Ninfield CE Primary School
Church Lane Battle
East Sussex
Combined Geotechnical Assessment and
Ground Contamination Status Report
Report No. R17-12083
May 2017
Report prepared for the benefit of: East Sussex County Council County Hall St Anne’s Crescent
Lewes East Sussex
BN7 1UE
Document Control
Report Section Prepared By Approved By
Factual Section
Rebecca Webb BSc FGS
Steven McSwiney BA mod Geol MSc FGS
Geotechnical
Assessment
Rebecca Webb BSc FGS
Steven McSwiney BA mod Geol MSc FGS
Ground Contamination
Status
Rebecca Webb BSc FGS
Steven McSwiney BA mod Geol MSc FGS
Revisions
Reference Revised By Approved By Date
Limitations
This report was prepared specifically for the Client’s project and may not be appropriate to alternative schemes. The copyright for the report and licence for its use shall remain vested in Ashdown Site Investigation Limited (the Company) who disclaim all responsibility or liability (whether at common law or under the express or implied terms of the Contract between the Company and the Client) for any loss or damage of whatever nature in the event that this report is relied on by a third party, or is issued in circumstances or for projects for which it was not originally commissioned.
A preliminary and quantitative ground contamination risk assessment including development of conceptual models and statistical analysis of laboratory test data was beyond the remit of this report. Any comment regarding the contamination status of soils with respect to risks that may be posed to both human health and controlled water should be considered as preliminary and subject to further sampling, laboratory testing and analysis that may be required by regulators or warrantors.
R17-12083
i
EXECUTIVE SUMMARY
The following presents a summary of the main findings of the ground investigation. It is
emphasised that no reliance should be placed on any individual point until the whole of the
report has been read as other sections of the report may put into context the information
contained herein.
It is understood that the development proposals for Ninfield CE Primary School comprise the
construction of a new classroom together with a MUGA pitch and access road.
Reference to geological datasets indicates that the site is expected to be underlain by the
Tunbridge Wells Sand Formation. The ground investigation confirmed the underlying soils to
comprise a shallow thickness of made ground, overlying the expected Tunbridge Wells Sand
Formation deposits.
The Tunbridge Wells Sand Formation is classed as a Secondary A Aquifer. The site does not lie
within an Environment Agency Source Protection Zone with regard to the protection of the
quality of groundwater that is abstracted for potable supply. Groundwater was not encountered
during the site works.
The fine grained soils of the Tunbridge Wells Sand Formation have been classified as silts and
clays of up to low plasticity and with plasticity indices of up to 6% the soils may be expected to
possess a negligible volume change potential.
A net allowable bearing capacity of 150kN/m2 may be assumed for spread (pad or strip)
foundations up to 1.0m across bearing within the Tunbridge Wells Sand Formation soils of at
least stiff consistency.
A DS-1 Design Sulfate Class and an AC-1s ACEC classification may be assumed for the design
of concrete in contact with the ground.
It is considered that ground bearing floor slabs could be constructed onto the natural soils
beneath site, if required.
A design equilibrium CBR value of no greater than 2% should be assumed for the design of
pavement bearing on the Tunbridge Wells Sand Formation or derived made ground. The
subgrade is likely to be susceptible to frost heave.
The results from the infiltration tests indicate that the Tunbridge Wells Sand Formation soils
are unlikely to be suitable for discharging water to the ground via infiltration systems.
The contamination laboratory testing of selected samples of the made ground and topsoil did
not identify any significantly elevated concentrations of the contaminants.
R17-12083
TABLE OF CONTENTS
1. INTRODUCTION 1
2. SITE CONTEXT 2
2.1 Site Description 2
2.2 Geological and Hydrogeological Data Review 2
3. GROUND INVESTIGATION 3
3.1 Introduction 3
3.2 Exploratory Holes 3
3.3 Sampling 3
3.4 In Situ Testing 3
3.5 Laboratory Testing 4
4. GROUND CONDITIONS 5
4.1 Stratigraphy 5
4.2 Stability 5
4.3 Groundwater Conditions 5
5. GEOTECHNICAL ASSESSMENT 6
5.1 Foundations 6
5.2 Groundwater 6
5.3 Stability of Excavations 6
5.4 Aggressivity to Concrete 7
5.5 Ground Floors 7
5.6 Pavement Design 7
5.7 Stormwater Infiltration Systems 8
6. GROUND CONTAMINATION STATUS 9
6.1 Preliminary Contamination Test Results 9
FIGURES AND APPENDICES
FIGURES
Figure 1 Site Location Plan
Figure 2 Site Plan
APPENDIX A Exploratory Hole Notes In Situ Testing Notes Exploratory Hole Records DPSH-B Dynamic Probe Records Summary of In Situ TRL Cone Penetrometer (CBR) Test Results Summary of Borehole Falling Head Soakage Test Results
APPENDIX B Geotechnical Laboratory Testing Notes Geotechnical Test Results Contamination Test Results
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 1
1. INTRODUCTION
It is understood that the development proposals for Ninfield CE Primary School comprise the
construction of a new classroom together with a MUGA pitch and access road.
Ashdown Site Investigation Limited was requested to provide an estimate for carrying out a
combined geotechnical and ground contamination status assessment of the site by Katie
Staples of MacKellar Schwerdt, The Old Library, Albion Street, Lewes, East Sussex BN7 2ND.
The scope of the works allowed for and the terms and conditions under which the works were
to be undertaken were set out within the offer letter Q17-5764, dated 8th March 2017. The
instruction to proceed was received on behalf of the client, East Sussex County Council, in an
email dated 27th March 2017.
The objectives of the works were to:
a) Establish the expected geology and hydrogeology at the site;
b) Investigate the shallow ground and groundwater conditions prevailing at the site;
c) Provide advice to assist others in undertaking design of spread foundations, ground floors,
road pavements, and soakaways;
d) Test for the presence of contaminants within the soils on site; and
e) Provide comment on the contamination status of tested soil samples.
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 2
2. SITE CONTEXT
2.1 Site Description
The grounds of Ninfield CE Primary School comprise an irregular shaped plot of land located at
Church Lane, Battle, East Sussex, and are centred on the approximate Ordnance Survey
national grid reference TQ 7063 1228. A site location plan and site plan are presented as
Figure 1 and Figure 2, respectively.
The school is located east of Church Lane. The proposed development area is located on and
around an existing hard surfaced play area present to the immediate south east of the school
building complex.
Trees are present to the south and, locally, to north of the development area. The general
topography of the site slopes gently down towards the south.
2.2 Geological and Hydrogeological Data Review
2.2.1 Geology and Hydrogeology
The stratigraphic unit that may be expected to underlie the site is presented in the following
table.
Table 1. Expected Strata, Aquifer Designation and Description
Type Stratum Stratum Description Aquifer
Designation
Bedrock Tunbridge Wells Sand Formation
The Lower Tunbridge Wells Sand and the Upper Tunbridge Wells Sand are separated by the Grinstead Clay Member and all three belong to the parent unit Tunbridge Wells Sand Formation. Where the Grinstead Clay Member thins and disappears, the Upper and Lower Tunbridge Wells Sand often cannot be separated. In maps and memoirs the undifferentiated sand unit has been called Tunbridge Wells Sand Formation. The succession commences with rhythmically bedded sandstones, siltstones and mudstones which pass up into massive sandstones. These are overlain by a generally more argillaceous rhythmic succession,
including mudstones, siltstones and silty sandstones. The Tunbridge Wells Sand Formation is commonly differentially weathered to form dense sand or silt and stiff clay. The mudstones commonly weather to red clay and the siltstones and sandstones to mottled grey and orange silts and sands.
Secondary A
Aquifer
2.2.2 Groundwater Source Protection Zones
The site does not lie within an Environment Agency Source Protection Zone with regard to the
protection of the quality of groundwater that is abstracted for potable supply.
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 3
3. GROUND INVESTIGATION
3.1 Introduction
The ground investigation comprised the excavation of a series of dynamic sampler boreholes
with accompanying in situ geotechnical testing. The fieldwork was carried out on 24th April
2017. The exploratory hole locations are shown on Figure 2.
The locations of the exploratory holes were specified by MacKellar Scwherdt Architects.
Descriptions of the strata encountered and comments on groundwater conditions are shown in
the exploratory hole records given in Appendix A, together with notes to assist in their
interpretation.
3.2 Exploratory Holes
3.2.1 Dynamic Sampler Boreholes
Four boreholes (designated WS01 to WS04) were drilled to depths of between 1.5m and 1.9m
below ground level.
The boreholes were formed by a series of 1.0m long, open ended, hollow steel tubes of up to
100mm diameter, each containing a removable plastic liner. The tubes, progressively reducing
in diameter, were driven into the ground by means of a track-mounted drop weight. Each tube
was extracted from the ground using a hydraulically operated jack and the enclosed sample
was recovered in its plastic liner.
The system enables sub-samples to be taken for detailed examination and laboratory testing.
3.3 Sampling
Disturbed samples of soil were taken at the depths shown in the exploratory hole records and
were collected in plastic bags, plastic tubs or amber jars fitted with gas tight lids.
On collection the amber jars were stored in cool boxes with cooling blocks to maintain
temperatures below 4°C until transferred to refrigerators upon return to the office and
subsequently forwarded to the external accredited chemical testing laboratory.
3.4 In Situ Testing
The depths of in situ testing, together with the test results, are either given on the exploratory
hole records or are summarised separately in Appendix A. Notes providing additional
information on the tests performed are included in the appendix.
3.4.1 DPSH Dynamic Probe (Super Heavy) Testing
Continuous dynamic probe tests were undertaken adjacent to each borehole to depths of
between 1.5m and 2.9m below ground level. Probing was undertaken in accordance with BS
EN ISO 22476-2:2005 using a super heavy DPSH-B probing geometry.
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 4
The DPSH-B configuration is similar to that of the standard penetration test (SPT); the main
differences being that the tip comprises a 90° cone, the driving rods are lighter than those
used for SPT testing and the blow counts are recorded over 100mm increments rather than
300mm, as is the case for the SPT.
The blow counts recorded and the calculated dynamic point resistances, which account for
inertia of the anvil and driving rods, are presented on the borehole records and separately in
Appendix A.
3.4.2 Undrained Shear Strength
Undrained shear strength determinations were made in situ within the fine grained soils using
a Geonor hand shear vane. Additionally undrained shear strength determinations were made
within samples of the fine grained soils held in the dynamic sampler liners using a hand
penetrometer.
3.4.3 California Bearing Ratio Tests
Testing to determine the in situ California Bearing Ratio (CBR) of soils was conducted at
shallow depths adjacent to each borehole using a Transport Research Laboratory (TRL) cone
penetrometer.
3.4.4 Soakage Testing
Falling head soakage tests were undertaken within the Tunbridge Wells Sand Formation in
boreholes WS02 and WS03. The tests were carried out in general accordance with The
Soakaway Design Guide published by Kent County Council (2000).
3.5 Laboratory Testing
Laboratory testing was scheduled by Ashdown Site Investigation Ltd. Results from the
laboratory tests are provided in Appendix B.
3.5.1 Geotechnical Testing
Geotechnical testing was undertaken by Ashdown Site Investigation Ltd in accordance with the
methods given in BS1377:1990 Parts 1 to 8 ‘Methods of test for soils for civil engineering
purposes’. Chemical testing to enable classification of the chemical environment of soils in
accordance with BRE SD1 was undertaken by an external UKAS accredited laboratory. Notes to
assist with the interpretation of the tests are contained within Appendix B.
3.5.2 Chemical Testing
Chemical testing of selected samples was undertaken by a laboratory with recognised (UKAS
and MCERTS) accreditation for quality control.
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 5
4. GROUND CONDITIONS
4.1 Stratigraphy
4.1.1 Surface Covering
Each of the exploratory holes was excavated through a surface cover of topsoil some 150mm
to 200mm in thickness.
4.1.2 Made Ground/Reworked Soils
Made ground/reworked soils, generally comprising slightly gravelly slightly sandy silty clay was
recorded to depths of between 0.4m and 0.6m below ground level. The gravel fraction
comprised variable quantities of ironstone, charcoal-like material, and brick.
4.1.3 Tunbridge Wells Sand Formation
Underlying the made ground/surfacing, the investigation progressed into undisturbed stiff to
very stiff clayey silt deposits which became weakly cemented at depth. The boreholes were
terminated at depths of between 1.5m and 1.9m due to the dense nature of these deposits.
These soils are considered to represent the Tunbridge Wells Sand Formation deposits indicated
on the published geological map.
4.2 Stability
Each of the exploratory holes was recorded to remain stable during the course of drilling.
4.3 Groundwater Conditions
Groundwater was not encountered within the boreholes during the short period of the intrusive
works.
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 6
5. GEOTECHNICAL ASSESSMENT
The development proposals are understood to comprise the construction of a new classroom, a
MUGA pitch and access road.
At the time of writing, no details were available concerning the specific loads likely to be
applied to the foundations.
5.1 Foundations
5.1.1 Soil Shrinkage/Heave Potential
The fine grained soils of the Tunbridge Wells Sand Formation have been classified as silts and
clays of up to low plasticity and with plasticity indices in the range of up to 6%, the soils may
be expected to be non-plastic. No specific precautions are therefore considered to be required
with respect to protecting foundations founded through or within these soils from the effects of
soil heave/ shrinkage.
5.1.2 Spread Foundations
Unless evidence exists to the contrary, all made ground and any soils disturbed by the
construction or removal of any previously existing foundations or services should be regarded
as being variable in nature and state of compaction and, as such, unsuitable as a founding
medium for shallow footings. New footings should be constructed so as to bear below such
soils and onto undisturbed, competent, natural deposits.
For design purposes, a net allowable bearing capacity of 150kN/m2 may be assumed for
spread (pad or strip) foundations up to 1.0m across bearing within the Tunbridge Wells Sand
Formation soils of at least stiff consistency. The quoted bearing capacity is expected to limit
settlement to less than 25mm.
5.2 Groundwater
Groundwater was not encountered during the period of the intrusive works. However it is
possible that heavy precipitation during construction could lead to the ingress of perched
groundwater or surface water run-off into excavations. In such circumstances it would be
expected that water entering into excavations would be adequately managed by pumping from
sumps.
5.3 Stability of Excavations
All made ground soils exposed in excavations should be assumed to be unstable, even in the
short term. Whilst fine grained natural soils may remain stable for a short period of time if not
subjected to surcharge loads (such as may be imposed by existing foundations, traffic or
storage of materials), the stability of these deposits if left unsupported should be assumed to
have the potential to deteriorate. Where stable excavations are required, excavations should
either be suitably supported or side slopes should be battered back to a safe angle of repose.
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 7
All excavations requiring human entry must be shored or battered as necessary to conform to
current best practice, as accepted by the Health and Safety Executive (HSE); relevant
guidance is given on the HSE website (www.hse.gov.uk). Current legislation requires that
where personnel access is required into any excavation a competent person must inspect
excavation supports or battering of slopes at the start of the working shift and at other
specified times. No work should take place until the excavation is safe. Excavations should also
be inspected after any event that may have affected their stability, such as a significant
weather event, changes in surcharge loadings imposed by temporary storage of materials or
changes in site traffic plans or alteration of support systems. Inspections should be formally
recorded and any faults that are found should be corrected immediately.
Particular attention must be paid to ensuring the stability of nearby structures, services and
neighbouring sites.
5.4 Aggressivity to Concrete
In view of the soils encountered beneath the site it is considered that ‘natural ground
conditions’ may be assumed for the purpose of assessing the aggressivity of the chemical
environment for concrete classification (ACEC class). Given that groundwater was not
encountered, ‘static groundwater’ conditions may also be assumed.
Assessment of the chemical analysis of the soil indicates a sulphate content falling into Design
Sulfate Class DS-1 of Table C1 of the Building Research Establishment Special Digest No 1
“Concrete in aggressive ground”, 2005. The results of the pH tests indicate that the underlying
soils are slightly acidic to slightly alkaline.
In accordance with the digest, a DS-1 Design Sulfate Class and an AC-1s ACEC classification
may be assumed for the design of concrete in contact with the ground.
5.5 Ground Floors
It is considered that ground bearing floor slabs could be constructed onto the natural soils
beneath site, if required. Formations should be adequately proof rolled and any unsuitable
materials, such as the made ground, be excavated and replaced with a suitable engineered fill.
The depth of any fill should be limited to a maximum of 600mm unless placed to an
engineering specification designed to limit internal settlement of the fill materials to a
tolerance to be advised by the designer.
5.6 Pavement Design
Cone penetrometer tests undertaken to establish the California bearing ratio (CBR) of the in
situ soils indicated CBR values typically in the range 1% to 5% in the underlying made
ground/reworked soils and Tunbridge Wells Sand Formation at the time of the investigation. It
is noted that CBR values are, in part, dependent on the moisture content of the tested soils
and are consequently subject to seasonal variation.
Equilibrium CBR values (with reference to Transport Research Laboratory (TRL) Report LR1132
‘Structural design of Bituminous Roads’) are derived from knowledge of soil classification data
(plasticity index for soils exhibiting cohesion (clay type) and particle size distribution for
granular soils), the location of the water table, pavement thickness, and weather conditions at
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 8
the time of construction. This guidance document suggests a design equilibrium CBR value of
1% to 2% would be applicable to the natural soils for the construction of thin pavement under
poor to average construction conditions and assuming a low groundwater table.
Based upon review of the in situ test results and the quoted guidance it is recommended that,
for the Tunbridge Wells Sand Formation deposits or derived made ground soils, a CBR value of
no greater than 2% should be adopted for preliminary pavement design.
All formations should be proof rolled and any excessively large, soft, degradable or otherwise
unsuitable materials thus identified should be removed and be replaced with well compacted
coarse grained fill. Prepared subgrades should be protected from severe adverse weather by
ensuring they are graded to falls to prevent ponding, and they should be reasonably protected
from trafficking during construction.
The subgrade should be assumed to be susceptible to frost heave.
5.7 Stormwater Infiltration Systems
In situ infiltration testing was undertaken in accordance with ‘The Soakaway Design Guide’
published by Kent County Council (July 2000). From the test results, calculations were made
to estimate the infiltration rate that could be expected for soakaways constructed to discharge
into the underlying soils within the test zone.
The infiltration rates derived from the tests are summarised in the following table.
Table 2. Calculated Infiltration Rates
Exploratory Hole
Test Response Zone Depth (m) Stratum
Infiltration Rate (f)
(m/sec)
Driving Head of
Water (m) Top Bottom
WS02 1.00 1.80 Tunbridge Wells Sand Formation 9.0 x 10-7 1.0
WS03 1.00 1.60 Tunbridge Wells Sand Formation 3.4 x 10-7 1.0
The value ‘f’ is equivalent to the soil infiltration coefficient ‘q’ quoted in the Construction
Industry Research and Information Association (CIRIA) Report 156.
The results from the infiltration tests indicate that the Tunbridge Wells Sand Formation soils
are unlikely to be suitable for discharging water to the ground via infiltration systems.
Consideration could however be given to the use of peak flow storage tanks connected via
attenuated drainage pipes to mains surface water drainage or open water courses, if available.
R17-12083
Ninfield CE Primary School, Church Lane, Battle, East Sussex Page 9
6. GROUND CONTAMINATION STATUS
A detailed ground contamination risk assessment of the site was beyond the scope of this
investigation. However, laboratory contamination testing of a nominal number of near surface
samples has been undertaken, the results of which have been compared with generic soil
screening values to provide an indication of the current contamination status of the soils in the
development area, and to provide information on whether further assessment and/or
remediation is likely to be required by regulators/warrantors.
6.1 Preliminary Contamination Test Results
A single sample of topsoil and three samples of the made ground soils, which were recorded to
be present in each of the exploratory holes excavated, were tested for a range of commonly
occurring heavy metals, polycyclic aromatic hydrocarbon (PAH) compounds and petroleum
hydrocarbons, as well as screened for the presence of asbestos materials.
The results of the testing have been compared with generic soil screening criteria. For the
purposes of this assessment the “critical concentration” used are soil screening values (SSVs)
comprising the ‘Suitable For Use Levels’ (S4ULs) calculated as a joint project between LQM
and CIEH and published in ‘The LQM/CIEH Suitable 4 Use Levels, 2015’. In lieu of an S4UL
screening value for lead, the Category 4 Screening Level (C4SL) was used, as published within
SP1010: Development of Category 4 Screening Levels for Assessment of Land Affected by
Contamination. Final Project Report, published by DEFRA, 2014.
A generic school land use has not been developed and therefore the assessment has been
made against SSV calculated using the more conservative generic “Residential” land use as
defined within Science Report SC050021/SR3, January 2009 with the amendments discussed
within the LQM/CIEH report, but without the pathways associated with ingestion of site grown
vegetables and ingestion of soil attached to vegetables. The critical receptor for this land use
is considered to be a young female child resident on site from birth to age 6. Exposure routes
that are considered include the potential for direct ingestion of the soil, the outdoor and indoor
ingestion of dust and the potential inhalation of dust and vapours.
None of the recorded concentrations of individual metals, petroleum hydrocarbon compounds
or PAH compounds were above the generic screening values.
No suspected asbestos containing materials were encountered within any of the boreholes.
Asbestos was not identified as being present within any of the screened samples.
Based upon the results of the laboratory testing undertaken to date, there is not expected to
be a requirement for remediation works at this site. However it is recommended that
confirmation in this regard is sought from relevant regulators and warrantors at an early stage
in progressing the design of the development proposal for the site.
Ashdown Site Investigation Ltd.
May 2017
R17-12083
FIGURES
Figure 1 Site Location Plan Figure 2 Site Plan
Site Location Plan. Not To Scale
Site: Ninfied CE Primary School, Church Lane, Battle, East Sussex Figure 1 R16-12083
N
Site Location
© OpenStreetMap contributors, CC BY-SA
Site Plan. Not To Scale
Site: Ninfied CE Primary School, Church Lane, Battle, East Sussex Figure 2 R17-12083
N
WS01
WS02
WS03
WS04
R17-12083
APPENDIX A
Exploratory Hole Notes In Situ Testing Notes
Exploratory Hole Records DPSH-B Dynamic Probe Records Summary of In Situ TRL Cone Penetrometer (CBR) Test Results
Summary of Borehole Falling Head Soakage Test Results
NOTES FOR THE INTERPRETATION OF EXPLORATORY HOLE RECORDS
1 Symbols and abbreviations
Samples
U ‘Undisturbed’ Sample: - also known as ‘U100’ or ‘U4’ - 100mm diameter by 450mm long. Thenumber of blows to drive in the sampling tube is shown after the test index letter in the SPTcolumn.
Uo Sample not obtained.U* Full penetration of sample not obtained.Pi Piston Sample: ‘Undisturbed’ sample 100mm diameter by 600mm long.D Disturbed Sample.R Root Sample.B Bulk Disturbed Sample.W Water Sample.J Jar Sample (sample taken in amber glass jar fitted with gas tight lid)T Tub SampleVi Vial Sample
In situ Testing
S Standard penetration test (SPT): In the borehole record the depth of the test is that at the startof the normal 450mm penetration. The number of blows per 75mm penetration is recorded, withthe initial 150mm for seating blows being recorded followed by the blows recorded for theremaining 300mm of the test. The total blows to achieve the standard penetration of 300mm,discounting the seating blows, is noted as the N value on the log. Where the full penetration ofthe test cannot be achieved (a refusal) the number of blows achieved and the penetrationachieved will be reported.
C Standard Penetration Test (SPT) conducted usually in coarse grained soils or weak rocks usingthe same procedure as for the SPT but with a 50mm diameter, 60º apex solid cone fitted inplace of the sampler. Variations in test results are indicated by the same symbols as for theSPT (above).
V Shear Vane Test: Undrained shear strength (cohesion) (kN/m2) shown within the Vane/Pen
Test and N Value column.
H Hand penetrometer Test: Undrained shear strength (cohesion) (kN/m2) shown within the
Vane/Pen Test and N Value column.
P Perth Penetrometer Test: See “In Situ Testing Notes” for full description. Number of blows for300mm penetration shown under Vane/Pen Test and N Value column. In sand the number ofblows is approximately equivalent to the SPT "N" value.
Excavation Method
CP Cable Percussion BoreholeWLS Dynamic Sampler Borehole using windowless sampler tubesWS Dynamic Sampler Borehole using window sampler tubesTP Trial Pit excavated using mechanic excavatorHDP Trial Pit excavated using hand tools
2 Soil Description
Description and classification of soils has been carried out using as a general basis the British StandardGeotechnical investigation and testing – Identification and classification of soil, Part 1 Identification anddescription (BS EN ISO 14688-1:2002+A1:2013) and Part 2 Principles of classification (BS EN 14688-2:2004+A1:2013) as well as the BS5930:2015 code of Practice for Ground Investigations.
Fine Grained Soils
The consistency of fine grained soils given in the report is based on visual inspection of the samplesand the strength is based on results of in situ and/or laboratory undrained shear strength tests whencarried out.
The consistency is determined on the following basis:
Consistency Manual Test
Very Soft Soil exudes between fingers when squeezed in handSoft Soils can be moulded by light finger pressureFirm Cannot be moulded by finger but rolled to 3mm threads
without breaking/crumblingStiff Crumbles/breaks when rolled to 3mm thick threads but
can be moulded into a lump againVery Stiff Cannot be moulded and crumbles under pressure, can
be indented by thumbnail
The terms used for the designation of the undrained shear strength are as follows:
Undrained Shear Strength
Extremely to Very Low <20 kPaLow 20-40 kPaMedium 40-75 kPaHigh 75-150 kPaVery High 150-300 kPaExtremely high 300-600 kPa
Note: The undrained shear strength of the soils is measured either by laboratory testing or in the fieldusing hand shear vane.
It is recognised that any coarse grained soil that has in excess of approximately 35% fine grained soil(clay and silt) can often be expected to behave as a fine grained soil despite the dominance of coarsegrained material within the soil mass. To reflect this, it is the soil type that dominates the behaviour ofthe soil mass that appears on the exploratory hole records.
Coarse Grained Soils
The relative densities of coarse grained soils (sand and gravel) given in the report are based on fieldestimations and the results of the Standard Penetration Test (SPT) and equivalent correlation fromother testing. The classification in terms of "N" Values is as follows:
SPT ‘N’ Value Relative Density
0-4 Very Loose4-10 Loose10-30 Medium Dense30-50 DenseGreater than 50 Very Dense
3 Rock Description
Description and classification of rocks has been carried out using as a general basis the BritishStandard Geotechnical investigation and testing – Identification and classification of rock, Part 1Identification and classification (BS EN ISO 14689-1:2003) as well as the BS5930:2015 code of Practicefor Ground Investigations.
The description of rock mass includes the type of rock, structure, discontinuities and weathering.
The unconfined compressive strength of rock material is determined on the following basis:
Term Field Identification UnconfinedCompressiveStrength (MPa)
Extremely Weak Indented by thumbnail Less than 1Very Weak Crumbles under firm blows with point of geological
hammer, peeled by pocket knife1 to 5
Weak Peeled by pocket knife with difficulty, shallowindentations made by firm blow with geological hammer
5 to 25
Medium Strong Cannot be peeled or scraped with knife, can be fracturedwith single firm blow of geological hammer
25 to 50
Strong Requires more than one blow of geological hammer tofracture
50 to 100
Very Strong Requires may blows of geological hammer to fracture it 100 to 250
Extremely Strong Can only be chipped with geological hammer Greater and 250
The terms describing discontinuity and bedding spacing are as follows:
Bedding ThicknessVery Thick >2000mm
Discontinuity SpacingVery Wide >2000mm
Thick 2000-600mmMedium 600-200mmThin 200-60mmVery Thin 60-20mmThickly Laminated 20-6mmThinly Laminated <6mm
Wide 2000-600mmMedium 600-200mmClose 200-60mmVery Close 60-20mmExtremely Close <20mm
Chalk
Chalk description is based on BS EN ISO 14688, BS EN ISO 14689 and BS5930. The classification ofchalk generally follows the guidance offered by the Construction Industry Research and InformationAssociation (CIRIA) C574, ‘Engineering in Chalk’. This is based on assessment of chalk density,discontinuity and aperture spacing, and the proportion of intact chalk to silt of chalk. See additional chalkclassification notes.
Page 1 of 1
IN SITU TESTING NOTES
1 Standard Penetration TestingStandard penetration testing (SPT) is carried out within a cased cable percussion borehole. The test isperformed using a either a split spoon (barrel) sampler in finer grained deposits, or, in coarser grainedsoils or weak rocks, using a 50mm diameter, 60º apex solid cone fitted in place of the sampler.
The sampler is driven into the deposits at the base of the borehole by means of a 63.5kg hammer fallingfreely through 760mm.
In the borehole record the depth of the test is that at the start of the normal 450mm penetration, thenumber of blows to achieve the standard penetration of 300mm (the "N" value) is shown after the testindex letter, but the seating blows through the initial 150mm penetration are not reported unless the fullpenetration of 450mm cannot be achieved.
(BS EN ISO 22476-3:2005+A1:2011, Geotechnical investigation and testing – Field Testing, Part 3 andBS5930:2015 code of practice of for ground investigations)
2 Dynamic Probe TestingThe DPH (heavy) dynamic probing rig drives a 32mm diameter rod with a 15cm
2area, 90º end cone into
the ground by means of a 50kg hammer which falls freely through a distance of 0.5m. The number ofblows per 100mm penetration (N100) is recorded.
The DPSH (super heavy) dynamic probing rig drives a 35mm diameter rod with a 20cm2
area, 90º endcone into the ground by means of a 63.5kg hammer that falls freely through a distance of 0.75m. Thenumber of blows per 100mm penetration (N100) is recorded. The results can provide a useful indicationof the relative strength of the material. The dynamic probing is carried out in accordance with BS ENISO 22476-2:2005+A1:2011 and BS5930.
3 Perth Penetrometer TestIn this test a hardened stainless steel rod is driven into the deposit by a 9.5kg sliding hammer fallingfreely through 600mm. After an initial penetration of 150mm the number of blows required to drive therod a further 300mm is recorded. In sand the Perth blow count gives a close correlation to the "N-value"that could be expected from a standard penetration test (SPT) made in similar materials. The resultsare less reliable in coarser grained materials but can give an indication of their engineering properties.The perth penetrometer test is carried out in accordance with the Australian Standard AS 1289:6.3.3-1997, Method of Testing Soils for Engineering Purposes, there is no European equivalent code.
4 Undrained Shear StrengthUndrained shear strength determinations are made in situ within the fine grained soils using a Geonorhand shear vane or (usually in the case of window sampler boreholes) a hand penetrometer. The testrecords the undrained shear strength (cohesion) in kN/m
2. The shear vane records a maximum shear
strength of 130kN/m2and the hand penetrometer records a maximum shear strength of 250kN/m
2.
3 California Bearing Ratio TestIn this test a hand held Farnell cone penetrometer apparatus is pushed into the deposits for theestimation of the California bearing ratio of the subgrade (for use in pavement design). The testequipment is design for the estimation of the bearing ratio of fine grained soils (clay and silt) only and isunsuitable for use in coarse grained soils and rock.
Standpipe
Samples and In Situ Tes ng
Sample/ Test Type
Depth From (m) Depth To (m) Test Result
Dynamic Probe
Blows/100mm0 5 10 15 20 25 30
Legend Depth
0.00
0.20
0.55
1.50
Stratum Descrip on
Topsoil.
MADE GROUND/Reworked: Brown slightly gravelly slightly sandy silty clay with occasional roots. Sand is ne. Gravel is angular to subangular
ne ironstone.
S to very s orange and yellow grey slightly sandy clayey SILT. (Tunbridge Wells Sand Forma on)
becoming weakly cemented towards base.
End of borehole at 1.50m
J T 0.15
D 0.50J T 0.50H 0.55 225D 0.80H 0.80 140J T 0.80
D 1.20J T 1.20
D 1.50
Site Name:
Job Number:
Nin eld CE Primary School, Church Lane, Ba le, East Sussex
R17-12083E-mail: [email protected]
Web: www.ashdownsi.co.ukTel: 01273 483119
Start Date:End Date:
24/04/201724/04/2017 Borehole Number: WS01 Sheet 1 of 1
RemarksGroundwater: Borehole dry on comple on. Excava on Method: WLS
Stability:
Notes:
Borehole stable on comple on.
No further progress below 1.50m depth - too dense/ hard.
Borehole Diameter:
Made By:
Various
RJ
Standpipe
Samples and In Situ Tes ng
Sample/ Test Type
Depth From (m) Depth To (m) Test Result
Dynamic Probe
Blows/100mm0 5 10 15 20 25 30
Legend Depth
0.00
0.20
0.40
1.80
Stratum Descrip on
Topsoil.
MADE GROUND/ Reworked: Brown slightly gravelly slightly sandy silty clay. Sand is ne. Gravel is ne charcoal-like material.
Very s orange and yellow brown clayey SILT. (Tunbridge Wells Sand Forma on)
with occasional gravel of ironstone below 0.90m depth.
becoming weakly cemented below 1.00m depth.
End of borehole at 1.80m
J T 0.30
D 0.50J T 0.50
D 0.80H 0.80 250J T 0.80V 1.00 >130
D 1.20
H 1.50 >250
D 1.80H 1.80 >250V 1.80 >130
Site Name:
Job Number:
Nin eld CE Primary School, Church Lane, Ba le, East Sussex
R17-12083E-mail: [email protected]
Web: www.ashdownsi.co.ukTel: 01273 483119
Start Date:End Date:
24/04/201724/04/2017 Borehole Number: WS02 Sheet 1 of 1
RemarksGroundwater: Borehole dry on comple on. Excava on Method: WLS
Stability:
Notes:
Borehole stable on comple on.
No further progress below 1.80m depth - too dense/ hard.
Borehole Diameter:
Made By:
Various
RJ
Standpipe
Samples and In Situ Tes ng
Sample/ Test Type
Depth From (m) Depth To (m) Test Result
Dynamic Probe
Blows/100mm0 5 10 15 20 25 30
Legend Depth
0.00
0.20
0.60
1.60
Stratum Descrip on
Topsoil.
MADE GROUND/ Reworked: Brown slightly gravelly slightly sandy silty clay. Sand is ne. Gravel is ne charcoal-like material.
Very s orange and yellow brown clayey SILT. (Tunbridge Wells Sand Forma on)
becoming weakly cemented below 1.10m depth.
End of borehole at 1.60m
J T 0.30
D 0.50J T 0.50H 0.60 195H 0.70 170D 0.80J T 0.80H 0.90 225V 1.00 >130D 1.20H 1.20 >250J T 1.20H 1.50 >250D 1.60V 1.60 >130
Site Name:
Job Number:
Nin eld CE Primary School, Church Lane, Ba le, East Sussex
R17-12083E-mail: [email protected]
Web: www.ashdownsi.co.ukTel: 01273 483119
Start Date:End Date:
24/04/201724/04/2017 Borehole Number: WS03 Sheet 1 of 1
RemarksGroundwater: Borehole dry on comple on. Excava on Method: WLS
Stability:
Notes:
Borehole stable on comple on.
No further progress below 1.60m depth - too dense/ hard.
Borehole Diameter:
Made By:
Various
RJ
Standpipe
Samples and In Situ Tes ng
Sample/ Test Type
Depth From (m) Depth To (m) Test Result
Dynamic Probe
Blows/100mm0 5 10 15 20 25 30
Legend Depth
0.000.15
0.60
1.00
1.90
Stratum Descrip on
Topsoil.
MADE GROUND/ Reworked: Brown mo led orange slightly gravelly slightly sandy silty clay with roots (approx 8mm diameter). Sand is ne.
Gravel is angular to subangular charcoal-like material and brick.
S orange brown mo led yellow slightly sandy silty CLAY with occasional roots (approx 6mm diameter). Sand is ne. (Tunbridge Wells
Sand Forma on)
Very s yellow orange clayey SILT with occasional gravel of ironstone. (Tunbridge Wells Sand Forma on)
becoming weakly cemented below 1.50m depth.
End of borehole at 1.90m
J T 0.30
D 0.50J T 0.50
D 0.80H 0.80 225J T 0.80V 1.00 >130
H 1.30 >250
D 1.50
H 1.80 >250D 1.90
Site Name:
Job Number:
Nin eld CE Primary School, Church Lane, Ba le, East Sussex
R17-12083E-mail: [email protected]
Web: www.ashdownsi.co.ukTel: 01273 483119
Start Date:End Date:
24/04/201724/04/2017 Borehole Number: WS04 Sheet 1 of 1
RemarksGroundwater: Borehole dry on comple on. Excava on Method: WLS
Stability:
Notes:
Borehole stable on comple on.
No further progress below 1.90m depth - too dense/ hard.
Borehole Diameter:
Made By:
Various
RJ
SITE Report Ref. R17-12083
Test Location Reference
Depth
(mbgl)
Blows (per
100mm)
Average
Penetration
per Blow
(m)
Unit Point
Resistance
(MPa)
Dynamic
Point
Resistance
(MPa)
Depth Dynamic
Point
Resistance
(MPa)
0.10 1 0.10 1.89 1.84 0.10 1.84 P
0.20 2 0.05 3.79 3.63 0.20 3.63 P
0.30 2 0.05 3.79 3.58 0.30 3.58 P
0.40 2 0.05 3.79 3.54 0.40 3.54 P
0.50 2 0.05 3.79 3.49 0.50 3.49 P
0.60 3 0.03 5.68 5.17 0.60 5.17 P
0.70 3 0.03 5.68 5.11 0.70 5.11 P
0.80 4 0.03 7.57 6.72 0.80 6.72 P
0.90 4 0.03 7.57 6.64 0.90 6.64 P
1.00 8 0.01 15.15 13.13 1.00 13.13 P
1.10 10 0.01 18.94 16.21 1.10 16.21 P
1.20 20 0.01 37.87 32.05 1.20 32.05 P
1.30 22 0.00 41.66 34.85 1.30 34.85 P
1.40 28 0.00 53.02 43.84 1.40 43.84 P
1.50 35 0.00 66.28 54.18 1.50 54.18 P
1.60 1.50 54.18 B
1.70 1.50 54.18 B
1.80 1.50 54.18 B
1.90 1.50 54.18 B
2.00 1.50 54.18 B
2.10 1.50 54.18 B
2.20 1.50 54.18 B
2.30 1.50 54.18 B
2.40 1.50 54.18 B
2.50 1.50 54.18 B
2.60 1.50 54.18 B
2.70 1.50 54.18 B
2.80 1.50 54.18 B
2.90 1.50 54.18 B
3.00 1.50 54.18 B
3.10 1.50 54.18 B
3.20 1.50 54.18 B
3.30 1.50 54.18 B
3.40 1.50 54.18 B
3.50 1.50 54.18 B
3.60 1.50 54.18 B
3.70 1.50 54.18 B
3.80 1.50 54.18 B
3.90 1.50 54.18 B
4.00 1.50 54.18 B
4.10 1.50 54.18 B
4.20 1.50 54.18 B
4.30 1.50 54.18 B
4.40 1.50 54.18 B
4.50 1.50 54.18 B
4.60 1.50 54.18 B
4.70 1.50 54.18 B
4.80 1.50 54.18 B
4.90 1.50 54.18 B
5.00 1.50 54.18 B
Notes: Hammer Mass 63.5 kg
Fall Height 0.76 m
Cone Area 0.0019 m2
Etheor 473 J
Energy Ratio 0.76
Anvil Mass 1 kg
Rod Mass 8.79 kg/m
ASHDOWN SITE INVESTIGATION LTD
Dynamic Probe Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
WS01
No further progress below 1.50m depth - hammer bouncing.
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
2.20
2.40
2.60
2.80
3.00
3.20
3.40
3.60
3.80
4.00
4.20
4.40
4.60
4.80
5.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00
De
pth
(m
bgl
)
Dynamic Point Resistance (MPa)
SITE Report Ref. R17-12083
Test Location Reference
Depth
(mbgl)
Blows (per
100mm)
Average
Penetration
per Blow
(m)
Unit Point
Resistance
(MPa)
Dynamic
Point
Resistance
(MPa)
Depth Dynamic
Point
Resistance
(MPa)
0.10 1 0.10 1.89 1.84 0.10 1.84 P
0.20 2 0.05 3.79 3.63 0.20 3.63 P
0.30 2 0.05 3.79 3.58 0.30 3.58 P
0.40 2 0.05 3.79 3.54 0.40 3.54 P
0.50 2 0.05 3.79 3.49 0.50 3.49 P
0.60 2 0.05 3.79 3.45 0.60 3.45 P
0.70 2 0.05 3.79 3.40 0.70 3.40 P
0.80 3 0.03 5.68 5.04 0.80 5.04 P
0.90 10 0.01 18.94 16.61 0.90 16.61 P
1.00 17 0.01 32.19 27.89 1.00 27.89 P
1.10 17 0.01 32.19 27.56 1.10 27.56 P
1.20 20 0.01 37.87 32.05 1.20 32.05 P
1.30 21 0.00 39.77 33.26 1.30 33.26 P
1.40 19 0.01 35.98 29.75 1.40 29.75 P
1.50 12 0.01 22.72 18.58 1.50 18.58 P
1.60 17 0.01 32.19 26.02 1.60 26.02 P
1.70 23 0.00 43.56 34.82 1.70 34.82 P
1.80 25 0.00 47.34 37.43 1.80 37.43 P
1.90 29 0.00 54.92 42.95 1.90 42.95 P
2.00 33 0.00 62.49 48.35 2.00 48.35 P
2.10 35 0.00 66.28 50.74 2.10 50.74 P
2.20 2.10 50.74 B
2.30 2.10 50.74 B
2.40 2.10 50.74 B
2.50 2.10 50.74 B
2.60 2.10 50.74 B
2.70 2.10 50.74 B
2.80 2.10 50.74 B
2.90 2.10 50.74 B
3.00 2.10 50.74 B
3.10 2.10 50.74 B
3.20 2.10 50.74 B
3.30 2.10 50.74 B
3.40 2.10 50.74 B
3.50 2.10 50.74 B
3.60 2.10 50.74 B
3.70 2.10 50.74 B
3.80 2.10 50.74 B
3.90 2.10 50.74 B
4.00 2.10 50.74 B
4.10 2.10 50.74 B
4.20 2.10 50.74 B
4.30 2.10 50.74 B
4.40 2.10 50.74 B
4.50 2.10 50.74 B
4.60 2.10 50.74 B
4.70 2.10 50.74 B
4.80 2.10 50.74 B
4.90 2.10 50.74 B
5.00 2.10 50.74 B
Notes: Hammer Mass 63.5 kg
Fall Height 0.76 m
Cone Area 0.0019 m2
Etheor 473 J
Energy Ratio 0.76
Anvil Mass 1 kg
Rod Mass 8.79 kg/m
ASHDOWN SITE INVESTIGATION LTD
Dynamic Probe Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
WS02
No further progress below 2.10m depth - hammer bouncing.
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
2.20
2.40
2.60
2.80
3.00
3.20
3.40
3.60
3.80
4.00
4.20
4.40
4.60
4.80
5.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00
De
pth
(m
bgl
)
Dynamic Point Resistance (MPa)
SITE Report Ref. R17-12083
Test Location Reference
Depth
(mbgl)
Blows (per
100mm)
Average
Penetration
per Blow
(m)
Unit Point
Resistance
(MPa)
Dynamic
Point
Resistance
(MPa)
Depth Dynamic
Point
Resistance
(MPa)
0.10 2 0.05 3.79 3.68 0.10 3.68 P
0.20 2 0.05 3.79 3.63 0.20 3.63 P
0.30 1 0.10 1.89 1.79 0.30 1.79 P
0.40 1 0.10 1.89 1.77 0.40 1.77 P
0.50 1 0.10 1.89 1.75 0.50 1.75 P
0.60 1 0.10 1.89 1.72 0.60 1.72 P
0.70 1 0.10 1.89 1.70 0.70 1.70 P
0.80 1 0.10 1.89 1.68 0.80 1.68 P
0.90 2 0.05 3.79 3.32 0.90 3.32 P
1.00 2 0.05 3.79 3.28 1.00 3.28 P
1.10 6 0.02 11.36 9.73 1.10 9.73 P
1.20 12 0.01 22.72 19.23 1.20 19.23 P
1.30 12 0.01 22.72 19.01 1.30 19.01 P
1.40 18 0.01 34.09 28.18 1.40 28.18 P
1.50 23 0.00 43.56 35.61 1.50 35.61 P
1.60 15 0.01 28.41 22.96 1.60 22.96 P
1.70 20 0.01 37.87 30.28 1.70 30.28 P
1.80 19 0.01 35.98 28.45 1.80 28.45 P
1.90 24 0.00 45.45 35.55 1.90 35.55 P
2.00 19 0.01 35.98 27.84 2.00 27.84 P
2.10 17 0.01 32.19 24.65 2.10 24.65 P
2.20 6 0.02 11.36 8.61 2.20 8.61 P
2.30 6 0.02 11.36 8.52 2.30 8.52 P
2.40 10 0.01 18.94 14.05 2.40 14.05 P
2.50 35 0.00 66.28 48.68 2.50 48.68 P
2.60 2.50 48.68 B
2.70 2.50 48.68 B
2.80 2.50 48.68 B
2.90 2.50 48.68 B
3.00 2.50 48.68 B
3.10 2.50 48.68 B
3.20 2.50 48.68 B
3.30 2.50 48.68 B
3.40 2.50 48.68 B
3.50 2.50 48.68 B
3.60 2.50 48.68 B
3.70 2.50 48.68 B
3.80 2.50 48.68 B
3.90 2.50 48.68 B
4.00 2.50 48.68 B
4.10 2.50 48.68 B
4.20 2.50 48.68 B
4.30 2.50 48.68 B
4.40 2.50 48.68 B
4.50 2.50 48.68 B
4.60 2.50 48.68 B
4.70 2.50 48.68 B
4.80 2.50 48.68 B
4.90 2.50 48.68 B
5.00 2.50 48.68 B
Notes: Hammer Mass 63.5 kg
Fall Height 0.76 m
Cone Area 0.0019 m2
Etheor 473 J
Energy Ratio 0.76
Anvil Mass 1 kg
Rod Mass 8.79 kg/m
ASHDOWN SITE INVESTIGATION LTD
Dynamic Probe Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
WS03
No further progress below 2.50m depth - hammer bouncing.
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
2.20
2.40
2.60
2.80
3.00
3.20
3.40
3.60
3.80
4.00
4.20
4.40
4.60
4.80
5.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00
De
pth
(m
bgl
)
Dynamic Point Resistance (MPa)
SITE Report Ref. R17-12083
Test Location Reference
Depth
(mbgl)
Blows (per
100mm)
Average
Penetration
per Blow
(m)
Unit Point
Resistance
(MPa)
Dynamic
Point
Resistance
(MPa)
Depth Dynamic
Point
Resistance
(MPa)
0.10 0.20 1.81 T
0.20 1 0.10 1.89 1.81 0.20 1.81 P
0.30 2 0.05 3.79 3.58 0.30 3.58 P
0.40 2 0.05 3.79 3.54 0.40 3.54 P
0.50 2 0.05 3.79 3.49 0.50 3.49 P
0.60 2 0.05 3.79 3.45 0.60 3.45 P
0.70 2 0.05 3.79 3.40 0.70 3.40 P
0.80 1 0.10 1.89 1.68 0.80 1.68 P
0.90 1 0.10 1.89 1.66 0.90 1.66 P
1.00 2 0.05 3.79 3.28 1.00 3.28 P
1.10 3 0.03 5.68 4.86 1.10 4.86 P
1.20 4 0.03 7.57 6.41 1.20 6.41 P
1.30 10 0.01 18.94 15.84 1.30 15.84 P
1.40 10 0.01 18.94 15.66 1.40 15.66 P
1.50 20 0.01 37.87 30.96 1.50 30.96 P
1.60 22 0.00 41.66 33.68 1.60 33.68 P
1.70 17 0.01 32.19 25.74 1.70 25.74 P
1.80 16 0.01 30.30 23.96 1.80 23.96 P
1.90 20 0.01 37.87 29.62 1.90 29.62 P
2.00 26 0.00 49.24 38.10 2.00 38.10 P
2.10 22 0.00 41.66 31.89 2.10 31.89 P
2.20 23 0.00 43.56 32.99 2.20 32.99 P
2.30 14 0.01 26.51 19.87 2.30 19.87 P
2.40 9 0.01 17.04 12.65 2.40 12.65 P
2.50 8 0.01 15.15 11.13 2.50 11.13 P
2.60 10 0.01 18.94 13.77 2.60 13.77 P
2.70 8 0.01 15.15 10.90 2.70 10.90 P
2.80 27 0.00 51.13 36.44 2.80 36.44 P
2.90 32 0.00 60.60 42.77 2.90 42.77 P
3.00 2.90 42.77 B
3.10 2.90 42.77 B
3.20 2.90 42.77 B
3.30 2.90 42.77 B
3.40 2.90 42.77 B
3.50 2.90 42.77 B
3.60 2.90 42.77 B
3.70 2.90 42.77 B
3.80 2.90 42.77 B
3.90 2.90 42.77 B
4.00 2.90 42.77 B
4.10 2.90 42.77 B
4.20 2.90 42.77 B
4.30 2.90 42.77 B
4.40 2.90 42.77 B
4.50 2.90 42.77 B
4.60 2.90 42.77 B
4.70 2.90 42.77 B
4.80 2.90 42.77 B
4.90 2.90 42.77 B
5.00 2.90 42.77 B
Notes: Hammer Mass 63.5 kg
Fall Height 0.76 m
Cone Area 0.0019 m2
Etheor 473 J
Energy Ratio 0.76
Anvil Mass 1 kg
Rod Mass 8.79 kg/m
ASHDOWN SITE INVESTIGATION LTD
Dynamic Probe Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
WS04
No further progress below 2.90m depth - hammer bouncing.
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
2.20
2.40
2.60
2.80
3.00
3.20
3.40
3.60
3.80
4.00
4.20
4.40
4.60
4.80
5.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00
De
pth
(m
bgl
)
Dynamic Point Resistance (MPa)
SITE Report Ref. R17-12083
Test Location Reference WS01
Depth of Start of Test (mbgl) 0.00
No. Blows Total
Blows
Reading
(mm)
Depth
(mbgl)
DCP Zero Reading 70 0.00
1 1 100 0.03 8 0.02 8
1 2 140 0.07 6 0.05 6
1 3 180 0.11 6 0.09 6
1 4 210 0.14 8 0.13 8
1 5 250 0.18 6 0.16 6
1 6 280 0.21 8 0.20 8
1 7 320 0.25 6 0.23 6
1 8 370 0.30 5 0.28 5
1 9 400 0.33 8 0.32 8
1 10 450 0.38 5 0.36 5
1 11 480 0.41 8 0.40 8
1 12 520 0.45 6 0.43 6
1 13 560 0.49 6 0.47 6
1 14 620 0.55 4 0.52 4
1 15 640 0.57 13 0.56 13
1 16 670 0.60 8 0.59 8
2 18 700 0.63 17 0.62 17
2 20 760 0.69 8 0.66 8
2 22 800 0.73 13 0.71 13
2 24 840 0.77 13 0.75 13
2 26 880 0.81 13 0.79 13
2 28 900 0.83 26 0.82 26
2 30 930 0.86 17 0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
0.85 17
Notes: CBR Value calculated in accordance with the TRRL equation given in TRL Road Note 8.
AverageD
epth
(mbgl)
CBR%CBR%
ASHDOWN SITE INVESTIGATION LTD
TRL Dynamic Cone Penetrometer Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
0 20 40 60 80 100 120
De
pth
(m
bgl
)
CBR (%)
SITE Report Ref. R17-12083
Test Location Reference WS02
Depth of Start of Test (mbgl) 0.00
No. Blows Total
Blows
Reading
(mm)
Depth
(mbgl)
DCP Zero Reading 70 0.00
1 1 120 0.05 5 0.03 5
1 2 160 0.09 6 0.07 6
1 3 210 0.14 5 0.12 5
1 4 250 0.18 6 0.16 6
1 5 290 0.22 6 0.20 6
1 6 320 0.25 8 0.24 8
1 7 360 0.29 6 0.27 6
1 8 390 0.32 8 0.31 8
1 9 420 0.35 8 0.34 8
1 10 470 0.40 5 0.38 5
2 12 500 0.43 17 0.42 17
2 14 540 0.47 13 0.45 13
2 16 580 0.51 13 0.49 13
2 18 620 0.55 13 0.53 13
2 20 670 0.60 10 0.58 10
2 22 720 0.65 10 0.63 10
2 24 760 0.69 13 0.67 13
2 26 780 0.71 26 0.70 26
2 28 800 0.73 26 0.72 26
2 30 830 0.76 17 0.75 17
2 32 870 0.80 13 0.78 13
2 34 900 0.83 17 0.82 17
2 36 910 0.84 55 0.84 55
2 38 920 0.85 55 0.85 55
3 41 960 0.89 20 0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
0.87 20
Notes: CBR Value calculated in accordance with the TRRL equation given in TRL Road Note 8.
ASHDOWN SITE INVESTIGATION LTD
TRL Dynamic Cone Penetrometer Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
CBR% AverageD
epth
(mbgl)
CBR%
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
0 20 40 60 80 100 120
De
pth
(m
bgl
)
CBR (%)
SITE Report Ref. R17-12083
Test Location Reference WS03
Depth of Start of Test (mbgl) 0.00
No. Blows Total
Blows
Reading
(mm)
Depth
(mbgl)
DCP Zero Reading 60 0.00
1 1 120 0.06 4 0.03 4
1 2 180 0.12 4 0.09 4
1 3 250 0.19 3 0.16 3
1 4 260 0.20 26 0.20 26
1 5 290 0.23 8 0.22 8
1 6 320 0.26 8 0.25 8
1 7 350 0.29 8 0.28 8
1 8 410 0.35 4 0.32 4
1 9 480 0.42 3 0.39 3
1 10 540 0.48 4 0.45 4
1 11 620 0.56 3 0.52 3
1 12 780 0.72 1 0.64 1
1 13 850 0.79 3 0.76 3
1 14 890 0.83 6 0.81 6
1 15 900 0.84 26 0.84 26
1 16 970 0.91 3 0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
0.88 3
Notes: CBR Value calculated in accordance with the TRRL equation given in TRL Road Note 8.
ASHDOWN SITE INVESTIGATION LTD
TRL Dynamic Cone Penetrometer Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
CBR% AverageD
epth
(mbgl)
CBR%
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
0 20 40 60 80 100 120
De
pth
(m
bgl
)
CBR (%)
SITE Report Ref. R17-12083
Test Location Reference WS04
Depth of Start of Test (mbgl) 0.00
No. Blows Total
Blows
Reading
(mm)
Depth
(mbgl)
DCP Zero Reading 60 0.00
1 1 90 0.03 8 0.02 8
1 2 110 0.05 13 0.04 13
1 3 140 0.08 8 0.07 8
1 4 170 0.11 8 0.10 8
1 5 200 0.14 8 0.13 8
1 6 240 0.18 6 0.16 6
1 7 270 0.21 8 0.20 8
1 8 340 0.28 3 0.25 3
1 9 370 0.31 8 0.30 8
1 10 420 0.36 5 0.34 5
1 11 490 0.43 3 0.40 3
1 12 530 0.47 6 0.45 6
1 13 560 0.50 8 0.49 8
1 14 610 0.55 5 0.53 5
1 15 650 0.59 6 0.57 6
1 16 780 0.72 2 0.66 2
1 17 860 0.80 3 0.76 3
1 18 930 0.87 3 0.84 3
1 19 970 0.91 6 0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
0.89 6
Notes: CBR Value calculated in accordance with the TRRL equation given in TRL Road Note 8.
ASHDOWN SITE INVESTIGATION LTD
TRL Dynamic Cone Penetrometer Record
Ninfield CE Primary School, Church Lane, Battle, East Sussex
CBR% AverageD
epth
(mbgl)
CBR%
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
0 20 40 60 80 100 120
De
pth
(m
bgl
)
CBR (%)
ASHDOWN SITE INVESTIGATION LIMITED
Site: Ninfield CE Primary School, Church Lane, Battle, East
Sussex
Report No.:
Sheet No.: R17-12083
1 of 1
SUMMARY OF BOREHOLE FALLING HEAD SOAKAGE TEST
RESULTS
WS02 WS03
Time
(mins) Depth to
water
(m bgl)
Time
(mins) Depth to
water
(m bgl) 0 0.00 0 0.09
1 0.02 1 0.10
2 0.02 2 0.12
3 0.03 3 0.13
4 0.03 5 0.15
5 0.05 10 0.22
15 0.08 20 0.23
25 0.09 30 0.23
35 0.15 40 0.28
65 0.18 70 0.28
80 0.19 85 0.29
95 0.27 100 0.30
125 0.32 130 0.30
140 0.32
165 0.32
Borehole
Depth
(m bgl) 1.80
Borehole
Depth
(m bgl) 1.60
Casing
Depth
(m bgl) 1.00
Casing
Depth
(m bgl) 1.00
Borehole
Diameter (mm)
79.00 Borehole
Diameter (mm)
79.00
Casing
Diameter
(mm) 105.00
Casing
Diameter
(mm) 105.00
Notes: bgl – below ground level.
R17-12083
APPENDIX B
Geotechnical Laboratory Testing Notes Geotechnical Test Results
Contamination Test Results
Page 1 of 2
GEOTECHNICAL LABORATORY TESTING NOTES
1 Soil Description Description and classification of soils has been carried out using as a general basis the British Standard Geotechnical investigation and testing – Identification and classification of soil, Part 1 Identification and description (BS EN ISO 14688-1:2002+A1:2013) and Part 2 Principles of classification (BS EN 14688-2:2004 +A1:2013) as well as the BS5930:2015 code of Practice for Ground Investigations.
2 Index Tests Index (Atterberg Limit) tests are undertaken on samples of fine grained soils provide the primary information for the classification of fine grained soils. Fine grained soil is tested to determine its liquid and plastic limits, which are moisture contents that define boundaries between material consistency states. These tests are used to evaluate indices used for soil identification and to help determine the shrinkage and swelling characteristics of the soil under conditions of changing moisture content. The tests are carried out in accordance with BS1377: Part 2: 1990 + A1:1996 Classification tests. The consistency index is derived from the Index Tests and is summarized in the following table. These divisions may be approximate, particularly for low plasticity soils. The consistency recorded on the soil classification summary is derived from the consistency index.
Consistency Consistency Index
Very Soft <0.25
Soft 0.25 to 0.50
Firm 0.50 to 0.75
Stiff 0.75 to 1.00
Very Stiff >1.00
3 Particle Size Distribution Tests Sieve analyses are carried out soil samples to establish their particle size distribution that can assist in the assessment of the permeability and classification of granular soils. The tests are carried out in accordance with BS1377: Part 2: 1990 + A1:1996 Classification tests.
4 Natural Moisture/ Saturated Moisture Content Determination of Chalk The results of natural moisture or saturated moisture content tests of disturbed samples of chalk are used to assist in the classification of the chalk to determine key geotechnical parameters of strength, density and crushing properties. The tests are carried out in accordance with BS1377: Part 2: 1990 + A1:1996 Classification tests.
5 Soil Suction Testing Soil suction tests are undertaken for the determination of the state of desiccation in clay soils. The testing is carried out in accordance with the Building Research Establishment Information Paper IP4/93, dated February 1993.
6 Triaxial Compression Tests Undrained triaxial compression tests are carried out on undisturbed samples of cohesive soil in order to assist in the determination of the undrained shear strength of the soil. The results of moisture content and density determinations are also included. The tests are carried out in accordance with BS1377: Part 7: 1990 + A1:1994 Shear strength tests (total stress).
Page 2 of 2
7 Shear Vane and Hand Penetrometer Testing Undisturbed samples are tested in the laboratory using a Geonor Hand Shear Vane for the determination of their undrained shear strength. The vane tests are carried out in general accordance with BS1377: Part 7: 1990 + A1:1994 Shear strength tests (total stress).
8 One Dimensional Consolidation Tests One-dimensional consolidation tests are performed on undisturbed soil samples to ascertain their settlement characteristics. The tests are carried out in accordance with BS1377: Part 5: 1990 + A1:1994 Compressibility, Permeability and Durability tests.
9 Dry Density / Moisture Content Relationship (Compaction) Testing Compaction testing for the determination of the dry density / moisture content relationship is carried out on using either a 2.5kg, 4.5kg hammer or a vibrating hammer. The tests are carried out in accordance with the British Standard BS1377: Part 4: 1990 + A1 & A2:2002 Compaction-related tests.
10 California Bearing Ratio The soil is usually compacted at the as dug “natural” moisture content and often at moisture contents around the natural moisture content. The California bearing ratio is determined in accordance with the British Standard BS1377: Part 4: 1990 + A1 & A2:2002 Compaction related tests.
11 Chemical Testing Soil samples are tested for their concentration of water soluble sulphate and pH for use in concrete mix design. Water samples are tested for total sulphate concentration and pH value. Where a water soluble sulphate content in soils or a total sulphate content in groundwater exceeds 3000mg/l SO4 the magnesium sulphate content of the samples is required to be determined (BRE Special Digest 1:2005).
WS01 1.20 17 NP 70
WS02 1.80 15 25 21 4 ML 2.50* 40
WS03 0.80 17 27 22 5 ML 2.00* 97
WS04 1.50 12 26 20 6 CL 2.33* 84
Test Method: Classification Tests BS1377: Part 2: 1990: Method 4.4, 5.3 and 5.4 Sheet No. 1
* Consistency index based on natural moisture content and not the equivalent moisture content.
Very stiff orange grey slightly gravelly clayey
SILT with few fine roots. Gravel is fine to coarse
siltstone.
Light orange brown slightly gravelly slightly
sandy SILT. Gravel is fine to coarse weakly
cemented sandstone. (Unable to perform plastic
limit test and liner shrinkage of 0.4% infers non-
plastic)
Very stiff grey brown slightly sandy gravelly silty
CLAY. Gravel is weakly cemented sandstone.
Very stiff orange grey mottled light grey clayey
SILT with rare fine to medium siltstone shale.
Cons.
Index
(Ic )
%
passing
425 µm
sieve
Visual Description of SampleWl
%
Wp
%
Ip
%
BH/TP
No.
Depth
(m)
Nat.
Moist.
Cont.
(w %)
Equiv.
Moist.
Cont.
(wa %)
Atterberg Limits
Class'n
ASHDOWN SITE INVESTIGATION LIMITED
Soil Classification Summary
Site Name: Ninfield CE Primary School, Church Lane, Battle, East Sussex Job No: R17-12083
Unit A2
Windmill Road
Ponswood Industrial Estate
St Leonards on Sea
East Sussex
TN38 9BY
Telephone: (01424) 718618
Facsimile: (01424) 729911
Analytical Report Number: 17-11805
Issue: 1
Date of Issue: 02/05/2017
Contact: David Harris
Customer Details: Ashdown Site Investigation Ltd
The Old Dairy
Swanborough Farm
Lewes
East SussexBN7 3PF
Quotation No: Q15-00267
Order No: P17-4773
Customer Reference: R17-12083
Date Received: 25/04/2017
Date Approved: 02/05/2017
Details: Ninfield CE Primary School, Church Lane, Battle, East Sussex
Approved by:
John Wilson, Operations Manager
THE ENVIRONMENTAL LABORATORY LTD
Any comments, opinions or interpretations expressed herein are outside the scope of UKAS accreditation (Accreditation Number 2683
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 1 of 5
Sample SummaryReport No.: 17-11805
Elab No. Client's Ref. Date Sampled Date ScheduledDescription Deviations
97390 WS02 0.80 24/04/2017 25/04/2017 Loamy sand
97391 WS04 1.90 24/04/2017 25/04/2017 Loamy sand
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 2 of 5
2
Results SummaryReport No.: 17-11805
97390 97391
SOIL SOIL
WS02 WS04
0.80 1.90
24/04/2017 24/04/2017
Determinand Codes Units LOD
Water Soluble Sulphate M g/l 0.02 0.03 0.03
pH M pH units 0.1 6.7 7.3
Sampling Date
Anions
Miscellaneous
ELAB Reference
Customer Reference
Sample ID
Sample Type
Sample Location
Sample Depth (m)
Page 3 of 5Tests marked N are not UKAS accredited.
The Environmental Laboratory Ltd. Reg. No. 3882193
Method SummaryReport No.: 17-11805
Parameter CodesAnalysis Undertaken
On
Date
Tested
Method
NumberTechnique
pH M Air dried sample 28/04/2017 113 Electromeric
Water soluble anions M Air dried sample 28/04/2017 172 Ion Chromatography
Soil
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 4 of 5
Report No.: 17-11805
Key
U hold UKAS accreditation
M hold MCERTS and UKAS accreditation
N do not currently hold UKAS accreditation
^ MCERTS accreditation not applicable for sample matrix
* UKAS accreditation not applicable for sample matrix
S Subcontracted to approved laboratory UKAS Accredited for the test
SM Subcontracted to approved laboratory MCERTS/UKAS Accredited for the test
I/S Insufficient Sample
U/S Unsuitable sample
n/t Not tested
< means "less than"
> means "greater than"
Soil sample results are expressed on an air dried basis (dried at < 30°C)
Comments or interpretations are beyond the scope of UKAS accreditation
The results relate only to the items tested
PCB congener results may include any coeluting PCBs
Uncertainty of measurement for the determinands tested are available upon request
Deviation Codes
a No date of sampling supplied
b No time of sampling supplied (Waters Only)
c Sample not received in appropriate containers
d Sample not received in cooled condition
e The container has been incorrectly filled
f Sample age exceeds stability time (sampling to receipt)
g Sample age exceeds stability time (sampling to analysis)
Where a sample has a deviation code, the applicable test result may be invalid.
Sample Retention and Disposal
All soil samples will be retained for a period of one month
All water samples will be retained for 7 days following the date of the test report
Charges may apply to extended sample storage
Report Information
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 5 of 5
Unit A2
Windmill Road
Ponswood Industrial Estate
St Leonards on Sea
East Sussex
TN38 9BY
Telephone: (01424) 718618
Facsimile: (01424) 729911
Analytical Report Number: 17-11804
Issue: 1
Date of Issue: 02/05/2017
Contact: David Harris
Customer Details: Ashdown Site Investigation Ltd
The Old Dairy
Swanborough Farm
Lewes
East SussexBN7 3PF
Quotation No: Q15-00267
Order No: P17-4772
Customer Reference: R17-12083
Date Received: 25/04/2017
Date Approved: 02/05/2017
Details: Ninfield CE Primary School, Church Lane, Battle, East Sussex
Approved by:
John Wilson, Operations Manager
THE ENVIRONMENTAL LABORATORY LTD
Any comments, opinions or interpretations expressed herein are outside the scope of UKAS accreditation (Accreditation Number 2683
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 1 of 6
Sample SummaryReport No.: 17-11804
Elab No. Client's Ref. Date Sampled Date ScheduledDescription Deviations
97386 WS01 0.15 24/04/2017 25/04/2017 Sandy silty loam
97387 WS02 0.30 24/04/2017 25/04/2017 Sandy silty loam
97388 WS03 0.50 24/04/2017 25/04/2017 Sandy silty loam
97389 WS04 0.50 24/04/2017 25/04/2017 Sandy silty loam
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 2 of 6
4
Results SummaryReport No.: 17-11804
97386 97387 97388 97389
SOIL SOIL SOIL SOIL
WS01 WS02 WS03 WS04
0.15 0.30 0.50 0.50
24/04/2017 24/04/2017 24/04/2017 24/04/2017
Determinand Codes Units LOD
Arsenic M mg/kg 1 6.4 6.2 6.4 6.8
Cadmium M mg/kg 0.5 < 0.5 < 0.5 < 0.5 < 0.5
Chromium M mg/kg 5 11.0 12.5 16.5 13.6
Copper M mg/kg 5 13.8 11.8 17.9 19.1
Lead M mg/kg 5 23.6 29.0 27.4 49.6
Mercury M mg/kg 0.5 < 0.5 < 0.5 < 0.5 < 0.5
Nickel M mg/kg 5 < 5.0 < 5.0 7.8 5.4
Selenium M mg/kg 1 < 1.0 < 1.0 < 1.0 < 1.0
Zinc M mg/kg 5 25.3 38.8 40.4 58.2
Hexavalent Chromium N mg/kg 0.8 < 0.8 < 0.8 < 0.8 < 0.8
Water Soluble Boron N mg/kg 0.5 < 0.5 < 0.5 < 0.5 < 0.5
pH M pH units 0.1 6.6 6.0 5.9 6.7
Soil Organic Matter U % 0.1 1.7 2.0 2.2 2.3
>C8-C10 BCB N mg/kg 1 < 1.0 < 1.0 < 1.0 < 1.0
>C10-C12 BCB N mg/kg 1 < 1.0 < 1.0 < 1.0 < 1.0
>C12-C16 BCB N mg/kg 1 < 1.0 < 1.0 < 1.0 < 1.0
>C16-C21 BCB N mg/kg 1 < 1.0 < 1.0 < 1.0 < 1.0
>C21-C35 BCB N mg/kg 1 < 1.0 < 1.0 < 1.0 8.7
>C35-C40 BCB N mg/kg 1 < 1.0 < 1.0 < 1.0 2.9
Total (>C8-C40) BCB N mg/kg 1 < 1.0 < 1.0 < 1.0 11.6
Naphthalene M mg/kg 0.1 < 0.1 < 0.1 < 0.1 < 0.1
Acenaphthylene M mg/kg 0.1 < 0.1 < 0.1 < 0.1 < 0.1
Acenaphthene M mg/kg 0.1 < 0.1 < 0.1 < 0.1 < 0.1
Fluorene M mg/kg 0.1 < 0.1 < 0.1 < 0.1 < 0.1
Phenanthrene M mg/kg 0.1 < 0.1 < 0.1 < 0.1 < 0.1
Anthracene M mg/kg 0.1 < 0.1 < 0.1 < 0.1 < 0.1
Fluoranthene M mg/kg 0.1 < 0.1 0.4 < 0.1 0.2
Pyrene M mg/kg 0.1 < 0.1 0.5 < 0.1 0.2
Benzo(a)anthracene M mg/kg 0.1 < 0.1 0.2 < 0.1 0.1
Chrysene M mg/kg 0.1 < 0.1 0.3 < 0.1 0.2
Benzo (b) fluoranthene M mg/kg 0.1 < 0.1 0.2 < 0.1 0.1
Benzo(k)fluoranthene M mg/kg 0.1 < 0.1 0.3 < 0.1 0.2
Benzo (a) pyrene M mg/kg 0.1 < 0.1 0.3 < 0.1 0.1
Indeno (1,2,3-cd) pyrene M mg/kg 0.1 < 0.1 0.3 < 0.1 0.1
Dibenzo(a,h)anthracene M mg/kg 0.1 < 0.1 0.1 < 0.1 < 0.1
Benzo[g,h,i]perylene M mg/kg 0.1 < 0.1 0.2 < 0.1 0.1
Total PAH(16) M mg/kg 0.4 < 0.4 3.0 < 0.4 1.6
Polyaromatic hydrocarbons
Sampling Date
Metals
Inorganics
Miscellaneous
Organics
ELAB Reference
Customer Reference
Sample ID
Sample Type
Sample Location
Sample Depth (m)
Page 3 of 6Tests marked N are not UKAS accredited.
The Environmental Laboratory Ltd. Reg. No. 3882193
Unit A2, Windmill Road, Ponswood Industrial Estate, St Leonards on Sea, East Sussex, TN38 9BY
Tel: +44 (0)1424 718618, Email: [email protected], Web: www.elab-uk.co.uk
Results SummaryReport No.: 17-11804
Asbestos Results
Elab No.Depth (m) Clients Reference Description of Sample Matrix # Asbestos Identification Gravimetric
Analysis Total
(%)
Gravimetric
Analysis by ACM
Type (%)
Free Fibre
Analysis
(%)
Total
Asbestos
(%)
97386 0.15 WS01 Brown soil No asbestos detected n/t n/t n/t n/t
97387 0.30 WS02 Brown soil No asbestos detected n/t n/t n/t n/t
97388 0.50 WS03 Brown soil No asbestos detected n/t n/t n/t n/t
97389 0.50 WS04 Brown soil No asbestos detected n/t n/t n/t n/t
Analytical result only applies to the sample as submitted by the client. Any comments, opinions or interpretations (marked #)
in this report are outside UKAS accreditation (Accreditation No2683). They are subjective comments only which must be verified by the client.
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 4 of 6
Method SummaryReport No.: 17-11804
Parameter CodesAnalysis Undertaken
On
Date
Tested
Method
NumberTechnique
Hexavalent chromium N As submitted sample 27/04/2017 110 Colorimetry
pH M Air dried sample 28/04/2017 113 Electromeric
Aqua regia extractable metals M Air dried sample 28/04/2017 118 ICPMS
PAH (GC-FID) M As submitted sample 27/04/2017 133 GC-FID
Water soluble boron N Air dried sample 28/04/2017 202 Colorimetry
Basic carbon banding in soil N As submitted sample 27/04/2017 218 GC-FID
Soil organic matter U Air dried sample 28/04/2017 BS1377:P3 Titrimetry
Asbestos identification U As submitted sample 27/04/2017 PMAN Microscopy
Tests marked N are not UKAS accredited
Soil
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 5 of 6
Report No.: 17-11804
Key
U hold UKAS accreditation
M hold MCERTS and UKAS accreditation
N do not currently hold UKAS accreditation
^ MCERTS accreditation not applicable for sample matrix
* UKAS accreditation not applicable for sample matrix
S Subcontracted to approved laboratory UKAS Accredited for the test
SM Subcontracted to approved laboratory MCERTS/UKAS Accredited for the test
I/S Insufficient Sample
U/S Unsuitable sample
n/t Not tested
< means "less than"
> means "greater than"
Soil sample results are expressed on an air dried basis (dried at < 30°C)
Comments or interpretations are beyond the scope of UKAS accreditation
The results relate only to the items tested
PCB congener results may include any coeluting PCBs
Uncertainty of measurement for the determinands tested are available upon request
Deviation Codes
a No date of sampling supplied
b No time of sampling supplied (Waters Only)
c Sample not received in appropriate containers
d Sample not received in cooled condition
e The container has been incorrectly filled
f Sample age exceeds stability time (sampling to receipt)
g Sample age exceeds stability time (sampling to analysis)
Where a sample has a deviation code, the applicable test result may be invalid.
Sample Retention and Disposal
All soil samples will be retained for a period of one month
All water samples will be retained for 7 days following the date of the test report
Charges may apply to extended sample storage
Report Information
The Environmental Laboratory Ltd. Reg. No. 3882193 Page 6 of 6