Ninfield CE Primary School Church Lane Battle East Sussex … · 2017. 8. 29. · 3.4.1 DPSH Dynamic Probe (Super Heavy) Testing Continuous dynamic probe tests were undertaken adjacent

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



Ground Contamination

Status



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.

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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.

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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

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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.

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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.

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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.

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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.

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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.

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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.

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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

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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.

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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

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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

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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


Sample/ Test Type


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.


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:







Stability:

Notes:



Borehole Diameter:

Made By:

Various

RJ

Standpipe


Sample/ Test Type


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)



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:







Stability:

Notes:



Borehole Diameter:

Made By:

Various

RJ

Standpipe


Sample/ Test Type


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)



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:







Stability:

Notes:



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)



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


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




WS02


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

)




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


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




WS03


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

)




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


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




WS04


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

)



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%


TRL Dynamic Cone Penetrometer Record


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 (%)




No. Blows Total

Blows

Reading

(mm)

Depth

(mbgl)


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





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 (%)




No. Blows Total

Blows

Reading

(mm)

Depth

(mbgl)


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





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 (%)




No. Blows Total

Blows

Reading

(mm)

Depth

(mbgl)


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





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

[email protected]

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

mailto:[email protected]

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


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


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


Unit A2

Windmill Road

Ponswood Industrial Estate

St Leonards on Sea

East Sussex

TN38 9BY

Telephone: (01424) 718618

Facsimile: (01424) 729911

[email protected]

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


mailto:[email protected]

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





4


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


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




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.


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


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


Documents

Ninfield CE Primary School Church Lane Battle East Sussex … · 2017. 8. 29. · 3.4.1 DPSH Dynamic Probe (Super Heavy) Testing Continuous dynamic probe tests were undertaken adjacent