Post on 23-Mar-2020
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Geotechnical Interpretative ReportNew Ashton Residential Housing, Stamford
TPS
GeotechnicsWhitgift Centre
Croydon
CR9 0AU
online:www.tpsconsult.co.ukinfo@tpsconsult.co.uk
GIR
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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
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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
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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
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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.
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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
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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
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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)
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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).
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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
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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.
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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.
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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).
.
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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
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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.
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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
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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
Page 16 New Ashton Residential Geotechnical Report
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
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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
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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
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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.
Page 20 New Ashton Residential Geotechnical Report
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
Page 21 of 40TPS | Proud to be sustainable designers
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.
Page 22 New Ashton Residential Geotechnical Report
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
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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.
Page 24 New Ashton Residential Geotechnical Report
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
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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
Page 26 New Ashton Residential Geotechnical Report
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
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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.
Page 28 New Ashton Residential Geotechnical Report
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
Page 29 of 40TPS | Proud to be sustainable designers
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.
Page 30 New Ashton Residential Geotechnical Report
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
Page 31 of 40TPS | Proud to be sustainable designers
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)
Page 32 New Ashton Residential Geotechnical Report
Drawings
Geotechnical Report
Page 33 of 40TPS | Proud to be sustainable designers
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
New Ashton Residential Housing, Stamford
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
New Ashton Residential Housing, Stamford
Contract No. W14/41421 Page 2 of 5
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
New Ashton Residential Housing, Stamford
Contract No. W14/41421 Page 3 of 5
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.
New Ashton Residential Housing, Stamford
Contract No. W14/41421 Page 4 of 5
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.
New Ashton Residential Housing, Stamford
Contract No. W14/41421 Page 5 of 5
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
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
1421
- N
ew A
shto
n R
esid
entia
l Hou
sing
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
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
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
Min Body Ground Clearance
0.375m
Track Width
2.120m
Lock to Lock Time
3.00s
Kerb to Kerb Turning Radius
7.000m
DB32 Fire Appliance
DB32 Fire Appliance
Overall Length
8.680m
Overall Width
2.180m
Overall Body Height
3.452m
Min Body Ground Clearance
0.337m
Max Track Width
2.121m
Lock to Lock Time
6.00s
Kerb to Kerb Turning Radius
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
(PITCH MARKINGS INDICATIVE ONLY)
UNDER
7-8
FOOTBALL
PITCH
INCLUDIING
RUN
OFF
43M
X 33M
(PITCH MARKINGS INDICATIVE ONLY)
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
Min Body Ground Clearance
0.374m
Track Width
2.192m
Lock to Lock Time
4.00s
Kerb to Kerb Turning Radius
6.450m
395200E395200E
395250E395250E
395300E395300E
395350E395350E
395400E395400E
395450E395450E
395500E395500E
9900
N39
9900
N
9950
N39
9950
N
0000
N40
0000
N
0050
N40
0050
N
0100
N40
0100
N
154.
89R
BH
04
155.
98R
BH
03
156.
75R
BH
02
156.
47R
BH
01
Key: heights refer to code
N
Dat
e: 0
3/06
/201
4
Rev
isio
n: A
Dra
wn
By:
AH
Che
cked
By:
PS
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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
20 to 50% finer material
50 to 20% boulders (or cobbles)
20 to 5% 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 %
Very sandy or gravelly
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
New Ashton Residential Housing, Stamford
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
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
New Ashton Residential Housing, Stamford
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
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)
Brown SANDSTONE (driller's description).
126.47 30.00
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
New Ashton Residential Housing, Stamford
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 Hole3/3
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.RBH02
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH02
BoreholeNumber
156.75
395332 E 399912.8 N07/05/2014
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
1
1
(0.40)Grass over MADE GROUND: Brick and TOPSOIL (driller's description).
156.35 0.40
(2.40)
Brown CLAY (driller's description).
153.95 2.80
(0.50)Grey CLAY (driller's description).
153.45 3.30
(8.10)
Brown CLAY (driller's description).
Water level at end of shift at 15.10m.
Medium inflow(1) at 9.30m, rose to 8.60m in 20 mins.
Excavating from 0.00m to 1.20m for 1.00 hour.
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
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41421.RBH02
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH02
BoreholeNumber
156.75
395332 E 399912.8 N07/05/2014
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 Hole2/3
(2.10)
135.45 21.30
(1.60)
Grey MUDSTONE (driller's description).
133.85 22.90
(0.80)
Brown MUDSTONE (driller's description).
133.05 23.70
(6.30)
Grey MUDSTONE (driller's description).
126.75 30.00
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.RBH02
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH02
BoreholeNumber
156.75
395332 E 399912.8 N07/05/2014
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
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)
Level(mOD)Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41421.RBH03
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH03
BoreholeNumber
155.98
395318.8 E 400031.7 N06/05/2014
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
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)
Brown CLAY (driller's description).
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)
Brown SANDSTONE (driller's description).
138.08 17.90
(2.20)
Grey MUDSTONE (driller's description).
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41421.RBH03
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH03
BoreholeNumber
155.98
395318.8 E 400031.7 N06/05/2014
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
1
1
Fast inflow(1) at 12.80m, rose to 12.10m in 20 mins.
2/3
135.88 20.10
(2.60)
Brown SANDSTONE (driller's description).
133.28 22.70
(2.90)
Grey MUDSTONE (driller's description).
130.38 25.60
(4.40)
Brown SANDSTONE (driller's description).
125.98 30.00
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41421.RBH03
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH03
BoreholeNumber
155.98
395318.8 E 400031.7 N06/05/2014
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 Hole3/3
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.RBH04
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH04
BoreholeNumber
154.89
395277.4 E 400074.4 N08/05/2014
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
(0.20) 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)
Brown CLAY (driller's description).
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)
Brown CLAY (driller's description).
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
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41421.RBH04
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH04
BoreholeNumber
154.89
395277.4 E 400074.4 N08/05/2014
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
1
1
Fast inflow(1) at 16.90m, rose to 16.20m in 20 mins.
2/3
(12.40)
124.89 30.00
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.RBH04
1:50 n/a
121mm cased to 3.00m
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
41421
RBH04
BoreholeNumber
154.89
395277.4 E 400074.4 N08/05/2014
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 Hole3/3
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
New Ashton Residential Housing, Stamford
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 :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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
156.45 0.30 Concrete
154.75 2.00
Cement/Bentonite Grout
145.75 11.00
Slotted Standpipe
126.75 30.00
Cement/Bentonite Grout
Location
Site
Client
Engineer
JobNumber
Sheet
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
BoreholeNumber
RBH02
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 :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
1/1
1
1
Standpipe
395277.4 E 400074.4 N 154.89
16.90 3.00 Fast inflow 16.20
154.59 0.30 Concrete
138.89 16.00
Cement/Bentonite Grout
136.39 18.50
Slotted Standpipe
124.89 30.00
General Backfill
Location
Site
Client
Engineer
JobNumber
Sheet
New Ashton Residential Housing, Stamford
Carillion Building
TPS Consult
BoreholeNumber
RBH04
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 :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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
New Ashton Residential Phase 2, Stamford
Contract No. W14/41549 Page 1 of 6
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
New Ashton Residential Phase 2, Stamford
Contract No. W14/41549 Page 2 of 6
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)
New Ashton Residential Phase 2, Stamford
Contract No. W14/41549 Page 3 of 6
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.
New Ashton Residential Phase 2, Stamford
Contract No. W14/41549 Page 4 of 6
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.
New Ashton Residential Phase 2, Stamford
Contract No. W14/41549 Page 5 of 6
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
New Ashton Residential Phase 2, Stamford
Contract No. W14/41549 Page 6 of 6
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
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
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
Min Body Ground Clearance
0.375m
Track Width
2.120m
Lock to Lock Time
3.00s
Kerb to Kerb Turning Radius
7.000m
DB32 Fire Appliance
DB32 Fire Appliance
Overall Length
8.680m
Overall Width
2.180m
Overall Body Height
3.452m
Min Body Ground Clearance
0.337m
Max Track Width
2.121m
Lock to Lock Time
6.00s
Kerb to Kerb Turning Radius
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
(PITCH MARKINGS INDICATIVE ONLY)
UNDER
7-8
FOOTBALL
PITCH
INCLUDIING
RUN
OFF
43M
X 33M
(PITCH MARKINGS INDICATIVE ONLY)
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
Min Body Ground Clearance
0.374m
Track Width
2.192m
Lock to Lock Time
4.00s
Kerb to Kerb Turning Radius
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
Sca
le 1
:xxx
x, A
3
Site
Sur
veyi
ng S
ervi
ces
- A
.M.I.
C.E
.S
Sui
te 7
Gri
ndle
ton
Bus
ines
s C
entr
e
Gri
ndle
ton,
BB
7 4D
H
Tel
: 01
200
4383
20
Fax0
7092
3763
38
ww
w.s
itesu
rvey
.co.
uk
Land
/ Eng
inee
ring
Sur
veyo
rs
Top
ogra
phic
/ Vol
umet
ric
Sur
veys
Set
ting
Out
& C
ontr
ol S
urve
ys
GP
S S
peci
alis
ts u
sing
als
o
To
ost
n02/
osgm
02 s
ee s
pec
to O
S w
ithou
t tr
ig p
oint
or
BM
GP
S P
ost
Pro
cess
to
tie a
ny s
ite
PR
OJE
CT
:xxx
all w
ork
to s
ss s
pec,
som
e by
gps
Con
stru
ctio
n Li
ne R
egis
tere
d
TS
A m
embe
r
TH
E
SU
RV
EY
AS
SO
CIA
TIO
N
cons
truct
ion
line
cont
act
us f
or d
etai
ls
WS(Window sample)
BH (Borehole)
CP
(Cable Percussive)
with same colour
TIT
LE:
Exp
lora
tory
Hol
e Lo
catio
n P
lan
HP/HDP
(Hand dug pit)
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
5 to 20% finer material
20 to 50% finer material
50 to 20% boulders (or cobbles)
20 to 5% 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 %
Very sandy or gravelly
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41549.CP01
1:40 DO
150mm cased to 13.10m
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
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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
Excavating from 0.00m to 1.20m for 1.00 hour.
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41549.CP01
1:40 DO
150mm cased to 13.10m
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
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41549.CP02
1:40 DO
150mm cased to 13.90m
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
CP02
BoreholeNumber
154.82
395295 E 400108.7 N21/10/2014-22/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.41549.CP02
1:40 DO
150mm cased to 13.90m
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
CP02
BoreholeNumber
154.82
395295 E 400108.7 N21/10/2014-22/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.41549.WS01
1:40 JC
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
WS01Number
156.16
395304.2 E 399883.6 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
Excavating from 0.00m to 1.20m for 1.00 hour.
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.41549.WS02
1:40 JC
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
WS02Number
156.03
395297.2 E 399939.9 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Excavation Method Dimensions
WaterDepth(m)
Field Records
Drive-in Window Sampler
(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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
Excavating from 0.00m to 1.20m for 1.00 hour.
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.41549.WS03
1:40 JC
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
WS03Number
156.24
395366 E 399916.1 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
Excavating from 0.00m to 1.20m for 1.00 hour.
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.41549.WS04
1:40 GS
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
WS04Number
155.50
395285.3 E 400010.3 N21/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Excavation Method Dimensions
WaterDepth(m)
Field Records
Drive-in Window Sampler
(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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
Excavating from 0.00m to 1.20m for 1.00 hour.
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.41549.WS05
1:40 GS
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
WS05Number
156.29
395352.8 E 400078.8 N21/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Excavation Method Dimensions
WaterDepth(m)
Field Records
Drive-in Window Sampler
(0.30) Grass over dark brown, clayey, sandy TOPSOIL with rootlets.
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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
Excavating from 0.00m to 1.20m for 1.00 hour.
1/1
Figure A2.3 Hand Excavated Trial Pit Records
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP01
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP01Number
156.38
395339 E 399899.3 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.15 D10.15 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP02
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP02Number
156.42
395298.6 E 399911.5 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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: 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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP03
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP03Number
156.66
395335.9 E 399926.7 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.30m
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP04
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP04Number
156.53
395361.7 E 399943.3 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.60m
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
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.15 D10.15 J20.40 D30.40 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP05
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP05Number
156.37
395321.1 E 399956.7 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.35m
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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP06
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP06Number
155.88
395299.8 E 399983.1 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.40m
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP07
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP07Number
156.08
395334.5 E 399989.5 N24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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: 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
Samples marked as J comprise 1 x amber jar and 1 x vial.
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 DD 41549.HP08
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP08Number
24/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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
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
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.20 D10.20 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 GS 41549.HP09
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP09Number
155.91
395315.4 E 400034.2 N21/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.50m
(0.30) Grass over dark brown, clayey, sandy TOPSOIL with rootlets.
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
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.20 D10.20 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 GS 41549.HP10
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP10Number
154.96
395275.1 E 400050.3 N21/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.50m
(0.30) Grass over dark brown, clayey, sandy TOPSOIL with rootlets.
154.66 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.
154.46 0.50
Complete at 0.50m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.20 D10.20 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 GS 41549.HP11
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP11Number
155.50
395313.4 E 400080.3 N21/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.50m
(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
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.40 D10.40 J2
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 GS 41549.HP12
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP12Number
21/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.50m
(0.30) Grass over dark brown, clayey, sandy TOPSOIL with rootlets.
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.
0.50
Complete at 0.50m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.20 D10.20 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 GS 41549.HP13
Ashton Residential Phase 2, Stamford
Carillion Building
TPS Consult
41549
HP13Number
21/10/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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 0.50m
(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
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.40 D10.40 J2
1/1
Figure A2.4 SPT Summary Table
Standard Penetration Test Results
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
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: rgunson@prosoils.co.uk 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
SUM
MA
RY
OF
LA
BO
RA
TO
RY
SO
IL D
ESC
RIP
TIO
NS
Hol
eSa
mpl
eSa
mpl
eD
epth
Des
crip
tion
of S
ampl
eN
umbe
rN
umbe
rT
ype
m
CP0
13
B1.
00B
row
n m
ottle
d gr
ey sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
18
B2.
00B
row
n ve
ry g
rave
lly v
ery
sand
y C
LA
Y.
CP0
113
U3.
00Fi
rm b
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
118
D4.
00B
row
n sl
ight
ly g
rave
lly sa
ndy
CL
AY
.C
P01
22U
5.00
Stiff
bro
wn
slig
htly
gra
velly
ver
y sa
ndy
CL
AY
.C
P01
27D
6.00
Bro
wn
slig
htly
gra
velly
ver
y sa
ndy
CL
AY
.C
P01
31D
7.00
Bro
wn
grav
elly
ver
y sa
ndy
CL
AY
.C
P01
34U
8.00
Ver
y st
iff b
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
139
D9.
00B
row
n gr
avel
ly sa
ndy
CL
AY
.C
P01
43D
10.0
0B
row
n sl
ight
ly g
rave
lly sa
ndy
CL
AY
.C
P01
47D
11.0
0B
row
n sl
ight
ly g
rave
lly sa
ndy
CL
AY
.C
P01
51D
12.0
0B
row
n sl
ight
ly g
rave
lly sa
ndy
CL
AY
.C
P01
54D
13.0
0B
row
n ve
ry sa
ndy
silty
GR
AV
EL
.C
P02
1D
0.50
Bro
wn
mot
tled
grey
sand
y C
LA
Y.
CP0
24
D1.
00B
row
n sl
ight
ly sa
ndy
CL
AY
.C
P02
7D
1.50
Dar
k gr
ey m
ottle
d br
own
very
gra
velly
ver
y sa
ndy
very
silty
CL
AY
.C
P02
9B
2.00
Bro
wn
slig
htly
gra
velly
ver
y cl
ayey
silty
SA
ND
.C
P02
12B
3.00
Dar
k br
own
slig
htly
gra
velly
ver
y sa
ndy
CL
AY
.C
P02
14D
3.50
Bro
wn
sand
y C
LA
Y.
Com
pile
d by
Dat
eC
heck
ed b
yD
ate
App
rove
d by
Dat
e28
/11/
1401
/12/
1401
/12/
14
Con
trac
t No:
Clie
nt R
ef:
4154
9
PSL
14/5
941
ASH
TO
N R
ESI
DE
NT
IAL
PH
ASE
2, S
TA
MFO
RD
.
Pag
e
of
.
H
ole
Sam
ple
Sam
ple
Dep
thD
escr
iptio
n of
Sam
ple
Num
ber
Num
ber
Typ
em
CP0
217
U4.
00St
iff b
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
221
B5.
00B
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
228
U6.
50St
iff b
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
233
B8.
00B
row
n gr
avel
ly v
ery
sand
y C
LA
Y.
CP0
240
U9.
50So
ft b
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
246
D11
.00
Bro
wn
slig
htly
gra
velly
ver
y sa
ndy
CL
AY
.C
P02
52U
12.5
0St
iff b
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
CP0
257
B14
.00
Bro
wn
slig
htly
gra
velly
ver
y sa
ndy
CL
AY
.C
P02
61B
15.0
0B
row
n sl
ight
ly g
rave
lly sa
ndy
CL
AY
.W
S01
10D
1.00
Bro
wn
very
gra
velly
slig
htly
cla
yey
SAN
D.
WS0
112
D1.
20B
row
n sl
ight
ly g
rave
lly sa
ndy
CL
AY
.W
S01
15D
2.00
Bro
wn
slig
htly
gra
velly
sand
y C
LA
Y.
WS0
120
D3.
00B
row
n sl
ight
ly g
rave
lly sa
ndy
CL
AY
.W
S01
25D
4.00
Bro
wn
slig
htly
gra
velly
sand
y C
LA
Y.
WS0
28
D1.
00B
row
n sl
ight
ly g
rave
lly sl
ight
ly si
lty c
laye
y T
OPS
OIL
.W
S02
10D
1.20
Dar
k br
own
grav
elly
ver
y sa
ndy
CL
AY
.W
S02
11D
1.30
Bro
wn
slig
htly
gra
velly
ver
y sa
ndy
CL
AY
.W
S02
24D
5.00
Bro
wn
slig
htly
gra
velly
sand
y C
LA
Y.
WS0
311
D1.
20B
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
Com
pile
d by
Dat
eC
heck
ed b
yD
ate
App
rove
d by
Dat
e28
/11/
1401
/12/
1401
/12/
14
Con
trac
t No:
Clie
nt R
ef:
SUM
MA
RY
OF
LA
BO
RA
TO
RY
SO
IL D
ESC
RIP
TIO
NS
PSL
14/5
941
1405
9JA
SHT
ON
RE
SID
EN
TIA
L P
HA
SE 2
, ST
AM
FOR
D.
Pag
e
of
.
H
ole
Sam
ple
Sam
ple
Dep
thD
escr
iptio
n of
Sam
ple
Num
ber
Num
ber
Typ
em
WS0
326
D5.
00B
row
n sl
ight
ly g
rave
lly S
AN
D.
WS0
41
D0.
50B
row
n sa
ndy
CL
AY
.W
S04
3D
1.00
Bro
wn
slig
htly
gra
velly
slig
htly
sand
y C
LA
Y.
WS0
47
D3.
00B
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y.
WS0
53
D1.
00B
row
n sl
ight
ly g
rave
lly sl
ight
ly sa
ndy
CL
AY
.W
S05
5D
2.00
Bro
wn
slig
htly
sand
y C
LA
Y.
Com
pile
d by
Dat
eC
heck
ed b
yD
ate
App
rove
d by
Dat
e28
/11/
1401
/12/
1401
/12/
14
Con
trac
t No:
Clie
nt R
ef:
SUM
MA
RY
OF
LA
BO
RA
TO
RY
SO
IL D
ESC
RIP
TIO
NS
PSL
14/5
941
1405
9JA
SHT
ON
RE
SID
EN
TIA
L P
HA
SE 2
, ST
AM
FOR
D.
Pag
e
of
.
SUM
MA
RY
OF
SOIL
CL
ASS
IFIC
AT
ION
TE
STS
(B.S
. 137
7 : P
AR
T 2
: 19
90)
M
oist
ure
Bul
kD
ryPa
rtic
leL
iqui
dPl
astic
Plas
ticity
%H
ole
Sam
ple
Sam
ple
Dep
thC
onte
ntD
ensi
tyD
ensi
tyD
ensi
tyL
imit
Lim
itIn
dex
Pass
ing
Rem
arks
Num
ber
Num
ber
Typ
em
%M
g/m
3M
g/m
3M
g/m
3%
%%
.425
mm
Cla
use
3.2
Cla
use
7.2
Cla
use
7.2
Cla
use
8.2
Cla
use
4.3/
4.4
Cla
use
5.3
Cla
use
5.4
CP0
13
B1.
0014
3819
1987
CP0
18
B2.
0016
2915
1471
CP0
113
U3.
0013
2914
1583
CP0
118
D4.
0013
CP0
122
U5.
0014
3317
1610
0L
ow p
last
icity
CL
.C
P01
27D
6.00
13C
P01
31D
7.00
13C
P01
34U
8.00
14C
P01
39D
9.00
12C
P01
43D
10.0
015
CP0
147
D11
.00
13C
P01
51D
12.0
011
CP0
154
D13
.00
11N
PC
P02
1D
0.50
32C
P02
4D
1.00
2964
3034
100
CP0
27
D1.
5018
3820
1860
CP0
29
B2.
0018
CP0
212
B3.
0019
CP0
214
D3.
5015
SYM
BO
LS
: N
P : N
on P
last
ic*
: Liq
uid
Lim
it an
d Pl
astic
Lim
it W
et S
ieve
d.
Com
pile
d by
Dat
eC
heck
ed b
yD
ate
App
rove
d by
Dat
e28
/11/
1401
/12/
1401
/12/
14
PSL
14/5
941
4154
9
Hig
h pl
astic
ity C
H.
Inte
rmed
iate
pla
stic
ity C
I.
ASH
TO
N R
ESI
DE
NT
IAL
PH
ASE
2, S
TA
MFO
RD
.C
ontr
act N
o:
Clie
nt R
ef:
Inte
rmed
iate
pla
stic
ity C
I.L
ow p
last
icity
CL
.L
ow p
last
icity
CL
.
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%
).
Plasticity Index (PI%).
CL
CI
CH
CV
CE
ML
MI
MH
MV
ME
PS
LR00
2
Issu
e 1
Jun
06P
age
of
.
SUM
MA
RY
OF
SOIL
CL
ASS
IFIC
AT
ION
TE
STS
(B.S
. 137
7 : P
AR
T 2
: 19
90)
M
oist
ure
Bul
kD
ryPa
rtic
leL
iqui
dPl
astic
Plas
ticity
%H
ole
Sam
ple
Sam
ple
Dep
thC
onte
ntD
ensi
tyD
ensi
tyD
ensi
tyL
imit
Lim
itIn
dex
Pass
ing
Rem
arks
Num
ber
Num
ber
Typ
em
%M
g/m
3M
g/m
3M
g/m
3%
%%
.425
mm
Cla
use
3.2
Cla
use
7.2
Cla
use
7.2
Cla
use
8.2
Cla
use
4.3/
4.4
Cla
use
5.3
Cla
use
5.4
CP0
217
U4.
0014
3819
1985
CP0
221
B5.
0017
CP0
228
U6.
5016
3216
1610
0C
P02
33B
8.00
24C
P02
40U
9.50
15C
P02
46D
11.0
08
3416
1893
Low
pla
stic
ity C
L.
CP0
252
U12
.50
12C
P02
57B
14.0
014
CP0
261
B15
.00
15W
S01
10D
1.00
14W
S01
12D
1.20
1641
2120
88W
S01
15D
2.00
14W
S01
20D
3.00
16W
S01
25D
4.00
1540
2218
96W
S02
8D
1.00
30W
S02
10D
1.20
10W
S02
11D
1.30
1134
1618
92W
S02
24D
5.00
1545
2322
97W
S03
11D
1.20
1740
1921
84
SYM
BO
LS
: N
P : N
on P
last
ic*
: Liq
uid
Lim
it an
d Pl
astic
Lim
it W
et S
ieve
d.
Com
pile
d by
Dat
eC
heck
ed b
yD
ate
App
rove
d by
Dat
e28
/11/
1401
/12/
1401
/12/
14
PSL
14/5
941
4154
9
Inte
rmed
iate
pla
stic
ity C
I.
Low
pla
stic
ity C
L.
Low
pla
stic
ity C
L.
Inte
rmed
iate
pla
stic
ity C
I.
Inte
rmed
iate
pla
stic
ity C
I.In
term
edia
te p
last
icity
CI.
ASH
TO
N R
ESI
DE
NT
IAL
PH
ASE
2, S
TA
MFO
RD
.C
ontr
act N
o:
Clie
nt R
ef:
Inte
rmed
iate
pla
stic
ity C
I.
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%
).
Plasticity Index (PI%).
CL
CI
CH
CV
CE
ML
MI
MH
MV
ME
PS
LR00
2
Issu
e 1
Jun
06P
age
of
.
SUM
MA
RY
OF
SOIL
CL
ASS
IFIC
AT
ION
TE
STS
(B.S
. 137
7 : P
AR
T 2
: 19
90)
M
oist
ure
Bul
kD
ryPa
rtic
leL
iqui
dPl
astic
Plas
ticity
%H
ole
Sam
ple
Sam
ple
Dep
thC
onte
ntD
ensi
tyD
ensi
tyD
ensi
tyL
imit
Lim
itIn
dex
Pass
ing
Rem
arks
Num
ber
Num
ber
Typ
em
%M
g/m
3M
g/m
3M
g/m
3%
%%
.425
mm
Cla
use
3.2
Cla
use
7.2
Cla
use
7.2
Cla
use
8.2
Cla
use
4.3/
4.4
Cla
use
5.3
Cla
use
5.4
WS0
326
D5.
0017
WS0
41
D0.
5017
3919
2010
0W
S04
3D
1.00
2047
2324
94W
S04
7D
3.00
1734
1717
95L
ow p
last
icity
CL
.W
S05
3D
1.00
3059
2732
94H
igh
plas
ticity
CH
.W
S05
5D
2.00
2353
2528
100
Hig
h pl
astic
ity C
H.
SYM
BO
LS
: N
P : N
on P
last
ic*
: Liq
uid
Lim
it an
d Pl
astic
Lim
it W
et S
ieve
d.
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:
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%
).
Plasticity Index (PI%).
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
Hole Number: CP01 Depth (m): 2.00
Sample Number: 8 Sample Type: B
BS Test Percentage Particle Percentage Soil TotalSieve Passing Diameter Passing Fraction Percentage125 100 2 275 100 0.02 35 Cobbles 063 100 2 2 Gravel 22
37.5 100 0.006 26 Sand 3320 88 2 2 Silt 2410 82 0.002 21 Clay 216.3 813.35 79
2 781.18 77 Remarks:0.6 74 See summary of soil descriptions.0.3 67
0.212 590.15 530.063 45 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
Hole Number: CP01 Depth (m): 3.00
Sample Number: 13 Sample Type: U
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 9
37.5 100 0.006 29 Sand 4120 100 2 2 Silt 2710 95 0.002 23 Clay 236.3 943.35 92
2 911.18 89 Remarks:0.6 87 See summary of soil descriptions.0.3 78
0.212 680.15 610.063 50 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
Hole Number: CP02 Depth (m): 2.00
Sample Number: 9 Sample Type: B
BS Test Percentage Particle Percentage Soil TotalSieve Passing Diameter Passing Fraction Percentage125 100 2 275 100 0.02 17 Cobbles 063 100 2 2 Gravel 6
37.5 100 0.006 12 Sand 7020 99 2 2 Silt 1510 99 0.002 9 Clay 96.3 973.35 95
2 941.18 93 Remarks:0.6 90 See summary of soil descriptions.0.3 75
0.212 540.15 390.063 24 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
Hole Number: CP02 Depth (m): 3.00
Sample Number: 12 Sample Type: B
BS Test Percentage Particle Percentage Soil TotalSieve Passing Diameter Passing Fraction Percentage125 100 2 275 100 0.02 42 Cobbles 063 100 2 2 Gravel 6
37.5 100 0.006 31 Sand 4120 98 2 2 Silt 2910 97 0.002 24 Clay 246.3 963.35 95
2 941.18 92 Remarks:0.6 90 See summary of soil descriptions.0.3 81
0.212 720.15 640.063 53 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
Hole Number: CP02 Depth (m): 4.00
Sample Number: 17 Sample Type: U
BS Test Percentage Particle Percentage Soil TotalSieve Passing Diameter Passing Fraction Percentage125 100 2 275 100 0.02 32 Cobbles 063 100 2 2 Gravel 9
37.5 100 0.006 24 Sand 4920 100 2 2 Silt 2410 96 0.002 18 Clay 186.3 943.35 92
2 911.18 90 Remarks:0.6 89 See summary of soil descriptions.0.3 81
0.212 690.15 590.063 42 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
Hole Number: WS02 Depth (m): 1.20
Sample Number: 10 Sample Type: D
BS Test Percentage Particle Percentage Soil TotalSieve Passing Diameter Passing Fraction Percentage125 100 2 275 100 0.02 37 Cobbles 063 100 2 2 Gravel 13
37.5 100 0.006 28 Sand 3920 92 2 2 Silt 2710 92 0.002 21 Clay 216.3 903.35 88
2 871.18 86 Remarks:0.6 84 See summary of soil descriptions.0.3 72
0.212 640.15 570.063 48 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
Hole Number: WS03 Depth (m): 1.20
Sample Number: 11 Sample Type: D
BS Test Percentage Particle Percentage Soil TotalSieve Passing Diameter Passing Fraction Percentage125 100 2 275 100 0.02 48 Cobbles 063 100 2 2 Gravel 9
37.5 100 0.006 36 Sand 3120 100 2 2 Silt 3310 98 0.002 27 Clay 276.3 963.35 93
2 911.18 90 Remarks:0.6 87 See summary of soil descriptions.0.3 81
0.212 740.15 690.063 60 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
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
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
Contract No.
PSL14/5941
Page of
02/12/14
Sample Number: 17 Sample Type:
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):
Sample Number: 13 Sample Type:
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
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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 .
Hole Number: CP01 Depth (m):
Sample Number: 22 Sample Type:
102.0 210.0 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 0.33 kPa
A 14 2.25 1.97 100 282 141 20.5 Compound
Checked Date Approved Date01/12/14 01/12/14
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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):
5.00
U
0
50
100
150
200
250
300
0 5 10 15 20 25
Axial Strain %
Dev
iato
r St
ress
kPa
PSLR031 Issue 1 Jun 06 Page of .
Hole Number: CP01 Depth (m):
Sample Number: 34 Sample Type:
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 0.33 kPa
A 14 2.19 1.92 150 311 156 20.5 Compound
Checked Date Approved Date01/12/14 01/12/14
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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):
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
PSLR031 Issue 1 Jun 06 Page of .
Hole Number: CP02 Depth (m):
Sample Number: 52 Sample Type:
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 0.33 kPa
A 12 2.16 1.93 200 238 119 16.7 Compound
Checked Date Approved Date01/12/14 01/12/14
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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):
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
PSLR031 Issue 1 Jun 06 Page of .
Hole Number: CP02 Depth (m):
Sample Number: 17 Sample Type:
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 14 2.17 1.91 100 231 115 15.2 Compound
Checked Date Approved Date01/12/14 01/12/14
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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):
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
PSLR031 Issue 1 Jun 06 Page of .
Hole Number: CP02 Depth (m):
Sample Number: 28 Sample Type:
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 16 2.12 1.84 150 152 76 15.2 Compound
Checked Date Approved Date01/12/14 01/12/14
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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):
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
PSLR031 Issue 1 Jun 06 Page of .
Hole Number: CP02 Depth (m):
Sample Number: 40 Sample Type:
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 15 2.12 1.85 200 65 33 12.4 Compound
Checked Date Approved Date01/12/14 01/12/14
ASHTON RESIDENTIAL PHASE 2, STAMFORD.
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):
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
PSLR031 Issue 1 Jun 06 Page of .
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
Test/Determinand Units LOD UKAS Method Notes
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
Test/Determinand Units LOD UKAS Method Notes
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
Test/Determinand Units LOD UKAS Method Notes
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
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
Date Sampled 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Moisture @ 105 C T162 AR 0.1 % 18 18 9.7 22 19 16 11
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
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
Date Sampled 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
Determinand Method TestSample LOD Units
Moisture @ 105 C T162 AR 0.1 % 13 23 19 4.3 26 38 24
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
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
Determinand Method TestSample LOD Units
Moisture @ 105 C T162 AR 0.1 % 47 25
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 2 of 12
434942-1
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
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
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
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
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
Date Sampled 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014 24-OCT-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
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
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 3 of 12
434942-1
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
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
Date Sampled 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
Determinand Method TestSample LOD Units
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
Metals Suite
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
Determinand Method TestSample LOD Units
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
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 4 of 12
434942-1
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
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
Determinand Method TestSample LOD Units
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
Miscellaneous
SAL Reference 434942011
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
Date Sampled 24-OCT-2014
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
Determinand Method TestSample LOD Units
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
Miscellaneous
SAL Reference 434942021
434942022
434942023
Customer Sample Reference HP11 HP12 HP13
Depth 0.4 0.2 0.4
Date Sampled 21-OCT-2014
21-OCT-2014
21-OCT-2014
Type SandySoil
SandySoil
SandySoil
Determinand Method TestSample LOD Units
pH T7 AR 5.7 5.5 6.0
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 5 of 12
434942-1
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
PAH US EPA 16 (B and K split)
SAL Reference 434942001
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
Date Sampled 23-OCT-2014
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
Determinand Method TestSample LOD Units
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
PAH US EPA 16 (B and K split)
SAL Reference 434942013
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
Date Sampled 24-OCT-2014
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
Determinand Method TestSample LOD Units
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
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 6 of 12
434942-1
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
PCB EC7
SAL Reference 434942 001 434942 015
Customer Sample Reference CP1 HP5
Depth 0.5 0.2
Date Sampled 23-OCT-2014 24-OCT-2014
Type Clay Sandy Soil
Determinand Method TestSample LOD Units
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Soil Analysed as Soil
TPH (CWG)
SAL Reference 434942 001 434942 015
Customer Sample Reference CP1 HP5
Depth 0.5 0.2
Date Sampled 23-OCT-2014 24-OCT-2014
Type Clay Sandy Soil
Determinand Method TestSample LOD Units
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 (C6-C8 aliphatic) T54 AR 0.010 mg/kg <0.010 <0.010
TPH (C8-C10 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 (C7-C8 aromatic) T54 AR 0.010 mg/kg <0.010 <0.010
TPH (C8-C10 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
This document has been printed from a digitally signed master copy
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434942-1
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
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
Date Sampled 23-OCT-2014 24-OCT-2014
Type Clay Clay
Determinand Method TestSample LOD Units
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Leachate to BS EN 12457-2 (10:1) Analysed as Water
Miscellaneous
SAL Reference 434942 001 434942 005
Customer Sample Reference CP1 WS1
Depth 0.5 0.3
Date Sampled 23-OCT-2014 24-OCT-2014
Type Clay Clay
Determinand Method TestSample LOD Units
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
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434942-1
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Leachate to BS EN 12457-2 (10:1) Analysed as Water
PAH US EPA 16 (B and K split)
SAL Reference 434942 001 434942 005
Customer Sample Reference CP1 WS1
Depth 0.5 0.3
Date Sampled 23-OCT-2014 24-OCT-2014
Type Clay Clay
Determinand Method TestSample LOD Units
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
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Leachate to BS EN 12457-2 (10:1) Analysed as Water
TPH (CWG) with MTBE, BTEX
SAL Reference 434942 001
Customer Sample Reference CP1
Depth 0.5
Date Sampled 23-OCT-2014
Type Clay
Determinand Method TestSample LOD Units
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 (C6-C8 aliphatic) T215 10:1 0.010 mg/l <0.010
TPH (C8-C10 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(C12-C16 aliphatic) T81 10:1 0.01 mg/l <0.01
TPH DW(C16-C21 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 (C7-C8 aromatic) T215 10:1 0.010 mg/l <0.010
TPH (C8-C10 aromatic) T215 10:1 0.010 mg/l <0.010
TPH DW(C10-C12 aromatic) T81 10:1 0.01 mg/l <0.01
TPH DW(C12-C16 aromatic) T81 10:1 0.01 mg/l <0.01
TPH DW(C16-C21 aromatic) T81 10:1 0.01 mg/l <0.01
TPH DW(C21-C35 aromatic) T81 10:1 0.01 mg/l <0.01
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434942-1
Index to symbols used in 434942-1
Notes
Method Index
SAL Reference: 434942
Project Site: Ashton
Customer Reference: 41549
Leachate to BS EN 12457-2 (10:1) Analysed as Water
PCBs EC7 congeners(28,52,101,118,138,153,180)
SAL Reference 434942 001
Customer Sample Reference CP1
Depth 0.5
Date Sampled 23-OCT-2014
Type Clay
Determinand Method TestSample LOD Units
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
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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
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434942-1
Determinand Method TestSample LOD Units Symbol SAL References
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 (C6-C8 aliphatic) T54 AR 0.010 mg/kg N 001,015
TPH (C8-C10 aliphatic) T54 AR 0.010 mg/kg N 001,015
TPH (C10-C12 aliphatic) T8 M105 1 mg/kg N 001,015
TPH (C12-C16 aliphatic) T8 M105 1 mg/kg N 001,015
TPH (C16-C21 aliphatic) T8 M105 1 mg/kg N 001,015
TPH (C21-C35 aliphatic) T8 M105 1 mg/kg N 001,015
TPH (C6-C7 aromatic) T54 AR 0.010 mg/kg N 001,015
TPH (C7-C8 aromatic) T54 AR 0.010 mg/kg N 001,015
TPH (C8-C10 aromatic) T54 AR 0.010 mg/kg N 001,015
TPH (C10-C12 aromatic) T8 M105 1 mg/kg N 001,015
TPH (C12-C16 aromatic) T8 M105 1 mg/kg N 001,015
TPH (C16-C21 aromatic) T8 M105 1 mg/kg N 001,015
TPH (C21-C35 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 (C6-C8 aliphatic) T215 10:1 0.010 mg/l N 001
TPH (C8-C10 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 DW(C12-C16 aliphatic) T81 10:1 0.01 mg/l N 001
TPH DW(C16-C21 aliphatic) T81 10:1 0.01 mg/l N 001
TPH DW(C21-C35 aliphatic) T81 10:1 0.01 mg/l N 001
TPH (C6-C7 aromatic) T215 10:1 0.010 mg/l N 001
TPH (C7-C8 aromatic) T215 10:1 0.010 mg/l N 001
TPH (C8-C10 aromatic) T215 10:1 0.010 mg/l N 001
TPH DW(C10-C12 aromatic) T81 10:1 0.01 mg/l N 001
TPH DW(C12-C16 aromatic) T81 10:1 0.01 mg/l N 001
TPH DW(C16-C21 aromatic) T81 10:1 0.01 mg/l N 001
TPH DW(C21-C35 aromatic) T81 10:1 0.01 mg/l N 001
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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
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 :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
SAL Reference: 441924
Project Site: Ashton Residential
Customer Reference: 41549
Water Analysed as Water
Miscellaneous
SAL Reference 441924 001 441924 002
Customer Sample Reference BH2 BH1
Date Sampled 08-DEC-2014 08-DEC-2014
Determinand Method TestSample LOD Units
Sulphate T686 AR 0.5 mg/l 73 33
pH T7 AR 7.2 7.1
SAL Reference: 441924
Project Site: Ashton Residential
Customer Reference: 41549
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
Determinand Method TestSample LOD Units
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
Determinand Method TestSample LOD Units Symbol SAL References
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
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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
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