg/l 20 Samples are filtered, BaCl added and the tubidity determined by UV/VIS. In house method

Sulphide mg/l 0.2 Samples are titrated directly with sodium thiosulphate and iodine using starch as an indicator. In-house method.

Thiocyanate mg/l 0.1 Thiocyanate in water is determined after filtration colourimetrically using UV/VIS. In house method.

Total Petroleum Hydrocarbons (C10-40)

g/l 50 TPHs are extracted in dichloromethane on soxtherm and determined by GC-FID. In house method.

Zinc g/l 5.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.

Anions (Flouride, Chloride, Bromide, Nitrite, Nitrate, Phosphate)

Anions are determined after filtration by ion chromatography. In house method

Cations inc. Ammonia

Cations are determined after filtration by ion chromatography. In house method

Scientific Analysis Laboratories Ltd

Certificate of Analysis

Hadfield HouseHadfield Street

CornbrookManchester

M16 9FETel : 0161 874 2400Fax : 0161 874 2468

Report Number: 434942-1

Date of Report: 20-Nov-2014

Customer: Ian Farmer Associates17 Rivington CourtWarringtonCheshireWA1 4RT

Customer Contact: Ms Hannah Hadwin

Customer Job Reference: 41549Customer Purchase Order: 47468

Customer Site Reference: AshtonDate Job Received at SAL: 24-Oct-2014

Date Analysis Started: 12-Nov-2014Date Analysis Completed: 20-Nov-2014

The results reported relate to samples received in the laboratoryOpinions and interpretations expressed herein are outside the scope of UKAS accreditationThis report should not be reproduced except in full without the written approval of the laboratoryTests covered by this certificate were conducted in accordance with SAL SOPsAll results have been reviewed in accordance with QP22

This document has been printed from a digitally signed master copy

Scientific Analysis Laboratories is a

limited company registered in England and

Wales (No 2514788) whose address is at

Hadfield House, Hadfield Street, Manchester M16 9FE

1549

Report checkedand authorised by :Mr Ross WalkerCustomer Services Manager(Land)

Issued by :Mr Ross WalkerCustomer Services Manager(Land)

Page 1 of 12

434942-1

SAL Reference: 434942

Project Site: Ashton

Customer Reference: 41549

Soil Analysed as Soil

MCERTS Preparation

SAL Reference 434942 001 434942 002 434942 003 434942 004 434942 005 434942 006 434942 007

Customer Sample Reference CP1 CP1 CP2 CP2 WS1 WS1 WS2

Depth 0.5 1.0 0.5 1.0 0.3 0.5 0.3

Date Sampled 23-OCT-2014 23-OCT-2014 21-OCT-2014 21-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014

Type Clay Clay Clay Clay Clay Sandy Soil Sandy Soil

Determinand Method TestSample LOD Units

Moisture @ 105 C T162 AR 0.1 % 14 14 20 19 10 19 18





MCERTS Preparation

SAL Reference 434942 008 434942 009 434942 010 434942 011 434942 012 434942 013 434942 014

Customer Sample Reference WS2 WS3 HP1 HP2 HP2 HP3 HP4

Depth 1.0 0.3 0.15 0.20 0.35 0.2 0.15


Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil


Moisture @ 105 C T162 AR 0.1 % 18 18 9.7 22 19 16 11





MCERTS Preparation

SAL Reference 434942 015 434942 016 434942 017 434942 018 434942 019 434942 020 434942 021

Customer Sample Reference HP5 HP6 HP7 HP8 HP9 HP10 HP11

Depth 0.2 0.2 0.2 0.2 0.2 0.2 0.4




Moisture @ 105 C T162 AR 0.1 % 13 23 19 4.3 26 38 24





MCERTS Preparation

SAL Reference 434942 022 434942 023

Customer Sample Reference HP12 HP13

Depth 0.2 0.4

Date Sampled 21-OCT-2014 21-OCT-2014

Type Sandy Soil Sandy Soil


Moisture @ 105 C T162 AR 0.1 % 47 25


Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 2 of 12

434942-1





Metals Suite

SAL Reference 434942 001 434942 002 434942 003 434942 004 434942 005 434942 006 434942 007

Customer Sample Reference CP1 CP1 CP2 CP2 WS1 WS1 WS2

Depth 0.5 1.0 0.5 1.0 0.3 0.5 0.3


Type Clay Clay Clay Clay Clay Sandy Soil Sandy Soil


Arsenic T6 M40 2 mg/kg 6 9 10 9 9 31 18

Boron T6 M40 1.0 mg/kg <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0

Cadmium T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1

Chromium T6 M40 1 mg/kg 21 22 23 27 19 30 26

Copper T6 M40 1 mg/kg 22 21 12 11 58 67 140

Lead T6 M40 1 mg/kg 15 13 18 18 58 63 99

Mercury T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1

Nickel T6 M40 1 mg/kg 26 29 17 19 14 31 23

Selenium T6 M40 3 mg/kg <3 <3 <3 <3 <3 <3 <3

Zinc T6 M40 1 mg/kg 47 54 36 39 170 100 340





Metals Suite

SAL Reference 434942 008 434942 009 434942 010 434942 011 434942 012 434942 013 434942 014

Customer Sample Reference WS2 WS3 HP1 HP2 HP2 HP3 HP4

Depth 1.0 0.3 0.15 0.20 0.35 0.2 0.15




Arsenic T6 M40 2 mg/kg 15 12 9 15 25 14 37

Boron T6 M40 1.0 mg/kg <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0

Cadmium T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1

Chromium T6 M40 1 mg/kg 25 24 18 27 25 20 28

Copper T6 M40 1 mg/kg 130 50 27 86 89 42 120

Lead T6 M40 1 mg/kg 110 110 71 96 140 210 110

Mercury T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1

Nickel T6 M40 1 mg/kg 22 18 13 25 35 15 45

Selenium T6 M40 3 mg/kg <3 <3 <3 <3 <3 <3 <3

Zinc T6 M40 1 mg/kg 330 180 200 170 270 290 220



434942-1





Metals Suite

SAL Reference 434942 015 434942 016 434942 017 434942 018 434942 019 434942 020 434942 021

Customer Sample Reference HP5 HP6 HP7 HP8 HP9 HP10 HP11

Depth 0.2 0.2 0.2 0.2 0.2 0.2 0.4




Arsenic T6 M40 2 mg/kg 11 16 9 22 26 21 21

Boron T6 M40 1.0 mg/kg <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0

Cadmium T6 M40 1 mg/kg <1 1 <1 <1 <1 2 <1

Chromium T6 M40 1 mg/kg 23 46 18 16 35 78 23

Copper T6 M40 1 mg/kg 34 51 21 35 64 73 45

Lead T6 M40 1 mg/kg 61 84 70 41 120 150 86

Mercury T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1

Nickel T6 M40 1 mg/kg 15 28 13 21 23 27 23

Selenium T6 M40 3 mg/kg <3 <3 <3 <3 <3 <3 <3

Zinc T6 M40 1 mg/kg 76 170 120 67 91 150 77





Metals Suite

SAL Reference 434942 022 434942 023

Customer Sample Reference HP12 HP13

Depth 0.2 0.4


Type Sandy Soil Sandy Soil


Arsenic T6 M40 2 mg/kg 19 31

Boron T6 M40 1.0 mg/kg <1.0 <1.0

Cadmium T6 M40 1 mg/kg <1 <1

Chromium T6 M40 1 mg/kg 19 24

Copper T6 M40 1 mg/kg 36 120

Lead T6 M40 1 mg/kg 100 71

Mercury T6 M40 1 mg/kg <1 <1

Nickel T6 M40 1 mg/kg 14 20

Selenium T6 M40 3 mg/kg <3 <3

Zinc T6 M40 1 mg/kg 45 73



434942-1





Miscellaneous

SAL Reference 434942001

434942002

434942003

434942004

434942005

434942006

434942007

434942008

434942009

434942010

Customer Sample Reference CP1 CP1 CP2 CP2 WS1 WS1 WS2 WS2 WS3 HP1

Depth 0.5 1.0 0.5 1.0 0.3 0.5 0.3 1.0 0.3 0.15

Date Sampled 23-OCT-2014

23-OCT-2014

21-OCT-2014

21-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

Type Clay Clay Clay Clay Clay SandySoil

SandySoil

SandySoil

SandySoil

SandySoil


Cyanide(Total) T546 AR 1 mg/kg <1 - - <1 <1 - <1 - <1 <1

Cyanide(free) T546 AR 1 mg/kg <1 - - <1 <1 - <1 - <1 <1

Cyanide (Complex) by Calculation T41 AR 1 mg/kg <1 - - <1 <1 - <1 - <1 <1

Asbestos ID T27 AR N.D. - - N.D. N.D. - N.D. - N.D. N.D.

Phenols(Mono) T546 AR 1 mg/kg <1 - - <1 <1 - <1 - <1 <1

Total Organic Carbon T21 M40 0.1 % 1.1 - - 0.6 1.1 - 5.0 - 2.7 2.0

pH T7 AR 6.3 5.8 5.8 6.3 9.9 10.0 7.4 7.3 10.2 11.4





Miscellaneous


434942012

434942013

434942014

434942015

434942016

434942017

434942018

434942019

434942020

Customer Sample Reference HP2 HP2 HP3 HP4 HP5 HP6 HP7 HP8 HP9 HP10

Depth 0.20 0.35 0.2 0.15 0.2 0.2 0.2 0.2 0.2 0.2


24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

21-OCT-2014

21-OCT-2014

Type SandySoil

SandySoil

SandySoil

SandySoil

SandySoil

SandySoil

SandySoil

SandySoil

SandySoil

SandySoil


Cyanide(Total) T546 AR 1 mg/kg <1 - <1 - <1 - - - - -

Cyanide(free) T546 AR 1 mg/kg <1 - <1 - <1 - - - - -

Cyanide (Complex) by Calculation T41 AR 1 mg/kg <1 - <1 - <1 - - - - -

Asbestos ID T27 AR N.D. - N.D. - N.D. - - - - -

Phenols(Mono) T546 AR 1 mg/kg <1 - <1 - <1 - - - - -

Total Organic Carbon T21 M40 0.1 % 2.2 - 1.7 - 2.7 - - - - -

pH T7 AR 8.3 8.0 8.1 8.4 11.2 9.8 8.4 8.5 6.5 6.5





Miscellaneous


434942022

434942023

Customer Sample Reference HP11 HP12 HP13

Depth 0.4 0.2 0.4


21-OCT-2014

21-OCT-2014

Type SandySoil

SandySoil

SandySoil


pH T7 AR 5.7 5.5 6.0



434942-1





PAH US EPA 16 (B and K split)


434942004

434942005

434942006

434942007

434942008

434942009

434942010

434942011

434942012

Customer Sample Reference CP1 CP2 WS1 WS1 WS2 WS2 WS3 HP1 HP2 HP2

Depth 0.5 1.0 0.3 0.5 0.3 1.0 0.3 0.15 0.20 0.35


21-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

Type Clay Clay Clay Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil


Naphthalene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 0.2 <0.1 <0.1 <0.1 <0.1 0.4 0.2

Acenaphthylene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 0.1 <0.1 <0.1 <0.1 <0.1 1.1 <0.1

Acenaphthene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 0.6 <0.1 <0.1 <0.1 <0.1 0.3 0.2

Fluorene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 0.3 <0.1 <0.1 <0.1 <0.1 1.1 <0.1

Phenanthrene T207 M105 0.1 mg/kg <0.1 <0.1 0.5 4.0 0.2 0.3 <0.1 0.9 15 1.1

Anthracene T207 M105 0.1 mg/kg <0.1 <0.1 0.1 1.2 <0.1 <0.1 <0.1 0.2 4.1 0.2

Fluoranthene T207 M105 0.1 mg/kg <0.1 <0.1 1.1 12 0.5 1.1 0.2 1.9 18 1.3

Pyrene T207 M105 0.1 mg/kg <0.1 <0.1 1.0 11 0.5 1.2 0.2 1.7 17 1.2

Benzo(a)Anthracene T207 M105 0.1 mg/kg <0.1 <0.1 0.3 5.5 0.4 0.5 <0.1 0.6 4.7 0.5

Chrysene T207 M105 0.1 mg/kg <0.1 <0.1 0.4 5.3 0.3 0.5 <0.1 0.6 3.8 0.4

Benzo(b)fluoranthene T207 M105 0.1 mg/kg <0.1 <0.1 0.5 11 0.5 1.1 <0.1 0.8 5.0 0.5

Benzo(k)fluoranthene T207 M105 0.1 mg/kg <0.1 <0.1 0.3 2.9 0.1 0.5 <0.1 0.5 3.0 0.2

Benzo(a)Pyrene T207 M105 0.1 mg/kg <0.1 <0.1 0.5 9.6 0.4 0.9 <0.1 0.8 6.0 0.4

Indeno(123-cd)Pyrene T207 M105 0.1 mg/kg <0.1 <0.1 0.2 5.4 0.2 0.5 <0.1 0.4 2.5 0.2

Dibenzo(ah)Anthracene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 1.3 <0.1 <0.1 <0.1 <0.1 0.5 <0.1

Benzo(ghi)Perylene T207 M105 0.1 mg/kg <0.1 <0.1 0.3 7.6 0.2 0.6 <0.1 0.5 3.0 0.2

PAH(total) T207 M105 0.1 mg/kg <0.1 <0.1 5.2 78 3.3 7.2 0.4 8.9 86 6.6







434942014

434942015

434942016

434942017

434942018

434942019

434942020

434942023

Customer Sample Reference HP3 HP4 HP5 HP6 HP7 HP8 HP9 HP10 HP13

Depth 0.2 0.15 0.2 0.2 0.2 0.2 0.2 0.2 0.4


24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

24-OCT-2014

21-OCT-2014

21-OCT-2014

21-OCT-2014

Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil


Naphthalene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 <0.1 <0.1 (9) <10 <0.1 <0.1 <0.1

Acenaphthylene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 <0.1 <0.1 (9) <10 <0.1 <0.1 <0.1

Acenaphthene T207 M105 0.1 mg/kg <0.1 0.2 <0.1 <0.1 0.1 (9) <10 <0.1 <0.1 <0.1

Fluorene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 <0.1 <0.1 (9) <10 <0.1 <0.1 <0.1

Phenanthrene T207 M105 0.1 mg/kg 0.5 1.3 <0.1 <0.1 0.6 68 0.3 <0.1 <0.1

Anthracene T207 M105 0.1 mg/kg <0.1 0.5 <0.1 <0.1 <0.1 19 <0.1 <0.1 <0.1

Fluoranthene T207 M105 0.1 mg/kg 0.7 6.1 <0.1 0.3 0.7 93 0.6 0.2 0.2

Pyrene T207 M105 0.1 mg/kg 0.6 6.0 <0.1 0.3 0.7 76 0.7 0.2 0.2

Benzo(a)Anthracene T207 M105 0.1 mg/kg 0.3 2.5 <0.1 <0.1 0.2 54 0.2 <0.1 <0.1

Chrysene T207 M105 0.1 mg/kg 0.3 2.2 <0.1 <0.1 0.2 39 0.3 <0.1 <0.1

Benzo(b)fluoranthene T207 M105 0.1 mg/kg 0.4 3.9 <0.1 <0.1 0.2 54 0.4 <0.1 <0.1

Benzo(k)fluoranthene T207 M105 0.1 mg/kg 0.1 1.6 <0.1 <0.1 <0.1 21 0.2 <0.1 <0.1

Benzo(a)Pyrene T207 M105 0.1 mg/kg 0.3 3.8 <0.1 <0.1 0.2 40 0.3 <0.1 <0.1

Indeno(123-cd)Pyrene T207 M105 0.1 mg/kg 0.1 1.9 <0.1 <0.1 <0.1 21 0.2 <0.1 <0.1

Dibenzo(ah)Anthracene T207 M105 0.1 mg/kg <0.1 0.4 <0.1 <0.1 <0.1 (9) <10 <0.1 <0.1 <0.1

Benzo(ghi)Perylene T207 M105 0.1 mg/kg 0.2 2.3 <0.1 <0.1 <0.1 26 0.2 <0.1 <0.1

PAH(total) T207 M105 0.1 mg/kg 3.5 33 <0.1 0.6 2.9 510 3.4 0.4 0.4



434942-1





PCB EC7

SAL Reference 434942 001 434942 015

Customer Sample Reference CP1 HP5

Depth 0.5 0.2


Type Clay Sandy Soil


PCB BZ#101 T208 M105 0.05 µg/kg (2) <0.10 (9) <0.50

PCB BZ#118 T208 M105 0.05 µg/kg (2) <0.10 (9) <0.50

PCB BZ#138 T208 M105 0.05 µg/kg (2) <0.10 (9) <0.50

PCB BZ#153 T208 M105 0.05 µg/kg (2) <0.10 (9) <0.50

PCB BZ#180 T208 M105 0.05 µg/kg (2) <0.10 (9) <0.50

PCB BZ#28 T208 M105 0.05 µg/kg (2) <0.10 (9) <0.50

PCB BZ#52 T208 M105 0.05 µg/kg (2) <0.10 (9) <0.50





TPH (CWG)

SAL Reference 434942 001 434942 015

Customer Sample Reference CP1 HP5

Depth 0.5 0.2


Type Clay Sandy Soil


Benzene T54 AR 1 µg/kg (13) <1 (13) <1

Toluene T54 AR 1 µg/kg <1 <1

EthylBenzene T54 AR 1 µg/kg <1 <1

M/P Xylene T54 AR 1 µg/kg <1 <1

O Xylene T54 AR 1 µg/kg <1 <1

Methyl tert-Butyl Ether T54 AR 1 µg/kg <1 <1

TPH (C5-C6 aliphatic) T54 AR 0.010 mg/kg <0.010 <0.010



TPH (C10-C12 aliphatic) T8 M105 1 mg/kg <1 <1

TPH (C12-C16 aliphatic) T8 M105 1 mg/kg <1 1

TPH (C16-C21 aliphatic) T8 M105 1 mg/kg <1 1

TPH (C21-C35 aliphatic) T8 M105 1 mg/kg 1 2

TPH (C6-C7 aromatic) T54 AR 0.010 mg/kg <0.010 <0.010



TPH (C10-C12 aromatic) T8 M105 1 mg/kg <1 <1

TPH (C12-C16 aromatic) T8 M105 1 mg/kg <1 <1

TPH (C16-C21 aromatic) T8 M105 1 mg/kg <1 2

TPH (C21-C35 aromatic) T8 M105 1 mg/kg <1 2



434942-1




Leachate to BS EN 12457-2 (10:1) Analysed as Water

Metals Suite

SAL Reference 434942 001 434942 005

Customer Sample Reference CP1 WS1

Depth 0.5 0.3


Type Clay Clay


As (Dissolved) T281 10:1 0.2 µg/l 0.4 1.0

B (Dissolved) T373 10:1 0.01 mg/l <0.01 0.01

Cd (Dissolved) T281 10:1 0.02 µg/l 0.05 0.04

Cr (Dissolved) T281 10:1 1 µg/l 2 25

Cu (Dissolved) T281 10:1 0.5 µg/l 2.1 5.8

Pb (Dissolved) T281 10:1 0.3 µg/l 0.4 <0.3

Hg (Dissolved) T281 10:1 0.05 µg/l 0.06 0.09

Ni (Dissolved) T281 10:1 1 µg/l <1 2

Se (Dissolved) T281 10:1 0.5 µg/l <0.5 <0.5

Zn (Dissolved) T281 10:1 2 µg/l 6 <2





Miscellaneous

SAL Reference 434942 001 434942 005


Depth 0.5 0.3


Type Clay Clay


Cyanide(Total) T4 10:1 0.05 mg/l <0.05 <0.05

Cyanide(free) T4 10:1 0.05 mg/l <0.05 <0.05

Cyanide(Complex) T85 10:1 0.05 mg/l <0.05 <0.05

Phenols(Mono) T4 10:1 0.1 mg/l <0.1 <0.1



434942-1






SAL Reference 434942 001 434942 005


Depth 0.5 0.3


Type Clay Clay


Naphthalene T149 10:1 0.01 µg/l <0.01 0.09

Acenaphthylene T149 10:1 0.01 µg/l <0.01 0.02

Acenaphthene T149 10:1 0.01 µg/l <0.01 0.18

Fluorene T149 10:1 0.01 µg/l <0.01 0.05

Phenanthrene T149 10:1 0.01 µg/l 0.03 0.07

Anthracene T149 10:1 0.01 µg/l <0.01 0.11

Fluoranthene T149 10:1 0.01 µg/l 0.01 0.14

Pyrene T149 10:1 0.01 µg/l 0.03 0.10

Benzo(a)Anthracene T149 10:1 0.01 µg/l <0.01 0.03

Chrysene T149 10:1 0.01 µg/l <0.01 0.03

Benzo(b)fluoranthene T149 10:1 0.01 µg/l 0.02 0.02

Benzo(k)fluoranthene T149 10:1 0.01 µg/l 0.01 0.01

Benzo(a)Pyrene T149 10:1 0.01 µg/l 0.02 0.02

Indeno(123-cd)Pyrene T149 10:1 0.01 µg/l <0.01 0.02

Dibenzo(ah)Anthracene T149 10:1 0.01 µg/l <0.01 <0.01

Benzo(ghi)Perylene T149 10:1 0.01 µg/l <0.01 0.01

PAH(total) T149 10:1 0.01 µg/l 0.12 0.09





TPH (CWG) with MTBE, BTEX

SAL Reference 434942 001

Customer Sample Reference CP1

Depth 0.5


Type Clay


Benzene T54 10:1 1 µg/l (13) <1

EthylBenzene T54 10:1 1 µg/l <1

M/P Xylene T54 10:1 1 µg/l <1

Methyl tert-Butyl Ether T54 10:1 1 µg/l <1

O Xylene T54 10:1 1 µg/l <1

Toluene T54 10:1 1 µg/l <1

TPH (C5-C6 aliphatic) T215 10:1 0.010 mg/l <0.010



TPH DW(C10-C12 aliphatic) T81 10:1 0.01 mg/l <0.01



TPH DW(C21-C35 aliphatic) T81 10:1 0.01 mg/l 0.04

TPH (C6-C7 aromatic) T215 10:1 0.010 mg/l <0.010



TPH DW(C10-C12 aromatic) T81 10:1 0.01 mg/l <0.01






434942-1

Index to symbols used in 434942-1

Notes

Method Index





PCBs EC7 congeners(28,52,101,118,138,153,180)

SAL Reference 434942 001

Customer Sample Reference CP1

Depth 0.5


Type Clay


PCB BZ#101 T1 10:1 0.005 µg/l <0.005

PCB BZ#118 T16 10:1 0.005 µg/l <0.005

PCB BZ#138 T1 10:1 0.005 µg/l <0.005

PCB BZ#153 T1 10:1 0.005 µg/l <0.005

PCB BZ#180 T1 10:1 0.005 µg/l <0.005

PCB BZ#28 T1 10:1 0.005 µg/l <0.005

PCB BZ#52 T1 10:1 0.005 µg/l <0.005

Value Description

M105 Analysis conducted on an "as received"aliquot. Results are reported on a dry weightbasis where moisture content wasdetermined by assisted drying of sample at105C

M40 Analysis conducted on sample assisteddried at no more than 40C. Results arereported on a dry weight basis.

10:1 Leachate to BS EN 12457-2 (10:1)

AR As Received

N.D. Not Detected

13 Results have been blank corrected.

9 LOD raised due to dilution of sample

2 LOD Raised Due to Matrix Interference

S Analysis was subcontracted

M Analysis is MCERTS accredited

U Analysis is UKAS accredited

N Analysis is not UKAS accredited

Asbestos was subcontracted to REC Asbestos

These samples have been analysed exceeding recommended holding times. It is possible therefore that the results provided may be compromised.

Value Description

T281 ICP/MS (Filtered)

T6 ICP/OES

T546 Colorimetry (CF)

T41 N/A

T162 Grav (1 Dec) (105 C)

T27 PLM

T85 Calc

T149 GC/MS (SIR)

T215 GC/MS (Headspace)(LV)

T8 GC/FID

T1 GC/MS (HR)

T208 GC/MS (HR) (MCERTS)

T4 Colorimetry

T7 Probe

T54 GC/MS (Headspace)

T16 GC/MS

T207 GC/MS (MCERTS)

T373 ICP/OES (Filtered)

T21 OX/IR



434942-1

Accreditation Summary

T81 GC/FID (LV)

Determinand Method TestSample LOD Units Symbol SAL References

Cyanide(Total) T546 AR 1 mg/kg M 001,004-005,007,009-011,013,015

Cyanide(free) T546 AR 1 mg/kg M 001,004-005,007,009-011,013,015

Cyanide (Complex) by Calculation T41 AR 1 mg/kg N 001,004-005,007,009-011,013,015

Asbestos ID T27 AR SU 001,004-005,007,009-011,013,015

Phenols(Mono) T546 AR 1 mg/kg M 001,004-005,007,009-011,013,015

Total Organic Carbon T21 M40 0.1 % N 001,004-005,007,009-011,013,015

pH T7 AR M 001-023

Cyanide(Total) T4 10:1 0.05 mg/l U 001,005

Cyanide(free) T4 10:1 0.05 mg/l U 001,005

Cyanide(Complex) T85 10:1 0.05 mg/l N 001,005

Phenols(Mono) T4 10:1 0.1 mg/l U 001,005

Moisture @ 105 C T162 AR 0.1 % N 001-023

Arsenic T6 M40 2 mg/kg M 001-023

Boron T6 M40 1.0 mg/kg N 001-023

Cadmium T6 M40 1 mg/kg M 001-023

Chromium T6 M40 1 mg/kg M 001-023

Copper T6 M40 1 mg/kg M 001-023

Lead T6 M40 1 mg/kg M 001-023

Mercury T6 M40 1 mg/kg M 001-023

Nickel T6 M40 1 mg/kg M 001-023

Selenium T6 M40 3 mg/kg M 001-023

Zinc T6 M40 1 mg/kg M 001-023

As (Dissolved) T281 10:1 0.2 µg/l U 001,005

B (Dissolved) T373 10:1 0.01 mg/l N 001,005

Cd (Dissolved) T281 10:1 0.02 µg/l U 001,005

Cr (Dissolved) T281 10:1 1 µg/l U 001,005

Cu (Dissolved) T281 10:1 0.5 µg/l U 001,005

Pb (Dissolved) T281 10:1 0.3 µg/l U 001,005

Hg (Dissolved) T281 10:1 0.05 µg/l U 001,005

Ni (Dissolved) T281 10:1 1 µg/l U 001,005

Se (Dissolved) T281 10:1 0.5 µg/l U 001,005

Zn (Dissolved) T281 10:1 2 µg/l U 001,005

Naphthalene T149 10:1 0.01 µg/l U 001,005

Acenaphthylene T149 10:1 0.01 µg/l U 001,005

Acenaphthene T149 10:1 0.01 µg/l U 001,005

Fluorene T149 10:1 0.01 µg/l U 001,005

Phenanthrene T149 10:1 0.01 µg/l U 001,005

Anthracene T149 10:1 0.01 µg/l U 001,005

Fluoranthene T149 10:1 0.01 µg/l U 001,005

Pyrene T149 10:1 0.01 µg/l U 001,005

Benzo(a)Anthracene T149 10:1 0.01 µg/l U 001,005

Chrysene T149 10:1 0.01 µg/l U 001,005

Benzo(b)fluoranthene T149 10:1 0.01 µg/l U 001,005

Benzo(k)fluoranthene T149 10:1 0.01 µg/l U 001,005

Benzo(a)Pyrene T149 10:1 0.01 µg/l U 001,005

Indeno(123-cd)Pyrene T149 10:1 0.01 µg/l U 001,005

Dibenzo(ah)Anthracene T149 10:1 0.01 µg/l U 001,005

Benzo(ghi)Perylene T149 10:1 0.01 µg/l U 001,005

PAH(total) T149 10:1 0.01 µg/l U 001,005

Naphthalene T207 M105 0.1 mg/kg M 001,004-020,023

Acenaphthylene T207 M105 0.1 mg/kg U 001,004-020,023

Acenaphthene T207 M105 0.1 mg/kg M 001,004-020,023

Fluorene T207 M105 0.1 mg/kg M 001,004-020,023

Phenanthrene T207 M105 0.1 mg/kg M 001,004-020,023

Anthracene T207 M105 0.1 mg/kg U 001,004-020,023

Fluoranthene T207 M105 0.1 mg/kg M 001,004-020,023

Pyrene T207 M105 0.1 mg/kg M 001,004-020,023

Benzo(a)Anthracene T207 M105 0.1 mg/kg M 001,004-020,023

Chrysene T207 M105 0.1 mg/kg M 001,004-020,023

Benzo(b)fluoranthene T207 M105 0.1 mg/kg M 001,004-020,023

Benzo(k)fluoranthene T207 M105 0.1 mg/kg M 001,004-020,023

Benzo(a)Pyrene T207 M105 0.1 mg/kg M 001,004-020,023

Indeno(123-cd)Pyrene T207 M105 0.1 mg/kg M 001,004-020,023

Dibenzo(ah)Anthracene T207 M105 0.1 mg/kg M 001,004-020,023

Benzo(ghi)Perylene T207 M105 0.1 mg/kg M 001,004-020,023



434942-1


PAH(total) T207 M105 0.1 mg/kg U 001,004-020,023

PCB BZ#101 T208 M105 0.05 µg/kg M 001,015

PCB BZ#118 T208 M105 0.05 µg/kg M 001,015

PCB BZ#138 T208 M105 0.05 µg/kg M 001,015

PCB BZ#153 T208 M105 0.05 µg/kg M 001,015

PCB BZ#180 T208 M105 0.05 µg/kg M 001,015

PCB BZ#28 T208 M105 0.05 µg/kg M 001,015

PCB BZ#52 T208 M105 0.05 µg/kg M 001,015

PCB BZ#101 T1 10:1 0.005 µg/l U 001

PCB BZ#118 T16 10:1 0.005 µg/l U 001

PCB BZ#138 T1 10:1 0.005 µg/l U 001

PCB BZ#153 T1 10:1 0.005 µg/l U 001

PCB BZ#180 T1 10:1 0.005 µg/l U 001

PCB BZ#28 T1 10:1 0.005 µg/l U 001

PCB BZ#52 T1 10:1 0.005 µg/l U 001

Benzene T54 AR 1 µg/kg U 001,015

Toluene T54 AR 1 µg/kg U 001,015

EthylBenzene T54 AR 1 µg/kg U 001,015

M/P Xylene T54 AR 1 µg/kg U 001,015

O Xylene T54 AR 1 µg/kg U 001,015

Methyl tert-Butyl Ether T54 AR 1 µg/kg U 001,015

TPH (C5-C6 aliphatic) T54 AR 0.010 mg/kg N 001,015



TPH (C10-C12 aliphatic) T8 M105 1 mg/kg N 001,015




TPH (C6-C7 aromatic) T54 AR 0.010 mg/kg N 001,015



TPH (C10-C12 aromatic) T8 M105 1 mg/kg N 001,015




Benzene T54 10:1 1 µg/l U 001

EthylBenzene T54 10:1 1 µg/l U 001

M/P Xylene T54 10:1 1 µg/l U 001

Methyl tert-Butyl Ether T54 10:1 1 µg/l U 001

O Xylene T54 10:1 1 µg/l U 001

Toluene T54 10:1 1 µg/l U 001

TPH (C5-C6 aliphatic) T215 10:1 0.010 mg/l N 001



TPH DW(C10-C12 aliphatic) T81 10:1 0.01 mg/l N 001




TPH (C6-C7 aromatic) T215 10:1 0.010 mg/l N 001



TPH DW(C10-C12 aromatic) T81 10:1 0.01 mg/l N 001






434942-1

Scientific Analysis Laboratories Ltd

Certificate of Analysis

Hadfield HouseHadfield Street

CornbrookManchester

M16 9FETel : 0161 874 2400Fax : 0161 874 2468

Report Number: 441924-1

Date of Report: 13-Dec-2014

Customer: Ian Farmer Associates17 Rivington CourtWarringtonCheshireWA1 4RT

Customer Contact: Ms Hannah Hadwin

Customer Job Reference: 41549Customer Purchase Order: 47546

Customer Site Reference: Ashton ResidentialDate Job Received at SAL: 08-Dec-2014

Date Analysis Started: 09-Dec-2014Date Analysis Completed: 13-Dec-2014

The results reported relate to samples received in the laboratoryOpinions and interpretations expressed herein are outside the scope of UKAS accreditationThis report should not be reproduced except in full without the written approval of the laboratoryTests covered by this certificate were conducted in accordance with SAL SOPsAll results have been reviewed in accordance with QP22


Scientific Analysis Laboratories is a

limited company registered in England and

Wales (No 2514788) whose address is at

Hadfield House, Hadfield Street, Manchester M16 9FE

1549

Report checkedand authorised by :Natasha WildProject Manager

Issued by :Natasha WildProject Manager

Page 1 of 2

441924-1

Index to symbols used in 441924-1

Method Index

Accreditation Summary


Project Site: Ashton Residential


Water Analysed as Water

Miscellaneous

SAL Reference 441924 001 441924 002

Customer Sample Reference BH2 BH1

Date Sampled 08-DEC-2014 08-DEC-2014


Sulphate T686 AR 0.5 mg/l 73 33

pH T7 AR 7.2 7.1


Project Site: Ashton Residential


Water Analysed as Water

Heavy Metals(9)

SAL Reference 441924 001 441924 002

Customer Sample Reference BH2 BH1

Date Sampled 08-DEC-2014 08-DEC-2014


As (Dissolved) T281 AR 0.2 µg/l 0.9 1.7

Cd (Dissolved) T281 AR 0.02 µg/l 0.03 <0.02

Cr (Dissolved) T281 AR 1 µg/l 4 7

Cu (Dissolved) T281 AR 0.5 µg/l 1.5 1.9

Pb (Dissolved) T281 AR 0.3 µg/l <0.3 <0.3

Hg (Dissolved) T281 AR 0.05 µg/l <0.05 <0.05

Ni (Dissolved) T281 AR 1 µg/l 4 3

Se (Dissolved) T281 AR 0.5 µg/l 0.5 <0.5

Zn (Dissolved) T281 AR 2 µg/l 2 <2

Value Description

AR As Received

U Analysis is UKAS accredited

Value Description

T7 Probe

T281 ICP/MS (Filtered)

T686 Discrete Analyser


Sulphate T686 AR 0.5 mg/l U 001-002

pH T7 AR U 001-002

As (Dissolved) T281 AR 0.2 µg/l U 001-002

Cd (Dissolved) T281 AR 0.02 µg/l U 001-002

Cr (Dissolved) T281 AR 1 µg/l U 001-002

Cu (Dissolved) T281 AR 0.5 µg/l U 001-002

Pb (Dissolved) T281 AR 0.3 µg/l U 001-002

Hg (Dissolved) T281 AR 0.05 µg/l U 001-002

Ni (Dissolved) T281 AR 1 µg/l U 001-002

Se (Dissolved) T281 AR 0.5 µg/l U 001-002

Zn (Dissolved) T281 AR 2 µg/l U 001-002



441924-1

APPENDIX 5

MONITORING

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Rel

Pres

sure

(mb)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

02.

30.

00.

00

0-0

.05

-0.5

15.6

37.

77N

DRB

H02

0.0

0.9

0.0

0.0

00

-0.6

5-0

.210

.85

8.80

ND

RBH

040.

00.

10.

00.

00

0-0

.38

0.4

16.3

59.

45N

D

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:

15.3

020

.30

15.2

0

21.8

0.0

0.0

O2% v/v

CH

4%v/

vLE

L

Stea

dySt

eady

00

Atm

osph

eric

Pre

ssur

e (F

inis

h):

1002

mb

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):M

uddy

/wet

Rea

ding

s:A

tmos

pher

ic P

ress

ure

(Sta

rt):

1001

mb

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Nam

e:As

hton

Res

iden

tial P

hase

2R

eadi

ngs T

aken

By:

GA5

000

DM

Con

trac

t Num

ber:

4154

9G

as M

onito

r:

Dat

e:19

th N

ovem

ber 2

014

Che

cked

By:

Wea

ther

Con

ditio

ns:

Dul

l, m

ild, 1

2°C

AL

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Rel

Pres

sure

(mb)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

03.

70.

00.

00

00.

1018

.515

.89

8.20

ND

RBH

020.

02.

30.

00.

00

00.

070.

610

.08

8.57

ND

RBH

040.

00.

20.

00.

00

00.

090.

016

.45

8.91

ND

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:Con

trac

t Nam

e:As

hton

Res

iden

tial P

hase

2R

eadi

ngs T

aken

By:

LT

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Num

ber:

4154

9G

as M

onito

r:G

A200

0

Dat

e:1s

t Dec

embe

r 201

4C

heck

ed B

y:AL

Wea

ther

Con

ditio

ns:

Clo

udy

00

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):W

et, m

uddy

Rea

ding

s:A

tmos

pher

ic P

ress

ure

(Sta

rt):

997m

b

Stea

dySt

eady

20.7

0.0

0.0

Atm

osph

eric

Pre

ssur

e (F

inis

h):

997m

b

O2% v/v

CH

4%v/

vLE

L

10.7

02.

00

21.0

0

O2%

CO

2%C

H4%

CO

H2S

v/v

v/v

v/v

ppm

ppm

Hol

e N

o:V

OC

ppm

CO

2%v/

v

CO

ppm

H2S

ppm

Rel

Pres

sure

(mb)

Gas

flow

R

ate

(l/hr

)

Dep

th to

ba

se o

f w

ell

SWL

LNA

PL

orD

NA

PLSt

eady

Stea

dyPe

akSt

eady

Stea

dySt

eady

Stea

dyR

ange

mB

GL

mB

GL

mB

GL

RBH

010.

01.

00.

00.

00

00.

000.

015

.78

10.3

5N

DRB

H02

0.0

0.4

0.0

0.0

00

0.00

0.0

9.90

6.45

ND

RBH

040.

00.

90.

00.

00

00.

000.

016

.43

Dry

ND

>>>

> =

Flow

abo

ve d

etec

tion

limit

of 3

0 l/h

r, <<

< =

Neg

ativ

e flo

w g

reat

er th

an -1

0 l/h

r. >M

ax =

In e

xces

s of l

ower

exp

losi

ve li

mit.

Rem

arks

:Con

trac

t Nam

e:As

hton

Res

iden

tial P

hase

2R

eadi

ngs T

aken

By:

NM

Gas

and

Gro

undw

ater

Mon

itori

ng R

esul

ts

Con

trac

t Num

ber:

4154

9G

as M

onito

r:G

FM43

0

Dat

e:8t

h D

ecem

ber 2

014

Che

cked

By:

ALW

eath

er C

ondi

tions

:Li

ght r

ain,

3.9

°c

00

Bac

kgro

und

Gro

und

Con

ditio

ns (d

ry /

wet

etc

):W

etR

eadi

ngs:

Atm

osph

eric

Pre

ssur

e (S

tart)

:99

0mb

Stea

dySt

eady

20.1

0.0

0.0

Atm

osph

eric

Pre

ssur

e (F

inis

h):

991m

b

O2% v/v

CH

4%v/

vLE

L

15.4

019

.00

17.9

0

Head office:

CroydonCentre TowerWhitgift CentreCroydonCR9 0AU

T +44 (0)20 8256 4000

Middle East:

DubaiC/o Al Futtaim Carillion LLCP. O. Box 1811DubaiUAE

T: 00971 4 333 1200

Other UK offices:

BirminghamSBQ2,Smallbrook QueenswayBirminghamB5 4HQ

T +44 (0)845 120 4002

CardiffUnit 2 East Moors HouseNettlefold HouseOcean ParkCardiff CF24 5JQ

T +44 (0) 2920 447585

EdinburghCommercial Quay74 Commercial StreetLeith EdinburghEH6 6LX

T +44 (0)131 561 2600

NormantonUnit 36Mildred Sylvester WayNormanton Industrial EstateNormantonWest Yorkshire WF6 1TA

SheffieldThe Square2 Broad Street WestSheffieldSouth Yorkshire S1 2BQ

T +44 (0) 845 121 0588

ManchesterLowry House550 Mauldeth Road WestChorlton-cum-HardyManchester M21 7TJ

T +44 (0) 161 860 2001

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T +44 (0)1902 316103

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Documents

Geotechnical Interpretative Report - Tamesideplandocs.tameside.gov.uk/anitepublicdocs/00215804.pdf · 1.3. Aim of Geotechnical Interpretative Report The aim of this report is to interpret