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OS License Number : 100020449
CEDEWAIN SPECIALISTALN SCHOOL
Interpretative Report
for
Powys County Council - SchoolServices
Engineer : Heart of Wales PropertyServices Limited
Project Number PN204159
January 2021
Ground
Investigation
www.geotechnics.co.uk
IssuingOffice
North West OfficeThe Geotechnical CentreUnit 1, Borders Industrial ParkRiver Lane, SaltneyChesterCH4 8RJTel: 01244 [email protected]
Head Office
The Geotechnical Centre
203 Torrington Avenue
Tile Hill
Coventry
CV4 9UT
Tel: 02476 694664
South West Office
The Geotechnical Centre
Unit 5, Orchard Court
Heron Road, Sowton
Exeter
EX2 7NR
Tel: 01392 463110
North East Office
The Geotechnical Centre
Unit 1, Bypass Park Estate
Sherburn-in-Elmet
Leeds
LS25 6EP
Tel: 01977 525030
Geotechnics Limited, Registered in England No. 1757790 at 203 Torrington Avenue, Tile Hill, Coventry CV4 9UT
Ground Investigationfor
Interpretative Report
CEDEWAIN SPECIALIST ALNSCHOOL
forPowys County Council - School Services
Engineer : Project No:
Heart of Wales Property Services Limited PN204159
January 2021
LIST OF CONTENTS
Page No
1.0 INTRODUCTION 1
2.0 OBJECT AND SCOPE OF THE INVESTIGATION 1
3.0 PRESENTATION 1
4.0 THE SITE
4.1 Location 1
4.2 Description 2
5.0 PROCEDURE
5.1 Commissioning 2
5.2 General 2
5.3 Light Weight Deflectometer (LWD) Tests 2
5.4 Trial Pits 2
5.5 Soakaway Tests 3
5.6 Cable Percussion Boreholes 3
5.7 Dynamic Sample Boreholes 3
5.8 Photo-ionisation Detector (PID) Tests 3
5.9 Instrumentation and Monitoring 3
6.0 LABORATORY TESTING
6.1 Geotechnical 4
6.2 BRE SD1 Test Suites 5
6.3 Chemical/Contamination 5
7.0 DESK STUDY
7.1 General 6
7.2 Geology 6
7.3 Site History 6
7.4 Hydrology 6
7.5 Hydrogeology 6
7.6 Environmental Issues 6
8.0 INTERPRETATION
8.1 Ground Conditions and Soil Parameters 7
8.2 Groundwater 10
CO
NT
EN
TS
9.0 EVALUATION
9.1 Proposals 10
9.2 Foundation Design Principles 11
9.3 Earthworks 11
9.4 Foundations Solutions 12
9.5 Ground Floor Slabs 13
9.6 Excavation 13
9.7 Chemical Attack on Buried Concrete 14
9.8 Pavement Design 14
9.9 Soakaway Design 15
10.0 ENVIRONMENTAL ASSESSMENT
10.1 Legal Framework 15
10.2 Proposed Site Use 15
10.3 Conceptual Model 16
10.4 Visual and Olfactory Evidence of Contamination 16
10.5 Soil Testing 16
10.6 Soil Contamination Results and Screening 17
10.7 Leachate Contamination Results and Screening 18
10.8 Aggressive Ground 18
10.9 Gas Results Summary 18
10.10 Groundwater Contamination Results and Screening 20
10.11 Risk Assessment 20
10.12 Conclusions and Recommendations 21
CO
NT
EN
TS
APPENDICES
APPENDIX 1 Site Location Plan
APPENDIX 2 Lightweight Deflectometer (LWD) Test Records
APPENDIX 3 Trial Pit Records
APPENDIX 4 Trial Pit Photographs
APPENDIX 5 Soakaway Test Results
APPENDIX 6 Cable Percussion Borehole Records,
SPT Results Summary Sheets and
SPT Hammer Energy Test Report
APPENDIX 7 Dynamic Sample Borehole Records,
SPT Results Summary Sheets and
SPT Hammer Energy Test Report
APPENDIX 8 Monitoring Results
APPENDIX 9 Laboratory Test Results - Geotechnical
APPENDIX 10 Laboratory Test Results - Chemical/Contamination (Soil)
APPENDIX 11 Laboratory Test Results - Chemical/Contamination (Groundwater)
APPENDIX 12 Laboratory Test Results - Gas Sampling
APPENDIX 13 SPT N-Value and Undrained Shear Strength versus Depth and Elevation Plots
APPENDIX 14 Generic Assessment Criteria (GAC)
APPENDIX 15 Proposed Site Layout Plan
APPENDIX 16 Exploratory Hole Location Plan
APPENDIX 17 Investigation Techniques and General Notes
APPENDIX 18 Environmental Notes - Context and Methodology for Assessment
AP
PE
ND
ICE
S
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 1 of 21
1.0 INTRODUCTION
In October 2019, a Phase 1 Geo-environmental Desk
Study was undertaken by Geotechnics Limited
relating to proposed developments of the existing
Maesyrhandir CP School and Ysgol Cedewain off
Plantation Lane in Newtown, Powys, LD1 6AW. The
findings of the Phase 1 Geo-environmental Desk
Study are presented in a report issued on
18th October 2019 under Geotechnics Limited’s
Project No. PN183917.
Following on from the Phase 1 Geo-environmental
Desk Study, a Phase 2 Geo-environmental Intrusive
Ground Investigation was carried out on the
Cedewain School (Ysgol Cedewain) site.
The Phase 1 Geo-environmental Desk Study and
subsequent Phase 2 Geo-environmental Intrusive
Ground Investigation were carried out to the
instructions of the Engineer, Heart of Wales Property
Services Limited, on behalf of the Client, Powys
County Council - School Services. This report
describes the work undertaken and presents the data
obtained during the Phase 2 Geo-environmental
Intrusive Ground Investigation.
2.0 OBJECT AND SCOPE OF
THE INVESTIGATION
The object of the investigation was to ascertain the
nature and extent of the potential sources of
contamination identified in the Phase 1 Geo-
environmental Desk Study. A further object of the
investigation was to obtain additional information on
the ground and groundwater conditions relating to
the design of the proposed works within the
limitations posed by trial hole numbers, locations,
depths, methods adopted and the scope of approved
in situ and laboratory testing.
The investigation comprised trial pits, cable
percussion boreholes, dynamic sample boreholes, in
situ and laboratory testing and reporting. A
geotechnical and geo-environmental interpretation
and evaluation of the data obtained was also
commissioned.
3.0 PRESENTATION
A description of the site and a summary of the
procedures followed during the investigation process
are presented in Sections 4 to 6. The factual data so
obtained are presented in Appendices 2 to 15 of this
report.
A Phase 1 Geo-environmental Desk Study to seek
information which may already exist about the site, its
history, geology and ground conditions has previously
been carried out by Geotechnics Limited and the
findings are summarised in Section 7 of this report. It
is recommended that the Phase 1 Geo-environmental
Desk Study Report is read in conjunction with this
Phase 2 Geo-environmental Intrusive Ground
Investigation Report in order to obtain a full
understanding of all of the information obtained
relating to the site.
An interpretation of the data obtained is presented in
Section 8 and a geotechnical evaluation of its
significance in relation to proposals available at the
time of preparation of this report in Section 9. An
environmental assessment is presented in Section 10.
Attention is drawn to the General Notes and
Investigation Procedures presented in Appendix 17.
to aid an understanding of the procedures followed
and the context in which the report should be read.
Supplementary Environmental Notes are presented in
Appendix 18.
4.0 THE SITE
4.1 Location
The site comprises the existing Cedewain School,
located off Plantation Lane, within the district of
Maesyrhandir in Newtown, Powys. The approximate
Ordnance Survey National Grid Reference for the
Ground Investigation Interpretative Report
for
CEDEWAIN SPECIALIST Project No: PN204159
ALN SCHOOL January 2021
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 2 of 21
centre of the site is SO 099 903 and an extract from
the relevant 1:50,000 Scale O.S. Map (Sheet No. 136)
is included as Appendix 1.
4.2 Description
The site is irregular in shape, with maximum
dimensions of approximately 280m from east to west,
and 160m from north to south.
The eastern half of the site comprises the Cedewain
School, which consists of a brick-built single storey
main school building with UPVC entrance porch. The
ground levels around parts of the building are higher,
resulting in some cut-slopes (roughly 1m high) around
the edges of the structure. A tarmac-surfaced access
road leads to a car park in front of the main building.
The remainder of the site is mainly occupied by a
series of single storey texture-coated and some
timber lap clad pre-fab classrooms with timber access
ramps and staircases. Some of the pre-fab classrooms
face onto tarmac playing areas and others are
connected by tarmac footpaths. To the south of the
school buildings lies a large open grass field, gently
sloping to the northwest. The school is bounded by
fencing on all sides.
The western half of the site comprises a publicly
accessible playing field immediately adjoining the
school grounds.
The site is surrounded to the north and east by
residential estates, and by industrial and commercial
properties to the south and west.
5.0 PROCEDURE
5.1 Commissioning
The work was awarded following submission of a
proposal for ground investigation of the site in
accordance with the Client’s requirements and the
recommendations of the Phase 1 Geo-environmental
Desk Study.
5.2 General
The procedures followed in this site investigation are
based on BS 5930:2015 – Code of Practice for Site
Investigations and BS 10175:2011+A2:2017 -
Investigation of Potentially Contaminated Sites. The soils
and rocks encountered have been described in
accordance with BS5930:2015 and BS EN ISO 14688-
1:2018 and BS EN ISO 14689:2018.
The Exploratory Hole locations were selected by
Geotechnics Limited and their positions are shown on
the Exploratory Hole Location Plan in Appendix 16.
The co-ordinates and levels shown on the
Exploratory Hole Records were measured using a
Leica Smart Rover GPS survey device. The depths
quoted on the exploratory hole records are in metres
below ground level.
At each exploratory hole location with the exception
of the trial pits an inspection pit was excavated using
hand tools to a depth of 1.20m below ground level to
check for the presence of underground services. Prior
to and on completion of the excavation, the location
was scanned using a cable avoidance tool (CAT).
5.3 Light Weight Deflectometer
(LWD) Tests
Eight (8 No.) in situ lightweight deflectometer (LWD)
tests were carried out at the locations marked on the
Exploratory Hole Location Plan (see Appendix 16)
and numbered LWD1 to LWD8. The tests were each
carried out at a depth of 0.50m below ground level.
The testing was carried out on 30th October 2020.
The tests were carried out using a Prima 100
lightweight deflectometer in accordance with Interim
Advice Note 73/06 Revision 1 (2009). From these
tests a measurement of the Surface Modulus was
obtained from which an estimate of the California
Bearing Ratio was derived.
The LWD results are presented in Appendix 2.
5.4 Trial Pits
Two (2 No.) Trial Pits were excavated to depths of
3.00m (TP1) and 3.50m (TP2) below ground level
using a 6 tonne tracked excavator on 28th and
29th October 2020. This work was supervised on site
by a geotechnical / geo-environmental engineer.
The profiles of strata or other features were
recorded as excavation proceeded and
measurements taken from ground level.
Representative samples were taken, where
appropriate, for laboratory examination and analysis
and in addition, environmental soil samples (ES) were
recovered at the depths indicated on the Trial Pit
Records. Samples were taken directly from excavated
materials deposited at the surface. Groundwater
observations and trench stability notes are included
on the Trial Pit Records, presented in Appendix 3.
Photographs of the pits are presented in Appendix 4.
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 3 of 21
5.5 Soakaway Tests
Three (3 No.) soakaway tests were carried out in
Trial Pits TP1 and TP2 at depths of between 0.26m
and 3.50m below ground level in accordance with the
method given in BRE Digest 365 “Soakaway Design”,
2016. The Digest requires the test to be repeated
three times at each location, however, due to the
slow soakage of the water from the test pits it was
only possible to carry out two tests in Trial Pit TP1
and a single test in Trial Pit TP2. Due to the location
of the Trial Pits within publicly accessible land, it was
not possible to continue the tests overnight. The
results of the tests are presented in Appendix 5.
5.6 Cable Percussion Boreholes
Five (5 No.) 150mm diameter boreholes (numbered
BH1 to BH5) were sunk by Cable Percussion Tool
techniques to depths ranging between 5.50m and
8.00m below ground level. The work was carried out
between 26th and 29th October 2020.
Representative disturbed (D and B) and driven open-
tube thin-walled (UT) samples of the soils
encountered were obtained at regular intervals.
Standard Penetration Tests (SPTs) were undertaken
at the depths indicated on the borehole records in
accordance with BS EN ISO 22476-3:2005+A1:2011
to obtain a measure of the engineering properties of
the proved strata. In addition, environmental soil
samples (ES) were recovered at the depths indicated
on the Cable Percussion Borehole Records,
presented in Appendix 6, together with the SPT
Results Summary sheets and the SPT Hammer Energy
Test Report.
No groundwater was encountered during the drilling
operations. It should be noted that the addition of
water to the borehole as part of the drilling process
may have masked the presence of groundwater in the
borehole. Where water was added it has been noted
on the Borehole Records.
On completion, standpipes were installed in each of
the boreholes (see Section 5.9).
5.7 Dynamic Sample Boreholes
Fifteen (15 No.) Dynamic Sample Boreholes
(numbered WS1 to WS15) were undertaken at the
site to depths ranging between 2.43m and 5.45m
below ground level. The work was carried out
between 26th and 30th October 2020.
The Dynamic Samples were taken using the super-
heavy Dynamic Probe apparatus which drives lined
steel tubes into the ground in 1m lengths. Samples
were retrieved in the plastic liners. The retrieved
liners were split and the recovered soils described
before being sub-sampled into ES, D and B samples as
shown on the Dynamic Sample Borehole Records,
presented in Appendix 7, together with the SPT
Results Summary sheets and the SPT Hammer Energy
Test Report. The holes were not cased and progress
depended on the nature of the strata penetrated.
Standard Penetration Tests (SPTs) were undertaken
at the depths indicated on the borehole records in
accordance with BS EN ISO 22476-3:2005+A1:2011
to obtain a measure of the engineering properties of
the proved strata.
Groundwater observations are included on the
Dynamic Sample Borehole Records where
appropriate and any rise in water level was recorded
over twenty minutes whilst drilling operations were
suspended.
On completion, standpipes were installed in Dynamic
Sample Boreholes WS6, WS7, WS9 and WS12 (see
Section 5.9). The remaining boreholes were backfilled
with bentonite pellets and reinstated with arisings.
5.8 Photo-ionisation Detector
(PID) Tests
Headspace testing of the Environmental Soil samples
taken from the exploratory holes was carried out
using a suitably calibrated ION Tiger hand-held
Volatile Organic Compound (VOC) detector (PID)
Monitor fitted with a 10.6eV UV lamp. The results of
the PID tests are presented on the exploratory hole
records with the concentrations of VOCs recorded
in parts per million.
5.9 Instrumentation and
Monitoring
Long-term monitoring of the gas and groundwater
levels was made possible by the installation of
standpipes as follows:
Exploratory
Hole
Standpipe
Slotted Pipe & Filter Zone
(m)
BH1 2.60 to 5.45
BH2 1.00 to 2.70
BH3 1.00 to 6.00
BH4 1.00 to 7.90
BH5 2.00 to 6.60
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 4 of 21
Exploratory
Hole
Standpipe
Slotted Pipe & Filter Zone
(m)
WS6 1.00 to 5.00
WS7 0.30 to 0.80
WS9 0.70 to 1.70
WS12 0.30 to 0.80
Monitoring of the gas and groundwater levels at the
site commenced on 5th November 2020 with further
visits on 18th November and 3rd December 2020.
On each of the monitoring visits a record of the
groundwater level in the standpipes was obtained.
On 3rd December 2020, where water was recorded,
samples were obtained (where possible) following
purging of water in the standpipes. The following
parameters were recorded using a multi-parameter
flow cell during low-flow purging which continued
until such time as the parameters reached a steady
level.
Temperature (°C)
Electrical Conductivity (mS/cm)
pH
Redox Potential (mV)
Dissolved Oxygen Concentration (%)
In addition to the groundwater levels, the following
parameters were measured and recorded in each
standpipe using a Geotechnical Instruments Limited
GA5000 Gas Analyser:
Concentrations (% Vol) of CH4, O2, CO2,
along with (ppm) H2S, CO
Flow Rate
Barometric Pressure
The results of the monitoring are presented in
Appendix 8.
6.0 LABORATORY TESTING
6.1 Geotechnical
The laboratory testing schedule was formulated by
Geotechnics Limited. Unless otherwise stated, the
tests were carried out in Geotechnics Limited's UKAS
accredited Laboratory (Testing No. 1365) and were
undertaken in accordance with the appropriate
Standards as indicated below and on the Laboratory
Test Certificate in Appendix 9. Any descriptions,
opinions and interpretations are outside the scope of
UKAS accreditation.
The tests undertaken can be summarised as follows:
BS EN ISO 17892-1:2014
22 No. Water Content Determination
BS EN ISO 17892-2:2014
1 No. Bulk Density Determination
BS EN ISO 17892-4:2016
5 No. Particle Size Distribution
Determination – Sieving
Method
5 No. Particle Size Distribution
Determination – Pipette
Method
BS EN ISO 17892-5:2017
4 No. Incremental Loading
Oedometer Test
BS EN ISO 17892-8:2018
2 No. Unconsolidated Undrained
Triaxial Test
BS EN ISO 17892-12:2018
12 No. Determination of Liquid and
Plastic Limits
BS 1377:1990
Test No. Test Description
Part 4
3.3 2 No. Dry Density/Moisture Content
relationship determination.
Compaction Test - British
Standard (2.5 kg Hammer)
7.2 2 No. California Bearing Ratio (CBR)
Measurement
- recompacted
Part 7
3 1 No. Shear Strength by Laboratory
Vane
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 5 of 21
The following testing was carried out at the
laboratories of Professional Soils Laboratory Limited
(UKAS Accredited Laboratory, Number 4043).
BS 1377 :1990
Test No. Test Description
Part 6
6 1 No. Permeability in a Triaxial Cell.
6.2 BRE SD1 Test Suites
The following testing was carried out at the
laboratories of Derwentside Environmental Testing
Services Limited (UKAS Accredited Laboratory,
Number 2139).
BRE Special Digest 1 Suite
10 No. Suites comprising:
pH
Soluble Sulphate
Acid Soluble Sulphate
Total Sulphur
The results of these BRE SD1 tests are presented in
Appendix 10.
6.3 Chemical/Contamination
Selected samples of soil, leachate, groundwater and
gas were tested at the laboratories of Derwentside
Environmental Testing Services Limited (UKAS
Accredited Laboratory, Number 2139) for a number
of determinands in order to check on potential site
contamination. The determinands were selected by
Geotechnics Limited and are detailed below and on
the results sheets together with the test method,
accreditation and detection limit. The results of the
soil and leachate testing are presented in
Appendix 10, whilst the groundwater testing results
are presented in Appendix 11 and the gas results are
presented in Appendix 12.
Soil and Leachate
Soil samples were tested for the following
determinands:
Arsenic
Boron (Water Soluble)
Cadmium
Chromium
Chromium (Hexavalent)
Copper
Lead
Mercury
Nickel
Selenium
Zinc
Cyanide
pH
Sulphate (Water Soluble)
MTBE
Organic Matter
Phenols (Monohydric)
Polyaromatic Hydrocarbons (Speciated)
Petroleum Hydrocarbons (Speciated)
Asbestos Screen
Groundwater
Groundwater samples taken from the standpipes
were tested for the following determinands:
Arsenic
Boron
Cadmium
Total Chromium
Chromium (Hexavalent)
Copper
Lead
Mercury
Nickel
Zinc
Cyanide
pH
Sulphate (Water Soluble)
MTBE
Phenols
Polyaromatic Hydrocarbons (Speciated)
Petroleum Hydrocarbons (Speciated)
The results are presented in Appendix 11.
Gases
The gas samples taken from the standpipes were
tested for the following determinands:
Carbon Dioxide
Carbon Monoxide
Hydrogen
Methane
Nitrogen
Oxygen
Ethane
Propane
Butane
Pentane
Hexane
Heptane
Ethene
Hydrogen Sulphide
The results are tabulated in Appendix 12.
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 6 of 21
7.0 DESK STUDY
7.1 General
A Phase 1 Geo-environmental Desk Study has
previously been undertaken by Geotechnics Limited
and its findings were presented in a report issued on
18th October 2019 under Geotechnics Limited’s
Project No. PN183917. An Envirocheck Report was
obtained as part of the desk study.
A summary of the findings is given in the following
sub-sections. Maps and memoirs published by the
British Geological Survey (BGS) have also been
consulted in relation to the site geology.
7.2 Geology
Reference has been made to the 1:50,000 scale British
Geological Survey Solid and Drift Maps (Sheet 165 -
Montgomery), dated 1994, and to the
BGS Geology of Britain Viewer,
http://mapapps.bgs.ac.uk/geologyofbritain/home.html.
These show that the site is underlain by the following
sequence:
Superficial Deposits
Drift cover on the site is noted as being Alluvial Fan
Deposits, of Quaternary age. The alluvial deposits are
associated with the River Severn which lies
approximately 550m northwest of the site at its
closest point. Immediately to the east of the site,
Devensian Till is shown to be present, whilst
unclassified Sediment is shown to the northeast of the
site.
Made Ground is not recorded on or adjacent to the
site on the geological records consulted, however
Made Ground is expected in some areas of the site
associated with the construction of the existing
school.
Solid Geology
The underlying bedrock shown beneath the majority
of the site comprises the Nantglyn Flags Formation,
of Silurian age. No description is recorded for these
rocks.
The southwest portion of the site, within the playing
field, is shown to be underlain by rocks of the Dingle
Mudstone Member, part of the Bailey Hill Formation,
of Silurian age. The rocks are described as mudstone,
homogeneous, medium-grey with common thin (<5cm)
fine-grained sandstone layers. Commonly parallel
laminated.
Immediately adjacent to the south-eastern border of
the site, a northeast-southwest trending fault is
shown. The fault is shown to have an axial plane trace
of an anticline.
7.3 Site History
The earliest map is the 1884-85 1:10,000 map which
shows the site as a plantation (largely undeveloped
fields). Most of the site area has been developed since
that time principally with the construction of former
farm buildings, two schools with playgrounds, access
roads and playing fields.
Subsequent changes, both on site and in the
surrounding area, are detailed in the desk study
report.
7.4 Hydrology
The nearest surface water feature is a drainage ditch
located approximately 101m southwest of the site.
There are no licenced surface water abstractions
within 500m of the site.
7.5 Hydrogeology
The BGS GeoIndex website,
http://mapapps2.bgs.ac.uk/geoindex/home.html,
shows that the superficial deposits beneath the site
are classified as a Secondary (undifferentiated)
Aquifer. The underlying bedrock is classified as a
Secondary B Aquifer.
The Envirocheck groundwater vulnerability map
indicates that the aquifer underlying the site is Variably
Permeable.
The site is not located within a designated
Groundwater Source Protection Zone.
7.6 Environmental Issues
Pertinent environmental features identified by the
Envirocheck report are listed below:
There is a single BGS Recorded Mineral Site
recorded approximately 182m northeast of
the site, referred to as Park House. The site
is recorded as an opencast site for extraction
of common clay and shale.
There is a single discharge consent for Lilac
Cottage, Nantoer, approximately 428m west
of the site. The consent concerns the
discharge of sewage effluent, and was issued
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 7 of 21
in 1976. The current status of the consent is
not supplied.
There is a single discharge consent for
Castell-Y-Dail, Newtown, approximately
485m southwest of the site, operated by
Powys County Council. The consent
concerns the discharge of sewage effluent,
and was issued in 1978. The current status
of the consent is not supplied.
There are three (3 No.) recorded Integrated
and Local Authority Pollution Prevention
Controls. These are located approximately
230m southwest of the site and relate to
Laura Ashley Limited.
There is a single Historic Landfill site,
recorded roughly 13m to the northeast of
the site. The site was operated by Newtown
Rural District Council and received Inert,
Industrial, Commercial, Household and Special
Waste. The site was first recorded in 1941
and the last input was recorded in 1975.
There is a single Local Authority Recorded
Landfill Site recorded approximately 44m
northeast of the site on Plantation Lane.
There is a single record of Potentially Infilled
Land (Non-Water), recorded 22m northeast
of the site, referred to as Unknown Filled
Ground (Pit, quarry etc).
There is a single Potentially Infilled Land
(Water) entry recorded on the site.
There are five (5 No.) Potentially Infilled
Land (Water) entries recorded within 250m
of the site.
8.0 INTERPRETATION
8.1 Ground Conditions and Soil
Parameters
On the basis of the expected geology discussed in
Section 7 and the findings of the exploratory holes it
has been possible to classify the various strata proved
in the investigation into the following divisions:
Topsoil
Made Ground
Alluvial Fan Deposits
Glacial Till
Bedrock
The ground profile exposed in the exploratory holes
represents the conditions at discrete locations. The
degree to which they represent conditions between
or beyond the exploratory holes is a matter for
conjecture and these can only be interpolated and
hence, the uncertainties arising from this should be
recognised.
Profiles of SPT N-value and undrained shear strength
derived from undrained triaxial strength test results
and from SPT results against depth and elevation are
presented in Appendix 13.
8.1.1 Topsoil
In all of the exploratory holes except WS7, WS8 and
WS12, a surface layer of Topsoil was encountered,
ranging in thickness between 0.15m and 1.00m. The
Topsoil predominantly comprised soft brown to dark
brown slightly sandy to sandy slightly gravelly clay with
rootlets. In WS9, the consistency of the Topsoil was
soft to firm, and friable.
In BH5, the Topsoil comprised brown slightly gravelly
slightly silty fine to medium sand.
In TP1, the Topsoil was described as brown sandy
clayey subangular fine to coarse gravel with some rootlets.
In TP2, the Topsoil comprised soft to firm sandy silt
with rootlets.
8.1.2 Made Ground
At Dynamic Sample locations WS7, WS8 and WS12,
Made Ground was present at ground level, with a
thickness of 0.10m. The Made Ground comprised
black tarmacadam. In WS7 and WS12, the
tarmacadam was underlain by a sub-base layer of
brown and grey, locally greenish grey, slightly sandy to
sandy slightly silty angular to subangular fine to coarse
gravel of limestone and dolerite. A low cobble content
was noted between 0.40m and 0.60m depth in WS7.
In WS8, the tarmacadam was underlain by orangish
brown gravelly slightly silty fine to coarse sand with a
medium cobble content, extending from a depth of
0.10m to 0.60m below ground level.
At exploratory holes WS9 to WS11, Made Ground
was present below the surficial Topsoil and
tarmacadam. In WS9 and WS11, the Made Ground
comprised light brown to dark brown slightly sandy to
sandy gravelly clay with a medium cobble content. In
WS9, the Made Ground was firm to stiff, and friable,
whilst the soil was soft to firm in WS11. The gravel
and cobbles comprised mudstone, siltstone,
sandstone, limestone, coal, concrete, tarmacadam and
brick fragments.
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 8 of 21
In WS10, the Made Ground comprised a layer of black
tarmacadam beneath the Topsoil at a depth of 0.20-
0.40m below ground level.
8.1.3 Alluvial Fan Deposits
In Borehole BH4, the Topsoil is underlain by Alluvial
Fan Deposits comprising loose brown slightly gravelly
silty fine sand. The Alluvial Fan Deposits extend from
a depth of 1.00m to 1.65m below ground level.
A single water content test was undertaken in the
Alluvial Fan Deposits, with a result of 16.5%.
A single SPT was carried out within the Alluvial Fan
Deposits, in BH4 from a depth of 1.20m below ground
level. The recorded N-value of the test was 9,
indicating a loose relative density.
8.1.4 Glacial Till
The Made Ground and Topsoil were underlain in all
exploratory holes, except BH4, by Glacial Till. The
Glacial Till was encountered at depths ranging
between 0.15m and 1.80m below ground level, with a
thickness of up to 6.90m. In BH4, the Glacial Till was
encountered beneath the Alluvial Fan Deposits.
The Glacial Till encountered was highly variable in
composition, predominantly comprising clay strata,
with some gravel strata noted at greater depths in
TP1, WS6, WS7, WS8, and WS10-WS14.
The clay strata generally comprised light brown, brown,
yellowish brown and greyish brown, locally mottled grey
and orange, slightly sandy to sandy slightly gravelly to
gravelly, locally very gravelly, clay. The strata locally graded
to non-plastic clayey silt. A low cobble content of
siltstone and sandstone was locally noted.
The consistency of the clay strata ranged from soft to
very stiff between the exploratory holes, and was
locally friable.
The gravel strata were encountered at depths ranging
between 1.40m and 3.60m below ground level. The
strata comprised light to dark brown, grey and greyish
brown sandy to very sandy slightly silty or clayey angular
to subrounded fine to coarse gravel of mudstone, siltstone,
sandstone, quartzite and limestone. A low cobble
content was noted locally.
Water content tests carried out on the Glacial Till
produced values of between 5.4% and 32.2%, where
it typically comprises clay. However, where the
Glacial Till consists of gravel the recorded water
contents were 14.1% and 15.2%.
Twelve (12 No.) Plasticity Index tests have been
undertaken on disturbed samples within the Glacial
Till. Using the Plasticity Index test results, the
Consistency Index (Ic) has been calculated (see the
following table).
Borehole Depth
(m bgl)
ω
(%)
IP
(%)
IC
BH1 1.65 25.19 15 0.99
BH2 1.20-1.65 21.13 11 0.81
BH3 1.60 20.12 13 1.14
BH3 3.00-3.45 7 14 1.64
BH4 3.00-3.45 7.36 13 1.74
BH5 1.20-1.65 28.17 17 0.87
BH5 2.50 16.2 NP -
TP1 1.00-1.40 10.3 25 1.51
TP2 0.80-1.20 32.16 22 0.72
WS5 4.00-4.45 7.76 NP -
WS6 3.80-4.00 8.07 10 1.89
WS7 2.00-2.80 14.1 NP -
The results indicate that, of the plastic soil samples,
five (5 No.) samples are classed as clay of intermediate
plasticity, whilst the remainder are of low plasticity.
The Consistency Index (IC) values generally suggest
stiff to very stiff consistency, although the Consistency
Index from TP2 at 0.80m depth suggests a firm
consistency.
A single laboratory shear vane test was carried out
with the Glacial Till, reporting an undrained shear
strength of 38 kN/m2, indicating low strength.
Two (2 No.) unconsolidated undrained triaxial
strength tests were carried out on undisturbed
samples recovered from within the Glacial Till and the
results are tabulated below:
Bore-
hole
Depth
(m bgl)
ω
(%)
Bulk
Density
(ρ)
(Mg/m3)
Undrained
Shear
Strength
(cu)
(kN/m2)
BH2 2.00-
2.45
12.23 1.99 89
BH4 2.00-
2.45
20.27 2.23 87
A total of four (4 No.) consolidation tests have been
undertaken on undisturbed samples recovered within
the Glacial Till and the results are tabulated below:
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 9 of 21
Bore-
hole
Depth
(m bgl)
mv (m2/MN)
BH1 2.00-2.45
40-80
kN/m2
80-160
kN/m2
160-320
kN/m2
0.24 0.17 0.10
BH3 2.00-2.45
40-80
kN/m2
80-160
kN/m2
160-320
kN/m2
0.20 0.14 0.09
BH4 2.00-2.45
40-80
kN/m2
80-160
kN/m2
160-320
kN/m2
0.16 0.10 0.06
BH5 2.00-2.45
40-80
kN/m2
80-160
kN/m2
160-320
kN/m2
0.14 0.10 0.06
Two (2 No.) Compaction Tests were carried out on
the cohesive Glacial Till and the results are shown
below.
Borehole
(depth - m)
Maximum
Dry
Density
(Mg/m3)
Optimum
Moisture
Content
(%)
Natural
Moisture
Content
(%)
WS4
2.00-2.80
1.95 10.5 13.2
WS5
1.30-1.80
1.74 16.0 25.7
Two CBR tests were also carried out within the
cohesive Glacial Till and the results are shown below.
Borehole Depth
(m bgl)
CBR at
Natural
Moisture
Content (ω)
(%)
Dry
Density
(Mg/m3)
TP2 2.90-3.50 1.7 (14.4) 1.91
WS5 4.00-5.00 28 (7.9) 2.06
A single Triaxial Permeability Test carried out within
the Glacial Till produced a vertical permeability (Kv)
of 9.8 x 10-11ms-1, with a dry density of 1.47Mg/m3
Five (5 No.) Particle Size Distribution Tests were
carried out on samples of granular Glacial Till as part
of the investigation. The following distributions were
noted:
Gravel 23 – 71 %
Sand 12 – 25 %
Silt 10 – 51 %
Clay 2 – 14 %
A total of sixty-six (66 No.) SPTs were carried out
within the Glacial Till clay strata, of which fifty-six (56
No.) achieved full penetration.
The following empirical relationship:
cu = N x 5, as appropriate for PI = 25%
(after Stroud, 1975)
can be used to tentatively correlate values of
undrained shear strength (cu) with SPT N-values:
Borehole Depth
(m
bgl)
SPT N-
value
cu
(kN/m2)
Undrained
Shear Strength
classification
BH1 1.20 8 40 Low to Medium
BH1 3.00 40 200 Very High
BH1 4.00 44 220
BH2 1.20 8 40 Low to Medium
BH2 3.00 37 185 Very High
BH3 1.20 7 35 Low
BH3 3.00 40 200
Very High BH4 3.00 37 185
BH4 5.00 44 220
BH5 1.20 9 45 Medium
BH5 3.00 37 185 Very High
BH5 5.00 44 220
WS1 1.20 18 90
High WS1 2.00 28 140
WS1 3.00 27 135
WS2 1.20 14 45 Medium
WS2 2.00 20 40 Low to Medium
WS2 3.00 22 60 Medium
WS2 4.00 16 135 High
WS2 5.00 15 80
WS3 1.20 10 70 Medium
WS3 2.00 39 80
High WS3 3.00 42 145
WS4 1.20 13 125
WS4 2.00 17 130
WS4 3.00 27 65 Medium
WS4 4.00 33 115 High
WS4 5.00 38 170 Very High
WS5 1.20 10 70 Medium
WS5 2.00 18 100
High WS5 3.00 38 110
WS5 4.00 42 80
WS5 5.00 26 75 Medium to High
WS6 4.00 14 50 Medium
WS6 5.00 15 195 Very High
WS7 1.20 10 210
WS8 1.20 13 65 Medium
WS8 2.00 14 85 High
WS9 1.20 26 135
WS10 1.20 9 165 Very High
WS10 2.00 8 190
WS11 1.20 12 50 Medium
WS11 2.00 27 90 High
WS12 1.20 16 190 Very High
WS12 2.00 14 210
WS12 3.00 16 130 High
WS13 1.20 29 45 Medium
WS13 2.00 25 85 High
WS13 3.00 26 140
WS14 1.20 13 70 Medium
WS14 2.00 23 75 Medium to High
WS15 1.20 34 50 Medium
A total of fourteen (14 No.) SPTs were carried out
within the Glacial Till gravel strata. The results are
tabulated below, including estimated friction angles
(φ’), estimated using the relationship proposed by
Peck et al. (1967):
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 10 of 21
Borehole Depth
(m bgl)
SPT
N φ’ Density
WS6 1.20 9 30 Loose
WS6 2.00 17 33 Medium Dense
WS7 2.00 18 33
WS7 3.00 15 32 Medium Dense
WS7 4.00 50
/295mm - Very Dense
WS8 3.00 40 39 Dense
WS8 4.00 50
/280mm - Very Dense
WS10 3.00 15 32 Medium Dense
WS10 4.00 35 37
Dense WS10 5.00 33 37
WS11 3.00 33 37
WS11 4.00 50
/270mm - Very Dense
WS12 4.00 23 34 Medium Dense
WS12 4.80 50
/290mm -
Very Dense
WS13 4.00 50
/275mm -
WS14 3.00 34 37 Dense
WS14 4.00 50
/270mm 41 Very Dense
The SPT result plots presented in Appendix 13 show
a great deal of scatter in the data. There is a notable
trend of increasing SPT N-value with depth within the
Glacial Till, although the range of N-values remains up
to 30 at each test depth.
8.1.5 Bedrock
At the base of the Cable Percussion Boreholes,
bedrock was encountered. The bedrock was
encountered at depths ranging between 5.50m and
7.90m below ground level and was penetrated a
maximum of 0.20m, in BH2.
In BH1, BH2 and BH5, the bedrock comprised
brownish grey, brown and grey siltstone, whilst the
bedrock was described as greyish brown mudstone.
In BH3, no samples of the bedrock were obtained due
to the rapid refusal depth of the SPT. It is assumed
that the SPT refusal indicates the presence of bedrock
as opposed to a cobble or boulder obstruction.
A total of four (4 No.) SPTs were carried out within
the bedrock, all encountering refusal with no
penetration achieved.
8.2 Groundwater
During the fieldwork, groundwater was encountered
in exploratory holes WS2, WS3, WS7-WS10 and
WS12.
No groundwater inflows were encountered in any of
the remaining exploratory holes.
Groundwater seepages were noted at depths of
5.00m below ground level (116.24m OD) in WS2 and
1.00m below ground level (120.82m OD) in WS3.
Groundwater strikes were noted at depths of
between 2.00m and 3.60m below ground level, at
elevations ranging between 119.91m OD and
123.54m OD. During each of the groundwater
strikes, no rise was recorded.
During the post-fieldwork monitoring visits,
groundwater was noted in two standpipes. The
groundwater levels recorded are presented below:
Standpipe Groundwater
level range
(m bgl)
Groundwater
level range
(m OD)
BH1 DRY DRY
BH2 DRY DRY
BH3 DRY DRY
BH4 6.00 – 6.35 114.80 - 115.15
BH5 DRY DRY
WS6 DRY DRY
WS7 DRY DRY
WS9 1.40 – 1.55 123.99 - 124.14
WS12 DRY DRY
During the monitoring carried out following
fieldwork, groundwater was only noted in BH4 and
WS9. The groundwater level was noted between
1.40m and 6.35m below ground level, at elevations
between 114.80m OD and 124.14m OD.
The BH4 standpipe was installed at the lowest
elevation of all the installations, at an elevation of
113.15m OD. As such, it is possible that the
groundwater levels noted within the BH4 standpipe
represent the local groundwater table.
It is considered likely that the shallower groundwater
levels in WS9 are representative of perched water
tables within the Glacial Till.
9.0 EVALUATION
9.1 Proposals
At the time of the investigation the site comprised the
existing buildings of the Cedewain School, as well as
areas of tarmacadam hardstanding/ playgrounds and
grassed playing fields. To the west of the school lie
publicly accessible playing fields.
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 11 of 21
It is proposed to demolish the existing Cedewain
School buildings and to construct a larger main school
building to the northwest of the current location. A
large playing field will be constructed in the place of
the old school building with an adjoining Multi-Use
Games Area (MUGA). A large car park will also be
constructed within the northwest portion of the site.
Running around the eastern, southern and western
edges of the site a large linear woodland area is
proposed, with a trim trail, play areas and forest
school facilities. Three (3 No.) interconnected SuDS
retention ponds are proposed in the southern and
southwestern extents of the site. A landform bund is
presented on the proposed layout plan, running
parallel to the SuDS network. Several garden and
horticultural areas are proposed in the eastern
portion of the site.
The proposed levels presented on the site layout plan
range from 120.50m OD in the area of the car park
in the northwest of the site to 123.00m at the MUGA
in the east of the site. The proposed ground floor
level (GFL) for the new school building is
121.50m OD.
As such, some minor earthworks will be required to
reduce the level in some areas of the site and remove
local variations in topography. The most significant
‘cut’ area will be in the vicinity of the proposed playing
field to the southeast of the new school building,
where the proposed finished levels are up to 2m
lower than the present elevation. Except for local
areas, in which the proposed levels are up to 0.50m
higher than present, there are no significant ‘fill’ works
indicated. As such, it is assumed that the excavated
‘cut’ soil may be used to construct the landform bund.
The proposed site layout, including preliminary
proposed formation levels, is presented in
Appendix 15.
At the time of writing this report, structural loadings
were not known. It is understood that no retaining
structures are proposed as part of the development,
although it is assumed that some slopes with be
constructed as part of the re-profiling works.
9.2 Foundation Design Principles
In formulating proposals for foundation and floor slab
design, the two primary controlling factors are soil
strength and foundation settlement. In general it is
the latter which is the primary determinand of what
is perceived to be satisfactory performance. For clay
soils, allowable bearing capacity is based on undrained
shear strength, although a Factor of Safety of 3 is
commonly adopted in order to ensure that the
loading is on the sensibly linear component of the
stress/strain curve for the soil.
With time, the clays will strengthen under the higher
loadings as any excess pore water pressures dissipate.
Hence, the worst case is at the time of initial loading
and, for gradually applied or static loading, bearing
capacity should progressively increase. For eccentric
loading, where peak load is at an extremity of the
foundation, this can be higher than the allowable load,
provided that the mean equivalent stress is within the
allowable value.
For granular or essentially free draining soils the
frictional characteristics and density will dominate
bearing capacity and this is generally much higher than
for clay soils. For normal spread foundations
conventional design is typically based on the stress
which would give rise to 25mm settlement. Actual
settlements will depend upon the type, period, load
intensity and width of the loaded area and the
thickness and compressibility of the soils below.
A further issue for foundations is the degree of
variability in the foundation soils. The adoption of a
lower bearing pressure than strength criteria would
indicate implicitly results in a larger foundation which
is likely to behave more in line with average
conditions and hence, for a given load, to result in less
differential settlement.
9.3 Earthworks
It is understood that some areas to the east and
southeast to the site will be ‘cut’ in order to reduce
the level to that which is proposed. The proposed
levels of the eastern portion of the site, in which the
Horticultural School and orchard are proposed, are
not known at this time.
The most significant earthworks proposed are in the
vicinity of the new playing field, at which location the
proposed levels are up to 2m lower than present. As
this area comprises the existing school buildings, the
building foundations will be included in the ‘cut’ soil
removed.
Stripping of soil from a site has the potential to result
in some heave in the underlying clay resulting from
the removal of significant volumes of overburden.
However, although up to 2m thickness of soil is
proposed to be removed on the site, only minor level
variations are proposed in areas of building
construction. As such, it is likely that any notable
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 12 of 21
heave will only occur in the proposed playing field
areas, and will probably go unnoticed during
construction.
It is expected that the stripped Topsoil and natural
soils will be used to construct the landform bund
proposed in the southwestern region of the site.
During the stripping operation, it will be necessary to
segregate the discrete soil types. This will allow
subsequent assessment of the soils either for removal
from site or re-use as fill material for the landform
bund.
As the stripped soil will contain Made Ground in the
form of the foundations of the demolished buildings,
it will be necessary to screen the soil to allow for its
re-use on the site, and for the subsequent disposal of
the Made Ground material. It is expected that
remaining soil will be removed from site for either
disposal or re-use, if deemed suitable.
Prior to commencement of the construction works,
further specifications may be provided with regard to
the requirements of the soil for use in the landform
bund. Following receipt of this information. It may be
necessary to further assess the soil for this purpose.
As indicated by the proposed finished levels for the
site, it will be necessary to construct some slopes to
facilitate the changes in level. At the time of the
production of this report, no information is known
which regard to the slopes proposed. However, it
must be considered that all slopes should not be over-
steepened, and must comprise adequate drainage to
ensure their stability. Additionally, it will be necessary
to consider vegetation cover to provide surface
protection for the slopes.
9.4 Foundation Solutions
9.4.1 Strip/Pad Foundations
Within the footprint of the new school building, the
proposed levels are up to 0.87m lower than present.
As such, some local stripping of the soil will take place
to reduce the ground level.
Following stripping of the topsoil across the footprint
of the proposed building, Glacial Till is likely to be
exposed across most of the site. During the ground
investigation, Alluvial Fan Deposits comprising sand
were noted immediately beneath the topsoil in BH4
to a depth of 1.65m below ground level, below which
depth the Glacial Till was present.
It is important to note that the footprint of the new
school building does not contain any buildings at
present. As such, the new building foundations will be
unaffected by the demolition of the existing buildings
and Made Ground is not expected to be encountered.
Based on the findings of the investigation, it is evident
that the Glacial Till should provide a suitable bearing
stratum for structural foundations. As such,
traditional strip/pad foundations could be used to
support the proposed buildings in areas where the
Glacial Till is exposed. Foundations would need to be
installed at a minimum depth of 1.00m below ground
level.
It should be noted that localised softened areas of the
Glacial Till may be present across the site.
Additionally, as noted at location BH4, loose Alluvial
Fan Deposits may be present overlying the Glacial Till
in some areas. At those locations, it would be
necessary to excavate through these deposits to
expose the Glacial Till. It will be necessary to ensure
that the Glacial Till exposed at the base of the
foundation excavations is of firm or stiffer
consistency. As such, it is recommended that careful
inspection of foundation trenches is carried out by a
Geotechnical Engineer or other suitably qualified
person prior to concreting, to ensure that natural
undisturbed clay of adequate strength and consistency
is present at the base. If adequate clay strata are
exposed at the base of the foundation trenches, the
width of the foundations should be designed so as to
impose a bearing pressure of no greater than
180kN/m2.
Foundation settlement will be partly dependent on
the applied loadings. Whilst details of foundation
loadings are not available at this stage, taking an
assumed worst case scenario of 180kN/m2 acting on
strip/pad foundations ranging between 1.00m and
2.00m in width, and adopting a worst-case value for
the Coefficient of Volume Compressibility (mv) of
0.24m2/MN, it is estimated that long-term
consolidation settlement of foundations constructed
as above would be less than 25mm.
9.4.2 Concrete Trench Fill Foundations
As mentioned, the Glacial Till should provide a
suitable bearing stratum for structural foundations.
Once proposed building loadings are known, it may
be the case that a greater allowable bearing pressure
is required. If this is the case, foundation trenches
must be excavated deeper until Glacial Till of higher
strength is encountered. Once suitable bearing soil is
found, concrete trench fill methods may be adopted.
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 13 of 21
It should be noted that, if deeper foundations are used
for the buildings, it may be possible to increase the
maximum allowable bearing pressure as a function of
the increase in the ‘depth/breadth ratio’ of the
foundations without any increase in the shear
strength of the soil with depth.
9.4.3 Piled Foundations
It is not envisaged that piled foundations will be
required for the proposed building construction.
However, once known, if the proposed loadings
prove to be significant, it may be necessary to
investigate a piled foundation solution.
9.4.4 Building near Trees
At present, several trees are located across the site
amongst the existing school buildings, as well as
around the edge of the publicly-accessible playing
fields.
The proposed site layout plan includes a significant
number of trees, shown within all areas of the site,
particularly within the linear woodland area running
round the eastern, southern and western edges of the
site.
Tree root systems in clay soils can cause shrinkage
and swelling movements due to moisture extraction
by the trees. NHBC Standards Chapter 4.2, ‘Building
near Trees’ (2017) gives guidance on foundation
depths and precautions against heave where
foundations are to be constructed within influencing
distance of trees. It should be noted that special
precautions may be required relating to heave where
trees have been or are to be removed.
The Modified Plasticity Index I’p is calculated as
follows:
I’p = Ip x % less than 425µm
100
Atterberg limit (plasticity index) tests have been
carried out on samples of the Glacial Till and can be
used to determine the volume change potential in
accordance with NHBC Chapter 4.2. The Modified
Plasticity Index results ranged between 3.50 and
19.58, indicating a ‘Low’ Volume Change Potential for
each of the samples tested.
9.5 Ground Floor Slabs
Over the footprint of the proposed building it is
anticipated that the soils at the level of the proposed
ground floor slabs will comprise natural undisturbed
Glacial Till and also loose Alluvial Fan Deposits. Given
variations in the settlement characteristics of the
Glacial Till and the Alluvial Fan Deposits, there is a
risk that some differential movement could occur
across ground floor slabs. However, if the risk of such
movements can be accepted by the Client (i.e.,
“super-flat” classification [zero settlement] floor slab
is not required) then a normal ground bearing floor
slab construction could be adopted.
It is recommended that the formation surface is
proof-rolled (heavy roller) with any soft spots being
removed and replaced with clean crushed stone or
other suitable well-graded granular material.
If the risk of potential differential settlement of the
floor slab cannot be accepted then it is recommended
that a fully suspended ground floor slab construction
is adopted with all loads carried by the main
foundations.
In accordance with NHBC Chapter 4.2, ‘Building near
Trees’, special precautions may also be required
relating to heave on ground floor slabs, where trees
have been, or are to be removed. As previously
stated in Section 9.4 above, the Glacial Till can
generally be taken as lying within the “low” volume
change potential classification of NHBC Chapter 4.2.
For low volume change potential soils the NHBC
recommend the following minimum void dimensions
below ground beams or ground floor slabs
constructed within the zone of influence of trees.
Type
Under Ground Beam
and Suspended In
situ Concrete
Ground Floor
Under
Precast
Concrete
Ground
Floor
Minimum Void 50mm 200mm
Should cast in situ suspended floor slabs be adopted
then a void former will be required in order to create
the minimum required void dimension beneath the
slabs to protect against potential heave of the
underlying clay soils.
9.6 Excavation
Excavations on the site should be achievable using
conventional earth moving plant.
Excavation sides can stand vertically in cohesive soils
but instability of these sides can be sudden and
unpredictable. Entry into any such excavations by
Form REP004 Cedewain Specialist ALN School
Rev 4.1 Factual and Interpretative Report, Project No PN204159, January 2021.
Page 14 of 21
personnel carries a significant risk of injury or death
and hence processes to avoid the necessity to do this
should be devised wherever possible.
Support to the sides of excavations should be in
accordance with the recommendations of CIRIA
Report 97, 1983. Support will be required for
excavations in excess of 1.20m depth within granular
materials or soft cohesive deposits. The particular
requirements will need to be evaluated under the
CDM Regulations.
Based on the findings of the intrusive investigation,
groundwater inflows would not be expected in the
excavations. Some seepages may occur in excavations
during construction work if granular layers are
encountered, although it is anticipated that these
seepages would shortly cease and therefore not affect
excavation.
All plant or machinery must maintain an appropriate
stand off from the crest of open excavations.
All formations should be protected from mechanical
disturbance and assumed to be frost-susceptible.
9.7 Chemical Attack on Buried
Concrete
The results of the chemical testing can be summarised
as follows:
Topsoil
pH 5.5 to 5.7
Water Soluble Sulphate <0.01 to 0.017 g/l
Total Sulphate 0.04 to 0.05 %
Total Sulphur 0.02 to 0.03 %
Total Potential Sulphate 0.06 to 0.09 %
Made Ground
pH 7.1 to 9.1
Water Soluble Sulphate < 0.01 to 0.022 g/l
Alluvial Fan Deposits
pH 5.6
Water Soluble Sulphate 0.01 g/l
Total Sulphate 0.05 %
Total Sulphur 0.02 %
Total Potential Sulphate 0.06 %
Glacial Till
pH 5.5 to 8.3
Water Soluble Sulphate < 0.01 to 0.096 g/l
Total Sulphate < 0.01 to 0.16 %
Total Sulphur 0.01 to 0.03 %
Total Potential Sulphate 0.03 to 0.09 %
Based on the procedures outlined in BRE Special
Digest 1: 2005 and the test results, the Design
Sulphate Class for the site is DS-1.
Assuming mobile groundwater conditions concrete
should be designed for an Aggressive Chemical
Environment for Concrete (ACEC) Class of AC-2z.
9.8 Pavement Design
It is understood that the proposed development will
include a level surfaced car park immediately to the
northwest of the proposed new school building. The
proposed car park will comprise 48 No. car parking
spaces, 3 No. disabled car parking spaces, 15 No.
minibus parking spaces, 4 No. electric vehicle charging
locations and a ‘drop-off’ layby. The surfaced area is
shown to lead around to the northeastern side of the
proposed building, where an area comprising delivery
bays and a loading zone is proposed. The proposed
finished level of the car park is shown to be 120m OD.
As such, the finished car park level will be up to 1.27m
lower than the current ground elevation.
An existing access road is also presented on the
proposed site layout leading from Plantation Lane
behind the Maesyrhandir School to the location of the
proposed new MUGA. However, it is not believed
that the existing access road will be redeveloped and
that only minor works will be carried out on it.
The conditions prevailing at the time of construction
will affect the CBR of the subgrade soil and its
strength. Research has shown the importance of the
equilibrium moisture content of the subgrade. The
relationship between soil suction and the moisture
content shows that a soil that becomes wet during
construction will retain water and will therefore be
weaker under the pavement in the equilibrium
condition than a foundation that has remained dry,
particularly for soils of low to medium plasticity.
Equilibrium CBR values for various materials for poor
and good construction conditions are given in a
report by the TRRL (Report 1132) and in Interim
Advice Note 73/06 "Design Guidance for Road
Pavement Foundations (Draft HD25)" produced by
the Highways Agency. The Plasticity Indices (PI)
obtained from the materials likely to be exposed at
formation level were between 10% and 15%. For
reference, the following equilibrium CBR values are
indicated for thin and thick construction in the Interim
Advice Note. It must be noted that the values below
are for a high water table scenario, assuming that the
foundations will be wetted during their life.
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PI Equilibrium CBR (%)
Thin Thick
10 3 6
20 4 5
Eight (8 No.) in situ lightweight dynamic (LWD) plate
tests were carried out at 0.50m below ground level
across the area of the proposed new car park. The
CBR values estimated from the LWD testing ranged
between 0.6 % and 4.1 %.
The LWD tests were carried out at a depth of 0.50m
below ground level in order to provide data at an
assumed formation level. As no proposed pavement
design information was available at the time of
production of this report, it may become necessary
to adopt a different pavement formation level than the
assumed depth of 0.50m, for which the CBR values
obtained may be less representative.
The lowest CBR value of 0.6% was estimated at test
location LWD5, near the centre of the proposed car
park. The highest CBR value of 4.1% was estimated at
test location LWD6, in the northwest corner of the
proposed car park. On this basis, as the formation
levels are not currently known, a design CBR of 0.6%
would seem conservative to adopt for this site for an
assumed formation level of 0.50m below ground level,
at an elevation of 120 mOD.
It will be necessary to excavate and remove the
Topsoil across the area of the proposed car park
prior to construction of the road base. As the
elevation of the area of the proposed car park ranges
between approximately 120.5 and 120.9 mOD, the
formation level for the car park will be lower than
0.50m below the existing ground level. As such, it will
be necessary to carry out further testing following
reduction of the ground level across the area to
provide indicative CBR results.
Proof rolling should be carried out on the formation
surface to identify locally weak areas.
Tests have shown many of the soils present on the
site to have Plasticity Indices below 20%. As a result,
and in accordance with Road Note 29, all formations
should be assumed to be frost susceptible.
9.9 Soakaway Design
Four (4 No.) in situ soakaway tests carried out in
accordance with the method given in BRE Digest 365
“Soakaway Design”, 2016 yielded the following results:
Trial
Pit
Test
No.
Test Depth
(m bgl)
Infiltration Rate
(f)
(ms-1)
TP1 1 0.35 – 3.00 2.76 x 10-5
TP1 2 0.30 – 3.00 Unable to calculate –
pit collapsed to 2.30m
depth TP2 1 0.26 – 3.50 Unable to calculate –
insufficient change in
water level
Only one of the tests conducted managed to drain to
a sufficient level to derive the infiltration rate of the
soil. The subsequent test in TP1 was stopped
prematurely because the excavation collapsed.
The Glacial Till beneath the site shows significant
variability in terms of its use for the construction of
soakaways. As identified in TP2, some areas of Glacial
Till exhibit infiltration rates that are insufficient for the
design of a soakaways. However, some areas of the
Glacial Till comprise granular components that may
be suitable for the construction for a soakaway.
On the basis of the soakaway testing carried out on
the site, in accordance with BRE Digest 365
“Soakaway Design”, 2016, it would be necessary to
excavate further soakaway test pits at the exact
locations of proposed soakaway construction. As
such, the local variability in the soil can be assessed
for soakaway construction and potentially moved if
necessary to locate a more suitable location.
10.0 ENVIRONMENTAL
ASSESSMENT
10.1 Legal Framework
This report follows the principles and methodology
outlined in Land Contamination: Risk Management
(LCRM) and BS10175:2011+A2:2017 which are
currently determined as UK best practice. The
primary issues of concern are Risks to Human Health,
for which the regulator is generally the Local
Authority and Risks to Controlled Waters for which
the appropriate consultee is the Environment Agency
[Natural Resources Wales]. Reference should also be
made to the Environmental Notes in Appendix 18 to
place the discussion in context.
10.2 Proposed Site Use
Current proposals for the site indicate that a new
school development with accompanying playground,
multi-use games area, playing fields, car parking and
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access highways are proposed on site. Hence, for the
purposes of this report, the contamination risk
assessment in respect of human health is considered
in the context of a proposed site use of ´Public Open
Space´ associated with residential development. This
is a very conservative approach, and this land use
assumes that the site will contain grass areas that will
be predominantly used by children for playing and
outdoor activities (such as football) and be close
enough to indoor spaces (including classrooms) for
tracking back of soil to occur, thus indoor exposure
pathways apply.
10.3 Conceptual Model
The Conceptual Site Model (CSM) is a representation
of the current understanding of the site and the
surrounding environment. This includes an
understanding of the geology, groundwater, surface
water bodies and potential contamination processes
acting on substances present and migration pathways.
It also takes into account all identified potential
pollutant linkages using a source-pathway-receptor
approach, based on the proposed use of the site.
Where any element of the source-pathway-receptor
linkage is absent, there is considered to be no or
negligible risk.
The following potential site-specific Source-Pathway-
Receptor Linkages were identified in the Desk Study
(Geotechnics Limited’s Project No. PN183917 -
October 2019). These formed the basis of the site-
specific Conceptual Site Model and the ground
investigation undertaken and analytical testing in line
with current guidance:
Sources
Made Ground (on site)
Plantation Road Landfill Site (off-site)
Infilled Ground, Landfill and Backfilled Quarry
potentially encroaching onto site boundary
(off-site)
Pathways
Inhalation
Dermal contact
Ingestion
Groundwater migration / leaching
Migration through ground / buried services
Ground gas and vapour migration and ingress
Receptors
Current site users (groundsmen)
Future site users (pupils, staff including
teachers and groundsmen and visitors)
Construction and future maintenance workers
Buildings and structures
Buried services
Groundwater
The potential presence of a linkage should not be
taken to indicate its actual presence or significance
which can only be confirmed through site
investigation and analysis. This preliminary model is of
necessity generalised and local variations may exist
which have not been taken into account by the model.
10.4 Visual and Olfactory Evidence of
Contamination
A description of the soils encountered, and ground
conditions observed during the ground investigation
are provided in Section 8 of this report. Exploratory
Hole Logs are presented in Appendices 3, 6 and 7.
No visual or olfactory evidence of contamination was
encountered in soils on site with the exception of
natural coal. Coal was encountered within both the
Made Ground and the natural strata on site at
predominantly shallow depths. Evidence of coal was
noted as follows:
Between 0.3m and 1.3m bgl in WS3
Between 0.2m and 0.5m bgl in WS11
Between 0.5m and 3.6m bgl in WS12
Between ground level and 0.3m bgl in WS13
No evidence of hydrocarbon odours or staining was
observed, and no evidence of potential Asbestos-
Containing Materials (ACMs) was recorded.
No visual or olfactory evidence of contamination was
encountered during the programme of groundwater
and ground gas monitoring on site with no
hydrocarbon or sulphur-rich odours recorded and no
evidence of sheen on the groundwater observed.
10.5 Soil Testing
The analytical results obtained during this
investigation are presented in Appendix 10.
A total of twenty-one (21 No.) soil samples from
across the site were collected and dispatched for
chemical testing.
The samples taken targeted the Topsoil, Made
Ground and underlying natural superficial deposits
and were intended to provide a range of general
coverage and targeted samples. Four of the boreholes
on site (WS8, WS9, WS10 and WS12) were targeted
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to investigate the location of the former farm
buildings, which were identified as part of the Desk
Study carried out on site.
This included seven samples taken from the Made
Ground (two samples from WS7 and one sample each
from WS8, WS9, WS10, WS11 and WS12). The
remainder of the samples were taken from the
Topsoil and natural strata. Soil samples were
subjected to a suite of chemical testing including some
or all of the following:
Heavy metals (CLEA Metals)
Total Cyanide
Hexavalent Chromium
Speciated PAHs (USEPA16)
Speciated TPH (CWG)
BTEX
Monohydric Phenols
Asbestos
pH
Soil Organic Matter (SOM)
In addition, some further chemical aggressivity testing
(pH and sulphate) was undertaken on selected soil
samples; this is reported in Section 9.7.
Soil testing was scheduled by Geotechnics Limited
and testing was undertaken at a UKAS and MCerts
accredited laboratory.
10.6 Soil Contamination Results and
Screening
A risk-based approach is used for the assessment of
contamination. This requires identification of a
contaminant source, a receptor, and a realistic
pathway via which the contaminant may reach the
receptor. The Risk Assessment is a two-stage
process.
The first stage is to perform a Generic Quantitative
Risk Assessment (GQRA). The soil test results have
been compared against the relevant Generic
Assessment Criteria (GAC). In the absence of a
complete regulatory set of screening values, derived
using the CLEA Framework, GAC screening values
have been utilised and are based on the following:
Category 4 Screening Levels (C4SLs) published
by DEFRA
The 2014 Land Quality Management (LQM) /
Chartered Institute of Environmental Health
(CIEH) Suitable for Use Levels for Human
Health Risk Assessment (S4ULs)
Guidance values produced by the
Environmental Industries Commission (EIC),
the Association of Geotechnical and
Geoenvironmental Specialists (AGS), and
Contaminated Land: Application in Real
Environments (CL:AIRE) in December 2009
The second stage of the Risk Assessment process is
Risk Evaluation, which comprises an authoritative
review of the findings with other pertinent
information in cases where the GAC are exceeded,
to consider if exceedance may be acceptable in the
context of the site.
This is a Tier 2 assessment, using GAC soil screening
values, and involves generic human health risk
assessment for a public open spaces (residential) CLEA
land-use scenario. The proposed development will
include sports pitches and soft landscaping areas as
well as new school facilities. This is considered to be
the most suitable land use scenario for the site given
the nature of the proposed development.
The chemical (contamination analysis) testing results
have been screened against GAC screening values
(provided in Appendix 14) to carry out an assessment
of potential risks associated with contamination at the
site. In the case where all the samples tested for a
given substance were below the GAC, no further
consideration is necessary for that substance.
GAC based on a Soil Organic Matter Content (SOM)
of 1% have been used, this is a based on an average
SOM of 1.98% for the site soils, obtained from the
laboratory results. The SOM recorded ranged
between 0.5% and 5.4 %. No evidence of organic
materials including Peat, plant matter or rootlets
were recorded within the site soils.
No evidence of any landfill or quarry backfill materials
were encountered in any of the boreholes on site,
providing confidence that the off-site quarry does not
extend across the site boundary.
All PID readings recorded during the ground
investigation were below 50ppm, which is typically
considered the threshold with respect to further
investigation. This was supported by the laboratory
evidence outlined below which confirmed the absence
of volatile compounds such as BTEX.
The findings of the assessment for each group of
contaminants is discussed below in turn for the
twenty-one samples collected at the site.
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pH
The pH at the site ranged between 5.5 and 9.1, with
the average pH across the site recorded as 6.75
indicating slightly acidic soils.
Asbestos
Twenty-one soil samples were tested for the
presence of Asbestos. None of the samples were
confirmed to contain Asbestos-Containing Materials
(ACMs).
Heavy Metals
Concentrations of all heavy metals on site were
recorded to be below the relevant GAC. The
concentrations of Hexavalent Chromium were below
the detection limit of the analysing equipment of
1mg/kg in all samples.
BTEX
The recorded BTEX concentrations recorded were
all below the detection limit of the analysing
equipment of 0.01 mg/kg in all samples.
PAHs
The concentrations of speciated PAHs were below
detection limits in all but one of the twenty-one
samples tested at the site. The sample taken from
WS7 at 0.1m bgl was noted to contain speciated PAH
concentrations above detection limits. However, all
concentrations were recorded to be below the
relevant GACs.
TPH
The two samples taken from WS7 at 0.1m and 0.5m
bgl recorded concentrations of several speciated TPH
fractions above detection limits. All concentrations
were recorded to be below the relevant GACs.
The four samples taken from WS8 at 0.4m bgl, from
WS9 at 0.5m bgl, WS10 at 0.2m bgl, WS11 at 0.5m
bgl and WS12 at 0.1m bgl also recorded several
speciated TPH fractions above detection limits. All
concentrations were recorded to be below the
relevant GACs.
Phenols
The concentrations of Monohydric Phenols recorded
on site were below the detection limit of 0.3 mg/kg in
all of the samples.
10.7 Leachate Contamination
Results and Screening
The risks to surface water and groundwater from
contaminants on site have been assessed against the
Environment Agency (2006) Remedial Targets
Methodology (RTM). Pollutants from contaminated
land sites are considered as passive inputs under the
European Water Framework Directive (2000/60/EC),
and as such are regulated under the Agency’s ‘limit’
pollution objective. Acceptable Water Quality
Targets (WQT) are defined for protection of human
health (based on UK Drinking Water Standards) and
for the protection of aquatic ecosystems
(Environmental Quality Standards).
The results of the two leachate samples collected at
the site from TP2 at 0.4m bgl and WS3 at 0.5m bgl
have been compared against the relevant UK DWS
and EQS as detailed above.
The sample taken from TP2 at 0.4m bgl recorded a
pH of 7 and contained concentrations of all
determinands, with the exception of PAHs below the
relevant UK DWS and EQS. The sample recorded a
concentration of speciated PAHs of 8.1 ug/l, above
the UK DWS of 0.1ug/l. The UK DWS is considered
to be very conservative as the water within the
borehole is not to be used as a potable water supply.
On this basis, there is no significant risk posed to the
site, however, any PAH contamination recorded in
the soils on site does appear to be leachable.
The sample taken from WS3 at 0.5m bgl recorded a
pH of 6 and contained concentrations of all
determinands below the relevant UK DWS and EQS.
10.8 Aggressive Ground
Natural soils were tested for aggressivity towards
building materials such as in-ground concrete. The
results are reported in Section 9.7 but summarised
below for completeness in the context of risks to
receptors.
Based on the procedures outlined in BRE Special
Digest 1: 2005 and the test results, the Design
Sulphate Class for the site is DS-1. Assuming mobile
groundwater conditions concrete should be designed
for an Aggressive Chemical Environment for
Concrete (ACEC) Class of AC-2z.
Based on the soil data obtained, no specific measures
are required related to below-ground services. All
below-ground structures should be designed in
accordance with current guidance.
10.9 Gas Results Summary
The gas monitoring results obtained during this
investigation are presented in Appendix 8. Three
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rounds of precautionary monitoring were carried out
on 5th and 18th November and on 3rd December 2020.
As outlined in the Desk Study Report for the site,
irrespective of the results of the ground gas risk
assessment undertaken as part of the ground
investigation, suitable radon protective measures
must be incorporated into the final design due to the
nature of the ground conditions and potential radon
risk at the site. As such, no radon monitoring was
carried out by Geotechnics Limited.
The Contaminated Land Officer (CLO) at Powys
County Council provided advice following a review of
the Desk Study Report suggesting Characteristic
Situation 2 gas protection measures be installed at the
site. Thereby removing the need to undertake gas
monitoring (as Environmental Health undertake an
assessment of the adjacent landfill). Defaulting to
Characteristic Situation 2 was considered a more
economically advantageous alternative than
undertaking a detailed site-specific ground gas risk
assessment for the proposed development scheme.
This is because, regardless of hazardous ground gases
such as Methane and Carbon Dioxide, radon
protective measures were determined as being
necessary in the proposed development. It was
anticipated that suitable protective measures could be
designed and installed which could protect the
development from both radon and other gases such
as Carbon Dioxide and Methane in accordance with
Characteristic 2 Situation. On this basis and following
advice from the CLO as detailed in this section of this
report, it was not considered essential to carry out
ground gas monitoring. As a precautionary measure
and to confirm the ground gas risk at the site did not
exceed Characteristic Situation 2, a limited
programme of monitoring was carried out by
Geotechnics Limited. It is acknowledged that this
programme of monitoring does not constitute a full
ground gas risk assessment in line with current good
practice guidance.
The precautionary ground gas monitoring programme
was carried out under variable conditions, including
very low and very high atmospheric pressures (971mb
to 1025mb).
The key findings of the monitoring programme are
summarised below:
Maximum Carbon Dioxide concentration of
3.4% v/v recorded on site.
Maximum Methane concentration of 0.2% v/v
recorded on site.
Minimum Oxygen concentration of 6.4%
recorded in WS7 on one occasion. Remaining
Oxygen concentrations ranged between 17.4%
and 20.8%.
Zero flow rates of 0 l/hr recorded.
Maximum Photo-Ionisation Detector (PID)
readings of 21.2ppm recorded in WS12.
No concentrations of either Carbon Monoxide
(CO) or Hydrogen Sulphide (H2S) were
recording as part of the monitoring
programme.
The results have been assessed in accordance with
CIRIA’s C665 Assessing Risks posed by Hazardous
Ground Gases to Buildings (2007) to confirm that the
recorded concentrations do not exceed the
requirements of Characteristic Situation 2. Details on
the approach are detailed in that document. In
summary, the Gas Screening Value (GSV) is defined as
the product of gas concentration multiplied by flow
rate.
The GSV is then considered with other parameters to
define a Characteristic Situation (CS), which identifies
the need for and scope of any necessary gas
protection measures:
Maximum Methane and Carbon Dioxide
concentrations of 0.2% and 3.4%, respectively.
Maximum flow rate of 0 l/hr.
Methane GSV of 0.002.
Carbon Dioxide GSV of 0.034.
Using the modified Wilson and Card Classification the
data obtained indicates that the site, based on the
available data, is considered to be a Characteristic
Situation 1 site which indicates very low risk with
respect to Carbon Dioxide and Methane.
Additional lines of evidence were sought to provide
further evidence to confirm the validity of the results
on site by means of gas sampling using Tedlar bags.
Two (2 No.) samples of ground gas were taken from
two installations during the final round of monitoring
on 3rd December 2020. Samples were taken from BH5
and WS7. The samples were dispatched to a specialist
environmental forensics laboratory. The samples
recorded concentrations of Carbon Dioxide of 1.55%
and 2.11% respectively. Methane, Carbon Monoxide,
Hydrogen Sulphide and all other trace gases were
reported to be below the respective detection limits.
Oxygen concentrations of 18.8% in BH5 and 8.1% in
WS7 were recorded. The results were found to be in
accordance with the field monitoring results carried
out in both of the boreholes.
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On this basis, as recommended by the CLO, radon
and Characteristic Situation 2 gas protection
measures at the site will provide a sufficient level of
protection for the proposed development.
10.10 Groundwater Contamination
Results and Screening
Groundwater strikes were recorded within the
Superficial Deposits within six of the boreholes on
site during the ground investigation (WS2, WS8,
WS9, WS10 and WS12). Groundwater strikes varied
between 1.8m and 3.6m bgl and no rises in
groundwater levels were reportedly immediately
following the drilling of the boreholes. No evidence of
odours were reported within the groundwater. In
WS3, groundwater seepage was recorded around 1m
bgl.
One groundwater sample was taken during the third
round of monitoring from WS9 for confirmatory
purposes. The sample had a pH of 7.8 which was
within the EQS pH range of 6 to 9.
The sample recorded very low level speciated PAH
concentrations below the UK DWS of 0.1ug/l. No
exceedances of either the UK DWS or EQS were
recorded within the sample, with the levels of many
contaminants noted to be below detection limits.
The analytical results obtained from sampling during
this investigation are presented in Appendix 11.
10.11 Risk Assessment
The data from the soil sampling, information from the
exploratory hole logs and the engineer’s on-site
observations have been used to undertake an
assessment of risk associated with contamination to
refine the preliminary CSM in Section 10.3.
The site is to be developed as a new school with
accompanying outdoor facilities and parking. The
most suitable end use scenario - public open spaces
(residential) has been assumed for the site.
A Generic Quantitative Risk Assessment (GQRA) has
been undertaken utilising methods detailed in CIRIA
Guidance document C552 entitled Contaminated Land
Risk Assessment. A Guide to Good Practice published in
2001. The findings are as follows:
Limited Made Ground is present across the site and
no evidence of contamination (with the exception of
what appeared to be natural coal) was recorded in the
soils encountered on site. No odours or evidence of
contamination were seen in groundwater and no
vapours were recorded on site. No concentrations of
any contaminants in excess of the GAC were
recorded on site and no asbestos was recorded
within the laboratory testing results.
No evidence has been found to suggest off-site
contamination has affected the site soils. The risk
posed to human health by outdoor exposure
(ingestion and dermal contact) is therefore
considered to be Very Low.
Risk posed to buildings and structures (in-ground
concrete) may be at Low risk from pH and sulphate
in the site soils. By utilising Design Sulphate Class DS-
1 and Aggressive Chemical Environment for Concrete
(ACEC) Class of AC-2z in accordance with BRE
Special Digest 1: 2005 the risk posed to buildings and
structures can be readily mitigated to Very Low.
Selection of appropriate water supply pipes in
accordance with UK WIR Guidance for Selection of
Water Supply Pipes to be used in Brownfield Sites. Ref.
10/WM/03/21. 2010 (subject to agreement with
Welsh Water) would readily reduce risks to water
supply pipework to Very Low.
Shallow groundwater below the site is perched and
discontinuous in pockets within permeable layers
within the Made Ground and Superficial Deposits on
site. It is unlikely to be utilised in as a potable supply
and no groundwater abstractions from this stratum
are known to exist nearby. The Superficial Deposits
below the site are classified as an Undifferentiated
Aquifer and the underlying bedrock is a Secondary B
Aquifer. As such the shallow groundwater below the
site is considered to be a low sensitivity receptor.
No evidence of contamination likely to affect shallow
and deep groundwater has been identified in soils on-
site. The area of hard ground cover and artificial
drainage will increase as part of the proposed
development, reducing infiltration and therefore
leaching potential in some areas. Despite this, surface
water may be disposed of via soakaways in some areas
of the site. The risk posed by leachable soil
contaminants to shallow and deep groundwater via
leaching is considered to be Low.
Negligible evidence for hazardous ground gases
including Methane and Carbon Dioxide have been
encountered during precautionary monitoring. The
previously identified off-site ground gas sources,
including the off-site infilled quarry and landfill site are
therefore no longer considered to be part of the
pollutant linkage. The CS1 classification means no
significant risk exists to human health (future site
users) from those gases via inhalation / asphyxiation
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and buildings and structures (ingress / explosion).
Entry into below ground and confined spaces on site
should not be carried out due to possible oxygen
depletion (recorded in one location on site on one
occasion). A watching brief for vapours should be
maintained. As recommended by the CLO at Desk
Study stage, Characteristic Situation 2 gas protection
measures at the site will provide a sufficient level of
protection for the proposed development as detailed
in Section 10.12.
As outlined within the Desk Study Report, the risk
from radon gas to the proposed development is
Moderate and remedial action in the form of radon
protection measures will be required as detailed in
Section 10.12.
Risk to construction workers is not considered within
this assessment although it is envisaged that such risks
would be readily manageable by the earthworks or
other contractor undertaking their own risk
assessment and adopting suitable PPE if required.
10.12 Conclusions and
Recommendations
Conclusions
A programme of ground investigation was undertaken
to investigate the nature and extent of potential
contamination within the vicinity of the proposed
development works at the site.
No evidence of Asbestos was encountered in any of
the samples collected and tested across the site and
no evidence of contaminant concentrations in excess
of the relevant Public Open Spaces GAC were
recorded on site.
Some leachable PAHs were detected within the
samples analysed, though the concentrations
recorded are not considered to pose a significant risk
to the site. No notable PAH concentrations in excess
of either the EQS or UK DWS were recorded in
groundwater.
Low concentrations of Methane and Carbon Dioxide
have been reported as part of the monitoring
undertaken at the site. As recommended by the CLO
at Desk Study stage, Characteristic Situation 2 gas
protection measures and radon protection will
provide sufficient protection for the proposed
development against ground gas.
Recommendations
No remedial action is required at the site with respect
to soils and groundwater.
Specialist advice for the design of ground gas and
radon protection measures suitable for Characteristic
Situation 2 within all new buildings on site will be
required as part of the proposed development.
Site work should be designed, and risk assessed with
cognisance to guidance in HSG66 Protection of workers
and the general public during the development of
contaminated land published by HSE (1991).
On a general note, it is advised that the findings of this
report and the recommendations within are discussed
with the Local Planning Authority prior to proceeding.
Signed for and on behalf of Geotechnics Limited.
Prepared by:
Aaron Field
BSc. (Hons) MSc. FGS
Senior Engineer
Megan Parker Seal
BSc. FGS
Environmental Consultant
Reviewed by:
Colin Dodd
BSc (Hons), MSc, CEng, MICE
Principal Engineer
1
APPENDIX 1
Site Location Plan
SITE LOCATION PLAN
Ground InvestigationforCEDEWAIN SPECIALIST ALN SCHOOLforPowys County Council - School Services
© Crown Copyright Reserved, OS License Number: 100020449
2
APPENDIX 2
Lightweight Deflectometer (LWD) Test Records
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
21.0 21.6 21.6
86.2 87.7 87.2
1080.1 1069.2 1062.1
Surface Modulus: 21.4 MN/m2
Estimated CBR from Surface Modulus: 1.4 %
Description of soil at test level:
Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
Form INS014 Rev 1
CLAY
120.27
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD1
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
21.4
87.0
1070.5
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
-2000
200400600800
10001200
0 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
15.8 15.8 15.5
86.5 87.1 87.2
1439.1 1454.0 1477.5
Surface Modulus: 15.7 MN/m2
Estimated CBR from Surface Modulus: 0.8 %
Description of soil at test level:
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
15.7
86.9
1456.9
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
Form INS014 Rev 1
CLAY
119.94
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD2
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
-1000
-500
0
500
1000
1500
20000 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
18.9 19.0 19.1
88.2 88.8 89.9
1231.2 1228.1 1240.2
Surface Modulus: 19.0 MN/m2
Estimated CBR from Surface Modulus: 1.1 %
Description of soil at test level:
Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
Form INS014 Rev 1
CLAY
120.33
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD3
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
19.0
89.0
1233.2
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
-2000
200400600800
100012001400
0 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
13.7 13.6 13.3
84.7 85.3 85.1
1625.0 1649.0 1685.9
Surface Modulus: 13.5 MN/m2
Estimated CBR from Surface Modulus: 0.7 %
Description of soil at test level:
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
13.5
85.0
1653.3
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
Form INS014 Rev 1
CLAY
120.06
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD4
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
-500
0
500
1000
1500
20000 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
12.9 13.1 13.3
86.3 86.5 86.6
1761.5 1737.4 1712.2
Surface Modulus: 13.1 MN/m2
Estimated CBR from Surface Modulus: 0.6 %
Description of soil at test level:
Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
Form INS014 Rev 1
CLAY
120.43
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD5
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
13.1
86.5
1737.0
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
-1000
-500
0
500
1000
1500
20000 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
44.8 43.5 43.1
87.7 86.7 87.3
515.7 525.0 533.5
Surface Modulus: 43.8 MN/m2
Estimated CBR from Surface Modulus: 4.1 %
Description of soil at test level:
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
43.8
87.2
524.7
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
Form INS014 Rev 1
CLAY
119.52
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD6
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
0
100
200
300
400
500
6000 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
13.3 14.6 15.1
88.2 88.5 90.5
1746.3 1598.2 1575.2
Surface Modulus: 14.3 MN/m2
Estimated CBR from Surface Modulus: 0.7 %
Description of soil at test level:
Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
Form INS014 Rev 1
CLAY
120.34
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD7
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
14.3
89.0
1639.9
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
-1500-1000
-5000
500100015002000
0 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
Client
Test Information
Material Type
Test Level (m OD)
Test Depth (m bgl) Temperature (C)
Test Results
1 2 3
16.9 17.0 17.1
84.9 85.8 85.9
1325.6 1325.7 1321.3
Surface Modulus: 17.0 MN/m2
Estimated CBR from Surface Modulus: 0.9 %
Description of soil at test level:
Lightweight Dynamic Plate Test carried out in accordance with Interim Advice Note 73/06 Revision 1 (2009)
Heart of Wales Property Services Limited Date 30/10/2020
13
Average
17.0
85.5
1324.2
Test carried out with Prima 100 Lightweight Deflectometer (LWD).
Poission's Ratio value of 0.35 used in calculation.
Remarks
Brown slightly sandy slightly gravelly CLAY.
Form INS014 Rev 1
CLAY
121.27
0.50
300
Overcast, raining
Plate Diameter (mm)
Weather Conditions
CEDEWAIN SPECIALIST ALN SCHOOL Test Location LWD8
Project No PN204159
Test No 1
INSITU TESTING - Lightweight Dynamic Plate Test (LWD)Project
Drop Number
E-Modulus
(MN/m2)
Maximum Pressure
(kN/m2)
Maximum Deflection
(mm)
-500
0
500
1000
15000 10 20 30 40 50 60
Defle
ctio
n (m
m)
Time (ms)
Average Deflection
0
20
40
60
80
100
0 10 20 30 40 50 60
Pres
sure
(kN
/m2 )
Time (ms)
Average Pressure
3
APPENDIX 3
Trial Pit Records
Form REP002 Rev 4
DATA SHEET - Symbols and Abbreviations used on Records Sample Types B Bulk disturbed sample
BLK Block sample
C Core sample
D Small disturbed sample (tub/jar)
E Environmental test sample
ES Environmental soil sample
EW Environmental water sample
G Gas sample
L Liner sample
LB Large bulk disturbed sample
P Piston sample (PF - failed P sample)
TW Thin walled push in sample
U Open Tube - 102mm diameter with blows to take sample. (UF - failed U sample)
UT Thin wall open drive tube sampler - 102mm diameter with blows to take sample. (UTF - failed UT sample)
V Vial sample
W Water sample
# Sample Not Recovered
Insitu Testing / Properties CBRP CBR using TRL probe
CHP Constant Head Permeability Test
COND Electrical conductivity
TC Thermal Conductivity
TR Thermal Resistivity
HV Strength from Hand Vane
ICBR CBR Test
IDEN Density Test
IRES Resistivity Test
MEX CBR using Mexecone Probe Test
PKR Packer Permeability Test
PLT Plate Load Test
PP Strength from Pocket Penetrometer
Temp Temperature
VHP Variable Head Permeability Test
VN Strength from Insitu Vane
w% Water content
(All other strengths from undrained triaxial testing)
S Standard Penetration Test (SPT)
C SPT with cone
N SPT Result
-/- Blows/penetration (mm) after seating drive
-*/- Total blows/penetration (mm)
( ) Extrapolated value
Groundwater Water Strike Depth Water Rose To
Instrumentation Seal Filter Seal
Strata Legend
Made Ground Granular
Made Ground Cohesive
Topsoil
Cobbles and Boulders
Gravel
Sand
Silt
Clay
Peat Note: Composite soil types shown by combined symbols Chalk Limestone Sandstone Coal
Strata, Continued Mudstone Siltstone Metamorphic Rock
Fine Grained Medium Grained Coarse Grained Igneous Rock
Fine Grained Medium Grained Coarse Grained
Backfill Materials Arisings Bentonite Seal Concrete Fine Gravel Filter General Fill Gravel Filter Grout Sand Filter Tarmacadam
Rotary Core
RQD Rock Quality Designation (% of intact core >100mm) FRACTURE INDEX Fractures/metre FRACTURE Maximum SPACING (m) Minimum NI Non-intact core NR No core recovery AZCL Assumed zone of core
loss (where core recovery is unknown it is assumed to be at the base of the run)
TRIAL PIT RECORDProject
Client
Engineer Trial PitProject No
Samples and Tests Strata
Depth Type Results
Scale
Description Depth LegendStratumNo
Excavation Groundwater
DateDepthObserved
Details
RemarksSymbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Length (C)Width (B)Plant
Shoring
Stability
Depthof Pit
Date Backfilled
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309848.7 POWYS COUNTY COUNCIL 290325.2 121.52
G.L. 121.52 0.10- 0.50 B Grass over TOPSOIL: Brown sandy clayey subangular 0.10- 0.50 D fine to coarse gravel of siltstone and sandstone. 0.10- 0.50 ES Some rootlets. 0.10- 0.50 PID=<0.1 0.50 121.02 0.60- 0.90 B Firm brown slightly gravelly sandy CLAY. Gravel is 0.60- 0.90 D subangular fine to coarse of siltstone and sandstone. 0.60- 0.90 ES 0.90 120.62 0.60- 0.90 PID=<0.1 Brown very gravelly CLAY, locally grading to clayey 1.00- 1.40 B gravel. Gravel is angular to subrounded fine to 1.00- 1.40 D mc=10% coarse of mudstone, siltstone and sandstone. Low 1.00- 1.40 ES subangular cobble content of siltstone and sandstone. 1.00- 1.40 PID=<0.1 1.50 120.02 1.60- 1.90 B Firm brown and yellowish brown gravelly CLAY. Gravel 1.60- 1.90 D is angular to subrounded fine to coarse of siltstone
and sandstone. 1.90 119.62 1.90- 2.20 B 1.90- 2.20 D Stiff bluish brown and greyish brown mottled orange 2.20- 2.50 B slightly sandy slightly gravelly CLAY. Gravel is 2.20 119.32 2.20- 2.50 D subangular fine to medium of siltstone and sandstone. 2.20- 2.50 ES 2.20- 2.50 PID=<0.1 Greyish brown very sandy slightly silty angular to 2.60 118.92 2.70- 3.00 B subrounded fine to coarse GRAVEL of mudstone, 2.70- 3.00 D siltstone and sandstone.
3.00 118.52 Grey sandy slightly silty angular to subrounded fine to coarse GRAVEL of mudstone, siltstone, and sandstone. Low subrounded cobble content.
End of Excavation
6 tonne tracked excavator. 0.60 28/10/2020 3.20 None. None encountered.
28/10/2020 Pit sides spalling below 2.60m depth.
ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Soakaway Tests carried out at 0.30m and 0.46m depth.
Trial Pit TP1
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
Logged by LP
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
TRIAL PIT RECORDProject
Client
Engineer Trial PitProject No
Samples and Tests Strata
Depth Type Results
Scale
Description Depth LegendStratumNo
Excavation Groundwater
DateDepthObserved
Details
RemarksSymbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Length (C)Width (B)Plant
Shoring
Stability
Depthof Pit
Date Backfilled
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309952.6 POWYS COUNTY COUNCIL 290298.9 124.92
G.L. 124.92 Grass over TOPSOIL: Soft to firm sandy silt with 0.15 124.77
0.20- 0.40 B rootlets. 0.20- 0.40 D 0.40 124.52 0.20- 0.40 ES Firm brown sandy gravelly CLAY. Gravel is subangular 0.20- 0.40 PID=<0.1 to subrounded fine to coarse of mudstone, siltstone 0.40- 0.70 B and sandstone. 0.40- 0.70 D 0.40- 0.70 ES Firm brown slightly gravelly sandy CLAY. Gravel is 0.40- 0.70 PID=<0.1 subangular to subrounded fine to coarse of siltstone 0.80- 1.20 B and sandstone. 0.80- 1.20 D mc=32% 0.80- 1.20 ES 0.80- 1.20 PID=<0.1
2.00- 2.50 B 2.00 122.92 2.00- 2.50 D Firm to stiff brown slightly gravelly CLAY. Gravel is
subangular to subrounded fine to coarse of siltstone and sandstone.
2.80 122.12 2.90- 3.50 B Stiff brown mottled orangish grey gravelly CLAY with 2.90- 3.50 D a medium cobble content of siltstone and sandstone.
3.50 121.42 End of Excavation
6 tonne tracked excavator. 0.60 29/10/2020 3.80 None. None encountered.
29/10/2020 Stable during excavation.
ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Soakaway Test carried out at 0.26m depth.
Trial Pit TP2
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
Logged by LP
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
4
APPENDIX 4
Trial Pit Photographs
TP1 (1)
PHOTOGRAPHS
Project Number : PN204159
Project : CEDEWAIN SPECIALIST ALN SCHOOL
TP1 (2)
PHOTOGRAPHS
Project Number : PN204159
Project : CEDEWAIN SPECIALIST ALN SCHOOL
TP1 (3)
PHOTOGRAPHS
Project Number : PN204159
Project : CEDEWAIN SPECIALIST ALN SCHOOL
TP1 (4)
PHOTOGRAPHS
Project Number : PN204159
Project : CEDEWAIN SPECIALIST ALN SCHOOL
TP2 (1)
PHOTOGRAPHS
Project Number : PN204159
Project : CEDEWAIN SPECIALIST ALN SCHOOL
TP2 (2)
PHOTOGRAPHS
Project Number : PN204159
Project : CEDEWAIN SPECIALIST ALN SCHOOL
TP2 (3)
PHOTOGRAPHS
Project Number : PN204159
Project : CEDEWAIN SPECIALIST ALN SCHOOL
5
APPENDIX 5
Soakaway Test Results
TP1
1
PN204159
28/10/2020
GL
0.00 0.35 2.65 100.00 WL
0.50 0.53 2.47 93.21
1.00 0.56 2.44 92.08 Total Effective
1.50 0.60 2.40 90.57 depth depth
2.00 0.65 2.35 88.68
2.50 0.70 2.30 86.79
3.00 0.70 2.30 86.79
4.00 0.75 2.25 84.91
5.00 0.81 2.19 82.64 = 3.200 m
6.00 0.89 2.11 79.62 = 0.600 m
7.00 0.90 2.10 79.25 = 3.000 m
8.00 0.91 2.09 78.87 = 2.650 m
9.00 0.95 2.05 77.36
10.00 0.98 2.02 76.23
11.00 0.99 2.01 75.85
12.00 1.02 1.98 74.72
13.00 1.06 1.94 73.21
14.00 1.07 1.93 72.83
15.00 1.09 1.91 72.08
16.00 1.12 1.88 70.94
17.00 1.13 1.87 70.57
18.00 1.15 1.85 69.81 1.988 12.00
19.00 1.17 1.83 69.06 0.663 140.00
20.00 1.19 1.81 68.30 = m3
21.00 1.20 1.80 67.92 = m2
22.00 1.20 1.80 67.92 = min
23.00 1.24 1.76 66.42 = m/sec
Sheet 1
Form INS009 Rev 6
1.013
Head
(m)
Depth from GL
(m)
ELAPSED
TIME
(mins)
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
25%
Vp75-25
Soil Infiltration, f
ap50
2.544
tp75-25
2.338
2.76E-05
11.990
Time
(mins)
0.350m
HEAD
(m)
=
% of effective depth
HEAD
(%)
Initial depth from
GL
Trial pit width
Trial pit depth
INSITU TESTING - Soakaway Test
Effective depth (Head of Water)
Remarks Depth of pit after test - 2.33m.
Pit assumed to have collapsed at end of test in Soil Infiltration calculations.
TRIAL PIT SOAKAWAY
Y
128.000
DEPTH of
water below
ground level
(m)
Project No
Trial pit length
75%
TP1
1
PN204159
28/10/2020
Form INS009 Rev 6
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
INSITU TESTING - Soakaway Test
Project No
GL
24.00 1.25 1.750 66.0 WL
25.00 1.26 1.740 65.7
26.00 1.29 1.710 64.5 Total Effective
27.00 1.30 1.700 64.2 depth depth
28.00 1.30 1.700 64.2
29.00 1.32 1.680 63.4
30.00 1.33 1.670 63.0
35.00 1.41 1.590 60.0
40.00 1.48 1.520 57.4 = 3.200 m
45.00 1.53 1.470 55.5 = 0.600 m
50.00 1.60 1.400 52.8 = 3.000 m
55.00 1.67 1.330 50.2 = 2.650 m
60.00 1.73 1.270 47.9
70.00 1.84 1.160 43.8
80.00 1.94 1.060 40.0
90.00 2.07 0.930 35.1
100.00 2.11 0.890 33.6
110.00 2.17 0.830 31.3
120.00 2.23 0.770 29.1
130.00 2.28 0.720 27.2
140.00 2.33 0.670 25.3
1.988 12.00
0.663 140.00
= m3
= m2
= min
= m/sec
Sheet 2
Remarks Depth of pit after test - 2.33m.
Pit assumed to have collapsed at end of test in Soil Infiltration calculations.
tp75-25 0.000
Soil Infiltration, f 2.76E-05
ap50 11.990
75% 1.013
ELAPSED
TIME
(mins)
DEPTH of
water below
ground level
(m)
HEAD
(m)
HEAD
(%)
Initial depth from
GL
% of effective depthHead
(m)
Depth from GL
(m)
25% 2.338
Vp75-25 2.544
Trial pit length
Trial pit width
Trial pit depth
Time
(mins)
Effective depth (Head of Water)
= 0.350m Y
TRIAL PIT SOAKAWAY
TP1
1
PN204159
28/10/2020
Form INS009 Rev 6
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
INSITU TESTING - Soakaway Test
Project No
tp75 = 12.00
tp25 = 140.00
Sheet 3
Remarks Depth of pit after test - 2.33m.
Pit assumed to have collapsed at end of test in Soil Infiltration calculations.
0
10
20
30
40
50
60
70
80
90
100
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
% o
f E
ffecti
ve D
ep
th
Elapsed Time (mins)
TP1
2
PN204159
28/10/2020
GL
0.00 0.30 2.70 100.00 WL
0.50 0.35 2.65 98.15
1.00 0.40 2.60 96.30 Total Effective
1.50 0.42 2.58 95.56 depth depth
2.00 0.46 2.54 94.07
2.50 0.49 2.51 92.96
3.00 0.53 2.47 91.48
3.50 0.55 2.45 90.74
4.00 0.58 2.42 89.63 = 3.200 m
5.00 0.62 2.38 88.15 = 0.600 m
6.00 0.69 2.31 85.56 = 3.000 m
7.00 0.70 2.30 85.19 = 2.700 m
8.00 0.74 2.26 83.70
9.00 0.78 2.22 82.22
10.00 0.80 2.20 81.48
11.00 0.82 2.18 80.74
12.00 0.84 2.16 80.00
13.00 0.87 2.13 78.89
14.00 0.93 2.07 76.67
15.00 0.96 2.04 75.56
16.00 0.98 2.02 74.81
17.00 0.99 2.01 74.44 2.025 0.00
18.00 1.00 2.00 74.07 0.675 0.00
19.00 1.01 1.99 73.70 = m3
20.00 1.02 1.98 73.33 = m2
21.00 1.03 1.97 72.96 = min
22.00 1.04 1.96 72.59 = m/sec
Sheet 1
INSITU TESTING - Soakaway Test
Effective depth (Head of Water)
Remarks Test stopped after 140 minutes due to pit collapsing to 2.30m depth - water level
recorded at 1.80m depth after collapse.
Unable to calculate Soil Infiltration rate due to early test termination.
TRIAL PIT SOAKAWAY
Y
0.000
DEPTH of
water below
ground level
(m)
Project No
Trial pit length
75%
Time
(mins)
0.300m
HEAD
(m)
=
% of effective depth
HEAD
(%)
Initial depth from
GL
Trial pit width
Trial pit depth
25%
Vp75-25
Soil Infiltration, f
ap50
2.592
tp75-25
2.325
#DIV/0!
12.180
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
Form INS009 Rev 6
0.975
Head
(m)
Depth from GL
(m)
ELAPSED
TIME
(mins)
TP1
2
PN204159
28/10/2020
INSITU TESTING - Soakaway Test
Project No
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
Form INS009 Rev 6
GL
23.00 1.05 1.950 72.2 WL
24.00 1.06 1.940 71.9
25.00 1.07 1.930 71.5 Total Effective
30.00 1.13 1.870 69.3 depth depth
40.00 1.23 1.770 65.6
50.00 1.32 1.680 62.2
60.00 1.40 1.600 59.3
70.00 1.48 1.520 56.3
80.00 1.55 1.450 53.7 = 3.200 m
90.00 1.66 1.340 49.6 = 0.600 m
100.00 1.71 1.290 47.8 = 3.000 m
110.00 1.73 1.270 47.0 = 2.700 m
120.00 1.94 1.060 39.3
130.00 2.04 0.960 35.6
140.00 2.11 0.890 33.0
2.025 0.00
0.675 0.00
= m3
= m2
= min
= m/sec
Sheet 2
= 0.300m Y
TRIAL PIT SOAKAWAY
Trial pit length
Trial pit width
Trial pit depth
Time
(mins)
Effective depth (Head of Water)
75% 0.975
ELAPSED
TIME
(mins)
DEPTH of
water below
ground level
(m)
HEAD
(m)
HEAD
(%)
Initial depth from
GL
% of effective depthHead
(m)
Depth from GL
(m)
25% 2.325
Vp75-25 2.592
tp75-25 0.000
Soil Infiltration, f #DIV/0!
ap50 12.180
Remarks
TP1
2
PN204159
28/10/2020
INSITU TESTING - Soakaway Test
Project No
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
Form INS009 Rev 6
tp75 =
tp25 =
Sheet 3
Remarks
0
10
20
30
40
50
60
70
80
90
100
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
% o
f E
ffecti
ve D
ep
th
Elapsed Time (mins)
TP2
1
PN204159
29/10/2020
GL
0.00 0.26 3.24 100.00 WL
0.50 0.30 3.20 98.77
1.00 0.30 3.20 98.77 Total Effective
1.50 0.30 3.20 98.77 depth depth
2.00 0.30 3.20 98.77
2.50 0.31 3.19 98.46
3.00 0.31 3.19 98.46
3.50 0.31 3.19 98.46
4.00 0.31 3.19 98.46 = 3.800 m
5.00 0.31 3.19 98.46 = 0.600 m
6.00 0.32 3.18 98.15 = 3.500 m
7.00 0.32 3.18 98.15 = 3.240 m
8.00 0.32 3.18 98.15
9.00 0.33 3.17 97.84
10.00 0.33 3.17 97.84
11.00 0.33 3.17 97.84
12.00 0.33 3.17 97.84
13.00 0.34 3.16 97.53
14.00 0.35 3.15 97.22
15.00 0.35 3.15 97.22
16.00 0.35 3.15 97.22
17.00 0.36 3.14 96.91 2.430 0.00
18.00 0.36 3.14 96.91 0.810 0.00
19.00 0.37 3.13 96.60 = m3
20.00 0.37 3.13 96.60 = m2
21.00 0.38 3.12 96.30 = min
22.00 0.38 3.12 96.30 = m/sec
Sheet 1
INSITU TESTING - Soakaway Test
Effective depth (Head of Water)
Remarks Unable to calculate Soil Infiltration due to insufficient change in water level.
TRIAL PIT SOAKAWAY
Y
0.000
DEPTH of
water below
ground level
(m)
Project No
Trial pit length
75%
Time
(mins)
0.260m
HEAD
(m)
=
% of effective depth
HEAD
(%)
Initial depth from
GL
Trial pit width
Trial pit depth
25%
Vp75-25
Soil Infiltration, f
ap50
3.694
tp75-25
2.690
#DIV/0!
16.536
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
Form INS009 Rev 6
1.070
Head
(m)
Depth from GL
(m)
ELAPSED
TIME
(mins)
TP2
1
PN204159
29/10/2020
INSITU TESTING - Soakaway Test
Project No
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
Form INS009 Rev 6
GL
23.00 0.38 3.120 96.3 WL
24.00 0.39 3.110 96.0
25.00 0.39 3.110 96.0 Total Effective
26.00 0.40 3.100 95.7 depth depth
27.00 0.40 3.100 95.7
28.00 0.40 3.100 95.7
29.00 0.40 3.100 95.7
30.00 0.41 3.090 95.4
35.00 0.41 3.090 95.4 = 3.800 m
40.00 0.43 3.070 94.8 = 0.600 m
50.00 0.45 3.050 94.1 = 3.500 m
60.00 0.49 3.010 92.9 = 3.240 m
70.00 0.50 3.000 92.6
80.00 0.53 2.970 91.7
100.00 0.57 2.930 90.4
120.00 0.62 2.880 88.9
140.00 0.67 2.830 87.3
160.00 0.69 2.810 86.7
180.00 0.70 2.800 86.4
200.00 0.72 2.780 85.8
220.00 0.76 2.740 84.6
230.00 0.77 2.730 84.3 2.430 0.00
340.00 0.79 2.710 83.6 0.810 0.00
= m3
= m2
= min
= m/sec
Sheet 2
= 0.260m Y
TRIAL PIT SOAKAWAY
Trial pit length
Trial pit width
Trial pit depth
Time
(mins)
Effective depth (Head of Water)
75% 1.070
ELAPSED
TIME
(mins)
DEPTH of
water below
ground level
(m)
HEAD
(m)
HEAD
(%)
Initial depth from
GL
% of effective depthHead
(m)
Depth from GL
(m)
25% 2.690
Vp75-25 3.694
tp75-25 0.000
Soil Infiltration, f #DIV/0!
ap50 16.536
Remarks Unable to calculate Soil Infiltration due to insufficient change in water level.
TP2
1
PN204159
29/10/2020
INSITU TESTING - Soakaway Test
Project No
Trial PitCEDEWAIN SPECIALIST ALN SCHOOLProject
Test No
DateClient Heart of Wales Property Services Limited
Form INS009 Rev 6
tp75 =
tp25 =
Sheet 3
Remarks Unable to calculate Soil Infiltration due to insufficient change in water level.
0
10
20
30
40
50
60
70
80
90
100
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0
% o
f E
ffecti
ve D
ep
th
Elapsed Time (mins)
6
APPENDIX 6
Cable Percussion Borehole Records,
SPT Results Summary Sheets and
SPT Hammer Energy Test Report
Form REP002 Rev 4
DATA SHEET - Symbols and Abbreviations used on Records Sample Types B Bulk disturbed sample
BLK Block sample
C Core sample
D Small disturbed sample (tub/jar)
E Environmental test sample
ES Environmental soil sample
EW Environmental water sample
G Gas sample
L Liner sample
LB Large bulk disturbed sample
P Piston sample (PF - failed P sample)
TW Thin walled push in sample
U Open Tube - 102mm diameter with blows to take sample. (UF - failed U sample)
UT Thin wall open drive tube sampler - 102mm diameter with blows to take sample. (UTF - failed UT sample)
V Vial sample
W Water sample
# Sample Not Recovered
Insitu Testing / Properties CBRP CBR using TRL probe
CHP Constant Head Permeability Test
COND Electrical conductivity
TC Thermal Conductivity
TR Thermal Resistivity
HV Strength from Hand Vane
ICBR CBR Test
IDEN Density Test
IRES Resistivity Test
MEX CBR using Mexecone Probe Test
PKR Packer Permeability Test
PLT Plate Load Test
PP Strength from Pocket Penetrometer
Temp Temperature
VHP Variable Head Permeability Test
VN Strength from Insitu Vane
w% Water content
(All other strengths from undrained triaxial testing)
S Standard Penetration Test (SPT)
C SPT with cone
N SPT Result
-/- Blows/penetration (mm) after seating drive
-*/- Total blows/penetration (mm)
( ) Extrapolated value
Groundwater Water Strike Depth Water Rose To
Instrumentation Seal Filter Seal
Strata Legend
Made Ground Granular
Made Ground Cohesive
Topsoil
Cobbles and Boulders
Gravel
Sand
Silt
Clay
Peat Note: Composite soil types shown by combined symbols Chalk Limestone Sandstone Coal
Strata, Continued Mudstone Siltstone Metamorphic Rock
Fine Grained Medium Grained Coarse Grained Igneous Rock
Fine Grained Medium Grained Coarse Grained
Backfill Materials Arisings Bentonite Seal Concrete Fine Gravel Filter General Fill Gravel Filter Grout Sand Filter Tarmacadam
Rotary Core
RQD Rock Quality Designation (% of intact core >100mm) FRACTURE INDEX Fractures/metre FRACTURE Maximum SPACING (m) Minimum NI Non-intact core NR No core recovery AZCL Assumed zone of core
loss (where core recovery is unknown it is assumed to be at the base of the run)
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Dia Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time Mins
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks oninHole
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309918.6 POWYS COUNTY COUNCIL 290408.5 121.58
G.L. 121.58 0.00- 1.20 B Grass over TOPSOIL: Brown slightly sandy slightly 0.20 ES gravelly clay with rootlets. Gravel is angular to 0.20 PID=<0.1 subrounded fine to coarse of siltstone and 0.50 ES sandstone. 0.50 121.08 0.50 PID=<0.1
Soft to firm brown slightly sandy slightly gravelly CLAY. Gravel is subangular to subrounded fine to
1.00 ES coarse of siltstone and sandstone. 1.00 PID=<0.1 1.20- 1.65 D (DRY) S8
1.60 ES 1.60 119.98 1.60 PID=<0.1 Firm to stiff brown slightly gravelly CLAY. Gravel 1.65 D 25 is subangular to subrounded fine to coarse of 2.00- 2.45 UT30 2.00 20 mudstone, siltstone and sandstone.
(DRY)
2.70 D 2.70 118.88 Stiff to very stiff brown slightly mottled grey
3.00- 3.45 D 3.00 S40 slightly gravelly to gravelly CLAY. Gravel is (DRY) angular to subrounded fine to coarse of mudstone,
siltstone and sandstone.
4.00- 4.45 D 4.00 S44 4.00 117.58 (DRY) Stiff to very stiff greyish brown gravelly CLAY
with a low cobble content of siltstone. Gravel is angular fine to coarse of mudstone, siltstone and sandstone.
5.00- 5.00 D 5.00 S50/0 (DRY)
5.50- 5.50 5.00 C50/0 5.50 116.08 (DRY) Brownish grey SILTSTONE, recovered as gravel. 5.60 115.98
End of Borehole
1.20 0.40 Inspection Pit DMW G.L. 29/10/20 08:00 None 5.50 0.15 Cable Percussion DMW 5.50 5.00 DRY 29/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. A 50mm standpipe was installed to 5.45m with a geowrapped slotted section from 2.60m to 5.45m with flush lockable protective cover. Backfill details from base of hole: bentonite seal up to 5.45m, gravel filter up to 2.60m, bentonite seal up to 0.30m, concrete up to ground level.
Cable Percussion BH1
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by LP
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Dia Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time Mins
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks oninHole
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309930.0 POWYS COUNTY COUNCIL 290386.1 122.37
G.L. 122.37 0.00- 1.20 B Grass over TOPSOIL: Brown slightly gravelly clay 0.20 ES with rootlets. Gravel is subangular fine to coarse 0.20 PID=<0.1 of siltstone. 0.50 ES 0.50 121.87 0.50 PID=<0.1 Soft to firm brown slightly sandy slightly gravelly
CLAY. Gravel is subangular to subrounded fine to coarse of siltstone and sandstone.
1.00 ES 1.00 PID=<0.1 1.20- 1.65 D 1.20 21 S8
(DRY)
1.60 120.77 1.65 ES Firm brown mottled grey slightly sandy slightly 1.65 PID=<0.1 gravelly CLAY. Gravel is angular to subangular fine 2.00- 2.45 UT30 89 12 to coarse of mudstone, siltstone and sandstone.
At 2.00m, high strength.
2.45- 2.50 D
3.00- 3.45 D 3.00 S37 3.00 119.37 (DRY) Stiff to very stiff brown slightly sandy slightly
gravelly CLAY. Gravel is angular to subangular fine to medium of siltstone and sandstone.
3.50 118.87 Stiff to very stiff brown occasionally greyish brown gravelly CLAY with a low subangular cobble content of siltstone. Gravel is angular to
4.00- 4.45 UTF subrounded fine to coarse of mudstone, siltstone 50 and sandstone.
5.00- 5.30 D 5.00 S50/ (DRY) 150
6.00- 6.38 # 6.00 S50/ (DRY) 225
6.40 115.97 6.45- 6.45 6.00 C50/0 Grey SILTSTONE, recovered as gravel.
(DRY) 6.60 115.77 End of Borehole
1.20 0.40 Inspection Pit DMW G.L. DRY 28/10/20 08:00 None 6.60 0.15 Cable Percussion DMW 5.30 4.50 DRY 28/10/20 18:00 encountered.
5.30 29/10/20 08:00 6.60 6.60 DRY 29/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. A 50mm standpipe was installed to 2.70m with a geowrapped slotted section from 1.00m to 2.70m with flush lockable protective cover. Backfill details from base of hole: bentonite seal up to 2.70m, gravel filter up to 1.00m, bentonite seal up to 0.30m, concrete up to ground level.
Cable Percussion BH2
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by LP
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Dia Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time Mins
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks oninHole
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309903.4 POWYS COUNTY COUNCIL 290372.4 121.80
G.L. 121.80 0.00- 1.20 B Grass over TOPSOIL: Brown slightly sandy clay with 0.20 ES rootlets. 0.20 PID=<0.1 0.50 ES 0.50 121.30 0.50 PID=<0.1 Firm brown slightly gravelly sandy CLAY. Gravel is
subangular to subrounded fine to coarse of siltstone and sandstone.
1.00 ES 1.00 PID=<0.1 1.20- 1.65 D 1.20 S7 1.20 120.60
(DRY) Firm brown mottled orange slightly sandy slightly gravelly CLAY. Gravel is subangular to subrounded
1.60 D 20 fine to medium of siltstone and sandstone. 1.60 120.20 1.60 ES 1.60 PID=<0.1 Firm to stiff greyish brown mottled orange slightly 2.00- 2.45 UT50 20 sandy slightly gravelly CLAY. Gravel is angular to
subrounded fine to coarse of siltstone and sandstone. Below 2.40m, stiff.
2.45- 2.50 D
2.70 119.10 Firm to stiff brown slightly sandy gravelly CLAY
3.00- 3.45 D 3.00 7.0 S40 with a low subrounded cobble content. Gravel is (DRY) angular to rounded fine to coarse of mudstone,
siltstone and sandstone.
3.45- 4.00 B
4.00- 4.45 UT50
5.00- 5.00 # 5.00 S50/0 (DRY)
5.45 D
6.00- 6.00 # 6.00 S50/0 At 6.00m, refusal encountered - probable bedrock. 6.00 115.80 (DRY)
End of Borehole
1.20 0.40 Inspection Pit DMW G.L. DRY 27/10/20 08:00 None 6.00 0.15 Cable Percussion DMW 2.00 1.50 DRY 27/10/20 18:00 encountered.
2.00 1.50 28/10/20 08:00 6.00 6.00 DRY 28/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Cable Percussion Borehole terminated at 6.00m depth due to refusal - probable bedrock. A 50mm standpipe was installed to 6.00m with a slotted section from 1.00m to 6.00m with flush lockable protective cover. Backfill details from base of hole: gravel filter up to 1.00m, bentonite seal up to 0.30m, concrete up to ground level.
Cable Percussion BH3
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by LP
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Dia Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time Mins
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks oninHole
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309860.7 POWYS COUNTY COUNCIL 290361.1 121.15
G.L. 121.15 0.00- 1.20 B Grass over TOPSOIL: Soft brown slightly sandy 0.20 ES slightly gravelly clay with rootlets. Gravel is 0.20 PID=<0.1 angular to subangular fine to coarse of mudstone, 0.50 ES siltstone and sandstone. 0.50 PID=<0.1
1.00 ES 1.00 120.15 1.00 PID=<0.1 Loose brown slightly gravelly silty fine SAND. 1.20- 1.65 D (DRY) 17 S9 Gravel is angular to subangular fine to coarse of
mudstone, siltstone and sandstone.
1.65 119.50 1.65 ES Firm to stiff yellowish brown slightly gravelly 1.65 PID=<0.1 CLAY. Gravel is angular to subrounded fine to 1.80 119.35 1.80 B coarse of mudstone, siltstone and sandstone. 1.80 D 2.00- 2.45 UT50 2.00 87 20 Stiff to very stiff friable greyish brown mottled
(DRY) orange slightly sandy gravelly CLAY. Gravel is 2.45 D angular to subangular fine to coarse of mudstone
and siltstone.
3.00- 3.45 D 3.00 7.4 S37 (DRY)
3.45- 4.00 B
4.00- 4.45 UT50 4.00 At 4.00m, high strength. (DRY)
4.45 D 4.45 116.70 Stiff greyish brown slightly sandy slightly gravelly to gravelly CLAY. Gravel is angular to subangular fine to coarse of mudstone and
5.00- 5.45 # 5.00 S44 siltstone. 5.00 116.15 (DRY)
Stiff to very stiff greyish brown very gravelly CLAY with a low cobble content. Gravel is angular
5.45- 6.00 B to subangular fine to coarse of mudstone and siltstone.
6.00- 6.45 B 6.00- 6.45 UTF 6.00
50 (DRY)
7.00- 7.00 D 7.00 S50/0 (DRY)
7.90 113.25 7.90- 7.90 D 7.90 S50/0 Greyish brown MUDSTONE, recovered as clayey gravel. 8.00 113.15
(DRY) End of Borehole
1.20 0.40 Inspection Pit DMW G.L. 26/10/20 20:20 None 8.00 0.15 Cable Percussion DMW 7.90 6.00 DRY 26/10/20 18:00 encountered.
7.90 6.00 6.50 27/10/20 08:00 8.00 6.00 DRY 27/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Water was added to assist boring at 7.90m depth. A 50mm standpipe was installed to 7.90m with a geowrapped slotted section from 1.00m to 7.90m with flush lockable protective cover. Backfill details from base of hole: gravel filter up to 1.00m, bentonite seal up to 0.30m, concrete up to ground level.
Cable Percussion BH4
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by LP
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Dia Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time Mins
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks oninHole
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309884.9 POWYS COUNTY COUNCIL 290336.5 122.05
G.L. 122.05 0.00- 1.20 B Grass over TOPSOIL: Brown slightly gravelly silty 0.20 ES fine to medium sand with rootlets. Gravel is 0.20 PID=<0.1 subangular to subrounded fine to coarse of 0.50 ES siltstone and sandstone. 0.50 121.55 0.50 PID=<0.1
Firm brown slightly sandy slightly gravelly CLAY. Gravel is subangular fine to medium of siltstone
1.00 ES and sandstone. 1.00 PID=<0.1 1.20- 1.65 D (DRY) 28 S9
1.60 D 1.65 120.40 1.65 ES Firm greyish brown slightly gravelly CLAY. Gravel 1.65 PID=<0.1 is subangular fine to coarse of mudstone, siltstone 2.00- 2.45 UT45 2.00 15 and sandstone. 2.00 120.05
(DRY) HV=38 Firm to stiff brown mottled orange and grey slightly sandy CLAY.
2.50 D 16 At 2.00m, low strength. Below 2.50m, locally grading to slightly sandy clayey silt.
3.00- 3.45 D 3.00 S37 (DRY)
3.45- 4.00 B 3.45 118.60 Stiff to very stiff dark brown and grey gravelly CLAY with a low subrounded cobble content. Gravel is angular to rounded fine to coarse of mudstone,
4.00- 4.45 B siltstone and sandstone. 4.00- 4.45 UTF 4.00
50 (DRY)
5.00- 5.45 # 5.00 S44 (DRY)
6.00- 6.38 D 6.00 S50/ (DRY) 225
6.60- 6.75 D 6.60 S50/0 6.60 115.45 (DRY) Brown SILTSTONE, recovered as gravel. 6.75 115.30
End of Borehole
1.20 0.40 Inspection Pit DMW G.L. 27/10/20 08:00 None 6.75 0.15 Cable Percussion DMW 6.75 6.00 DRY 27/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. A 50mm standpipe was installed to 6.60m with a geowrapped slotted section from 2.00m to 6.60m with flush lockable protective cover. Backfill details from base of hole: gravel filter up to 2.00m, bentonite seal up to 0.30m, concrete up to ground level.
Cable Percussion BH5
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by LP
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
BH1 1.20 S 2 2 2 2 2 2-122.38 8 *
BH1 3.00 S 5 5 10 10 10 10-120.58 40 *
BH1 4.00 S 7 7 11 11 11 11-119.58 44 *
BH1 5.00 S 25/0 50/0-118.58 50/0 >
BH1 5.50 C 25/0 50/0-118.08 50/0 >
Printed: 02/11/2020 Page 1
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Danny Corner
AR2418
64.00
10/07/2020
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
BH2 1.20 S 2 3 2 2 2 2-123.17 8 *
BH2 3.00 S 5 5 7 10 10 10-121.37 37 *
BH2 5.00 S 12 23 25 25-119.37 50/150 >
BH2 6.00 S 15 10 20 20 10-118.37 50/225 >
BH2 6.45 C 25/0 50/0-117.92 50/0 >
Printed: 02/11/2020 Page 2
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Danny Corner
AR2418
64.00
10/07/2020
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
BH3 1.20 S 2 2 2 1 2 2-122.60 7 *
BH3 3.00 S 5 10 10 10 10 10-120.80 40 *
BH3 5.00 S 25/0 50/0-118.80 50/0 >
BH3 6.00 S 25/0 50/0-117.80 50/0 >
Printed: 02/11/2020 Page 3
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Danny Corner
AR2418
64.00
10/07/2020
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
BH4 1.20 S 2 2 3 2 2 2-121.95 9 *
BH4 3.00 S 8 9 9 9 9 10-120.15 37 *
BH4 5.00 S 9 9 11 11 11 11-118.15 44 *
BH4 7.00 S 25/0 50/0-116.15 50/0 >
BH4 7.90 S 25/0 50/0-115.25 50/0 >
Printed: 02/11/2020 Page 4
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Danny Corner
AR2418
64.00
10/07/2020
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
BH5 1.20 S 2 3 3 2 2 2-122.85 9 *
BH5 3.00 S 8 9 9 10 9 9-121.05 37 *
BH5 5.00 S 9 9 10 11 11 12-119.05 44 *
BH5 6.00 S 20 5 20 20 10-118.05 50/225 >
BH5 6.60 S 5 20 50/0-117.45 50/0 >
Printed: 02/11/2020 Page 5
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Danny Corner
AR2418
64.00
10/07/2020
7
APPENDIX 7
Dynamic Sample Borehole Records,
SPT Results Summary Sheets and
SPT Hammer Energy Test Report
Form REP002 Rev 4
DATA SHEET - Symbols and Abbreviations used on Records Sample Types B Bulk disturbed sample
BLK Block sample
C Core sample
D Small disturbed sample (tub/jar)
E Environmental test sample
ES Environmental soil sample
EW Environmental water sample
G Gas sample
L Liner sample
LB Large bulk disturbed sample
P Piston sample (PF - failed P sample)
TW Thin walled push in sample
U Open Tube - 102mm diameter with blows to take sample. (UF - failed U sample)
UT Thin wall open drive tube sampler - 102mm diameter with blows to take sample. (UTF - failed UT sample)
V Vial sample
W Water sample
# Sample Not Recovered
Insitu Testing / Properties CBRP CBR using TRL probe
CHP Constant Head Permeability Test
COND Electrical conductivity
TC Thermal Conductivity
TR Thermal Resistivity
HV Strength from Hand Vane
ICBR CBR Test
IDEN Density Test
IRES Resistivity Test
MEX CBR using Mexecone Probe Test
PKR Packer Permeability Test
PLT Plate Load Test
PP Strength from Pocket Penetrometer
Temp Temperature
VHP Variable Head Permeability Test
VN Strength from Insitu Vane
w% Water content
(All other strengths from undrained triaxial testing)
S Standard Penetration Test (SPT)
C SPT with cone
N SPT Result
-/- Blows/penetration (mm) after seating drive
-*/- Total blows/penetration (mm)
( ) Extrapolated value
Groundwater Water Strike Depth Water Rose To
Instrumentation Seal Filter Seal
Strata Legend
Made Ground Granular
Made Ground Cohesive
Topsoil
Cobbles and Boulders
Gravel
Sand
Silt
Clay
Peat Note: Composite soil types shown by combined symbols Chalk Limestone Sandstone Coal
Strata, Continued Mudstone Siltstone Metamorphic Rock
Fine Grained Medium Grained Coarse Grained Igneous Rock
Fine Grained Medium Grained Coarse Grained
Backfill Materials Arisings Bentonite Seal Concrete Fine Gravel Filter General Fill Gravel Filter Grout Sand Filter Tarmacadam
Rotary Core
RQD Rock Quality Designation (% of intact core >100mm) FRACTURE INDEX Fractures/metre FRACTURE Maximum SPACING (m) Minimum NI Non-intact core NR No core recovery AZCL Assumed zone of core
loss (where core recovery is unknown it is assumed to be at the base of the run)
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309847.2 POWYS COUNTY COUNCIL 290391.4 120.28
G.L. 120.28 0.00- 0.30 B Grass over TOPSOIL: Soft to firm dark brown 0.00- 0.30 D slightly sandy clay with some rootlets. 0.20 ES 0.30 119.98 0.30- 1.20 B Firm light brown mottled grey slightly sandy 0.30- 1.20 D gravelly CLAY. Gravel is subangular to subrounded 0.50 ES fine to coarse of mudstone, siltstone and
sandstone. 1.00 ES
Below 1.20m, stiff, friable. Low subangular to 1.20- 1.60 B subrounded cobble content of mudstone and 1.20- 1.65 D (DRY) S18 sandstone.
1.60- 2.00 D
2.00- 2.80 B 2.00 118.28 2.00- 2.45 D (DRY) S28 Stiff dark brown slightly sandy gravelly CLAY. 2.00 ES Gravel is angular to subangular fine to coarse of
siltstone and sandstone.
2.80- 3.00 D 3.00- 3.45 D (DRY) S27
3.45 116.83 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 26/10/20 08:00 None 3.45 0.10 Dynamic Sampler PMS 3.45 DRY 26/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS1
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309850.7 POWYS COUNTY COUNCIL 290346.4 121.24
G.L. 121.24 0.00- 0.30 B Grass over TOPSOIL: Soft to firm dark brown 0.00- 0.30 D slightly sandy clay with some rootlets. 0.20 ES 0.30 120.94 0.30- 1.20 B Soft light brown slightly sandy gravelly CLAY. 0.30- 1.20 D Gravel is subangular to subrounded fine to coarse 0.50 ES of siltstone and sandstone.
1.00 ES Below 1.20m, firm.
1.20- 1.65 D (DRY) S14 1.20- 1.45 D 1.45- 1.85 B 1.45 119.79
Stiff light brown mottled grey slightly sandy gravelly CLAY. Gravel is subangular to subrounded
1.85- 2.00 D fine to coarse of mudstone, siltstone and 2.00- 2.35 B sandstone. 2.00- 2.45 D (DRY) S20 Below 2.00m, slightly sandy. 2.00- 2.35 D 2.00 ES 2.35 118.89 2.35- 2.85 B Stiff dark brown very gravelly CLAY with a low
subangular cobble content of sandstone. Gravel is angular to subangular fine to coarse of mudstone,
2.85- 3.00 D siltstone and sandstone. 3.00- 3.80 B 3.00- 3.45 D (DRY) S22
3.80- 4.00 D 4.00- 4.80 B 4.00- 4.45 D (DRY) S16
4.80- 5.00 D 5.00- 5.45 D (WET) S15
5.45 115.79 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 26/10/20 08:00 2.80 Damp. 5.45 0.10 Dynamic Sampler PMS 5.45 WET 26/10/20 18:00 5.00 Seepage - no
rise.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS2
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309869.7 POWYS COUNTY COUNCIL 290327.2 121.82
G.L. 121.82 0.00- 0.30 B Grass over TOPSOIL: Soft to firm dark brown 0.00- 0.30 D slightly sandy clay with some rootlets. 0.20 ES 0.30 121.52 0.50 ES Soft to firm light brown slightly sandy gravelly
CLAY. Gravel is subangular to subrounded fine to coarse of mudstone, siltstone, sandstone and rare coal.
1.00 ES
1.20- 1.65 D (DRY) S10 1.30- 1.80 B 1.30 120.52
Firm to stiff orangish brown mottled bluish grey slightly gravelly sandy CLAY with some pockets (up to 100mm) of silt. Gravel is subangular to
1.80- 1.90 D subrounded fine to coarse of mudstone, siltstone 1.90 119.92 1.90- 2.00 D and sandstone. 2.00- 2.80 B 2.00- 2.45 D (DRY) S39 Stiff to very stiff dark brown slightly sandy 2.00 ES gravelly CLAY. Gravel is angular to subangular fine
to coarse of mudstone, siltstone and sandstone. Below 2.00m, very gravelly. Between 2.50m and 2.70m, band of angular to
2.80- 3.00 D subrounded fine to coarse gravel of mudstone, 3.00- 3.45 # (DRY) S42 siltstone and sandstone. 3.00- 3.80 B
3.80- 4.00 D 4.00- 4.43 D (DRY) S50/
275
4.43 117.39 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 26/10/20 08:00 1.00 Seepage - no 4.43 0.10 Dynamic Sampler PMS 4.43 DRY 26/10/20 18:00 rise.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 4.43m depth due to refusal. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS3
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309911.8 POWYS COUNTY COUNCIL 290315.3 123.54
G.L. 123.54 0.00- 0.30 B Grass over TOPSOIL: Soft dark brown sandy clay with 0.00- 0.30 D some rootlets. 0.20 ES 0.30 123.24 0.20 PID=<0.1 Firm to stiff dark brown slightly sandy slightly 0.30- 1.20 B gravelly CLAY with some rootlets. Gravel is 0.30- 1.20 D subangular to subrounded fine to coarse of 0.50 ES mudstone, siltstone, sandstone and quartzite. 0.50 PID=<0.1 1.00 ES 1.00 PID=<0.1 1.20 122.34 1.20- 1.80 B Firm light brown slightly gravelly sandy CLAY. 1.20- 1.65 D (DRY) S13 Gravel is subangular to subrounded fine to coarse
of mudstone and sandstone.
1.80- 1.90 D 1.90 121.64 1.90- 2.00 D Stiff light brown slightly sandy slightly gravelly 2.00- 2.80 B 14 silty CLAY. Gravel is angular to subangular fine to 2.00- 2.45 D (DRY) S17 coarse of mudstone, siltstone, sandstone and 2.00 ES limestone. 2.00 PID=<0.1 Below 2.00m, friable, light brown mottled orange.
2.80- 3.00 D 3.00- 3.80 B Below 3.00m, very gravelly. 3.00- 3.45 D (DRY) S27
3.80- 4.00 D 4.00- 4.80 B Below 4.00m, very stiff. 4.00- 4.45 D (DRY) S33
4.80- 5.00 D 5.00- 5.45 D (DRY) S38
5.45 118.09 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 27/10/20 08:00 None 5.45 0.10 Dynamic Sampler PMS 5.45 DRY 27/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS4
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309948.2 POWYS COUNTY COUNCIL 290319.0 124.51
G.L. 124.51 0.00- 0.30 B Grass over TOPSOIL: Soft dark brown sandy clay with 0.00- 0.30 D some rootlets. 0.20 ES 0.30 124.21 0.20 PID=<0.1 Soft dark brown slightly sandy slightly gravelly 0.30- 1.20 B CLAY with rare rootlets. Gravel is subangular to 0.30- 1.20 D subrounded fine to coarse of mudstone, siltstone, 0.50 ES sandstone and quartzite. 0.50 PID=<0.1 1.00 ES 1.00 PID=<0.1 1.20- 1.65 D (DRY) S10 1.30 123.21 1.30- 1.80 B 29 Firm to stiff light brown slightly sandy gravelly
CLAY. Gravel is subangular fine to coarse of mudstone, siltstone and sandstone.
1.80- 2.00 D 2.00- 2.20 B 2.00- 2.45 D (DRY) S18 2.00 ES 2.20 122.31 2.00 PID=<0.1 Stiff light brown slightly sandy gravelly CLAY with 2.20- 2.80 B a low subangular cobble content of sandstone and
limestone. Gravel is angular to subangular fine to coarse of mudstone, siltstone, sandstone and
2.80- 3.00 D limestone. 3.00- 4.00 B Between 3.00m and 4.45m, very stiff. 3.00- 3.45 D (DRY) S38 Below 3.10m, friable, very gravelly.
4.00- 5.00 B 5.4 Below 4.00m, locally grading to slightly sandy 4.00- 4.45 D (DRY) 7.8 S42 gravelly clayey silt.
5.00- 5.45 D (DRY) S26
5.45 119.06 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 27/10/20 08:00 None 5.45 0.10 Dynamic Sampler PMS 5.45 DRY 27/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS5
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309948.5 POWYS COUNTY COUNCIL 290360.9 123.44
G.L. 123.44 0.00- 0.30 B Grass over TOPSOIL: Soft dark brown slightly sandy 0.00- 0.30 D clay with many rootlets. 0.20 ES 0.30 123.14 0.20 PID=<0.1 Firm to stiff dark brown slightly sandy gravelly 0.30- 1.20 B CLAY with rare rootlets. Gravel is subangular to 0.30- 1.20 D subrounded fine to coarse of mudstone, siltstone 0.50 ES and sandstone. 0.50 PID=<0.1 1.00 ES 1.00 PID=<0.1 1.20- 1.65 D (DRY) S9 1.40 122.04 1.20- 1.40 D Medium dense light brown sandy clayey subangular to 1.40- 1.80 B subrounded fine to coarse GRAVEL of mudstone and
sandstone. 1.80- 2.00 D Below 1.80m, rare pockets (up to 50mm) of silt. 2.00- 2.80 B 2.00- 2.45 D (DRY) S17
2.80- 3.00 D 3.00- 3.45 D (DRY) S28
3.20- 3.80 B 3.20 120.24 Firm to stiff friable dark brown slightly sandy very gravelly CLAY with a low cobble content. Gravel is subangular to subrounded fine to coarse of mudstone, siltstone, sandstone and limestone.
3.80- 4.00 D 8.1 4.00- 4.80 B 4.00- 4.45 D (DRY) S14
4.80- 5.00 D 5.00- 5.45 D (DRY) S15
5.45 117.99 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 27/10/20 08:00 None 5.45 0.10 Dynamic Sampler PMS 5.45 DRY 27/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. A 50mm standpipe was installed to 5.00m with a geowrapped slotted section from 1.00m to 5.00m with flush lockable protective cover. Backfill details from base of hole: arisings up to 5.00m, gravel filter up to 1.00m, bentonite seal up to 0.30m, concrete up to ground level.
Dynamic Sampler WS6
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309992.0 POWYS COUNTY COUNCIL 290373.5 124.09
G.L. 124.09 0.00- 0.10 B MADE GROUND: Black tarmacadam. 0.10 123.99 0.10- 0.40 B 0.10 D MADE GROUND: Brown sandy slightly silty angular to 0.40 123.69 0.10 ES subangular fine to coarse gravel of limestone. 0.10 PID=0.6 0.60 123.49 0.30 D MADE GROUND: Greenish grey slightly sandy slightly 0.30 ES silty angular to subangular fine to coarse gravel 0.30 PID=0.7 of limestone and dolerite. Low cobble content. 0.40- 0.60 B 0.40- 0.60 D Firm to stiff slightly gravelly sandy CLAY with 0.50 ES some pockets (up to 65mm) of silt. Gravel is 0.50 PID=<0.1 subangular to subrounded fine to coarse of 0.60- 1.20 B mudstone, siltstone and sandstone. 0.60- 1.20 D 1.20- 1.80 B 1.20- 1.65 D (DRY) S10 2.00 122.09 1.50 ES Medium dense dark brown sandy clayey subangular to 1.50 PID=<0.1 subrounded fine to coarse GRAVEL of mudstone, 1.80- 2.00 D siltstone, sandstone and limestone. Low cobble 2.00- 2.80 B 14 content. 2.00- 2.45 D (DRY) S18
2.80- 3.00 D 2.80 121.29 3.00- 4.00 B Medium dense brown sandy clayey angular to 3.00- 3.45 D (WET) S15 subangular fine to coarse GRAVEL of mudstone,
siltstone, sandstone and limestone.
4.00- 4.45 D (3.00) S50/ Below 4.00m, very dense. 295
4.45 119.64 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 27/10/20 08:00 3.00 No rise. 4.45 0.10 Dynamic Sampler PMS 4.45 WET 27/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 4.45m depth due to refusal. A 50mm standpipe was installed to 0.80m with a geowrapped slotted section from 0.30m to 0.80m with flush lockable protective cover. Backfill details from base of hole: bentonite seal up to 0.80m, gravel filter up to 0.30m, bentonite seal up to 0.10m, concrete up to ground level.
Dynamic Sampler WS7
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
310001.7 POWYS COUNTY COUNCIL 290358.8 124.31
G.L. 124.31 0.00- 0.10 B MADE GROUND: Black tarmacadam. 0.10 124.21 0.00- 0.10 D 0.10- 0.60 B MADE GROUND: Orangish brown gravelly slightly silty 0.10- 0.60 D fine to coarse sand with a medium cobble content. 0.10 ES Gravel is angular to subangular fine to coarse of 0.60 123.71 0.10 PID=0.9 mudstone, sandstone, limestone, tarmacadam, 0.40 ES concrete and brick fragments. 0.40 PID=0.9 0.60- 1.20 B Soft to firm light brown slightly gravelly sandy 0.60- 1.20 D CLAY. Gravel is subangular to subrounded fine to 1.00 ES medium of mudstone, siltstone and sandstone. 1.00 PID=0.5 Below 1.00m, sand is fine to coarse. 1.20- 1.80 B Below 1.30m, gravelly. 1.20- 1.65 D (DRY) S13 Between 1.50m and 1.70m, very gravelly. 1.80- 2.00 D 2.00- 2.60 B 2.00- 2.45 D (DRY) S14
2.60- 3.00 D 2.60 121.71 Dense light brown sandy clayey angular to subangular fine to coarse GRAVEL of mudstone,
3.00- 3.80 B siltstone, sandstone and limestone. 3.00- 3.45 D (DRY) S40 Below 3.20m, low cobble content.
3.80- 4.00 D 15 4.00- 4.43 D (DRY) S50/ Below 4.00m, very dense.
280
4.43 119.88 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 28/10/20 08:00 3.50 No rise. 4.43 0.10 Dynamic Sampler PMS 4.43 WET 28/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 4.43m depth due to refusal. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS8
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
310027.9 POWYS COUNTY COUNCIL 290362.5 125.54
G.L. 125.54 0.00- 0.25 B Grass over TOPSOIL: Soft to firm friable dark brown 0.00- 0.25 D slightly gravelly sandy clay with some rootlets. 0.25 125.29 0.20 ES Gravel is angular to subangular fine to coarse of 0.20 PID=<0.1 mudstone, siltstone, sandstone, tarmacadam and 0.25- 1.20 B brick fragments. 0.25- 1.20 D 0.50 ES MADE GROUND: Firm to stiff friable dark brown sandy 0.50 PID=<0.1 gravelly clay with a medium cobble content. Gravel 1.00 ES is angular to subangular fine to coarse of 1.00 PID=<0.1 mudstone, siltstone, sandstone, limestone, 1.20- 1.65 D (DRY) S26 tarmacadam, concrete and brick fragments. 1.20- 1.80 D
1.80- 2.00 D 1.80 123.74 2.00- 2.44 D (WET) S50/ Stiff friable light brown sandy gravelly CLAY with
285 a low cobble content. Gravel is subangular to 2.00 ES subrounded fine to coarse of mudstone, siltstone 2.00 PID=<0.1 and sandstone.
2.44 123.10 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 29/10/20 08:00 2.00 No rise. 2.44 0.10 Dynamic Sampler PMS 2.44 WET 29/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 2.44m depth due to refusal. A 50mm standpipe was installed to 1.70m with a geowrapped slotted section from 0.70m to 1.70m with flush lockable protective cover. Backfill details from base of hole: gravel filter up to 0.70m, bentonite seal up to 0.20m, concrete up to ground level.
Dynamic Sampler WS9
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
310013.8 POWYS COUNTY COUNCIL 290338.3 125.74
G.L. 125.74 0.00- 0.20 B Grass over TOPSOIL: Soft dark brown slightly 0.00- 0.20 D gravelly sandy clay with some rootlets. Gravel is 0.20 125.54 0.20- 0.40 B subangular to subrounded fine to coarse of 0.40 125.34 0.20- 0.40 D mudstone, sandstone and tarmacadam. 0.20 ES 0.20 PID=0.1 MADE GROUND: Black tarmacadam. 0.40- 1.20 B 0.40- 1.20 D Soft to firm light brown mottled orange slightly 0.40 ES gravelly sandy CLAY with a low cobble content. 0.40 PID=<0.1 Gravel is subangular to subrounded fine to medium 1.00 ES of mudstone, siltstone and sandstone. 1.00 PID=<0.1 Below 1.20m, firm to stiff, slightly sandy, 1.20- 1.80 B gravelly. 1.20- 1.65 D (DRY) S9 1.80- 2.00 D 2.00- 2.80 B 2.00- 2.45 D (DRY) S8
2.80- 3.00 D 3.00- 3.80 B 3.00 122.74 3.00- 3.45 D (WET) S15 Medium dense brown very sandy clayey angular to
subangular fine to coarse GRAVEL of mudstone, siltstone and sandstone. Low cobble content. Below 3.40m, some pockets (up to 100mm) of sandy gravelly clay.
3.80- 4.00 D 4.00- 5.00 B Below 4.00m, dense. 4.00- 4.45 D (WET) S35
5.00- 5.45 D (WET) S33
5.45 120.29 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 29/10/20 08:00 3.00 No rise. 5.45 0.10 Dynamic Sampler PMS 5.45 WET 29/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS10
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
310019.6 POWYS COUNTY COUNCIL 290318.8 125.83
G.L. 125.83 0.00- 0.20 B Grass over TOPSOIL: Soft dark brown sandy gravelly 0.00- 0.20 D clay with some rootlets. Gravel is angular to 0.20 125.63 0.20- 0.50 B subangular fine to coarse of mudstone, sandstone 0.20- 0.50 D and tarmacadam. 0.50 125.33 0.20 ES 0.20 PID=0.1 MADE GROUND: Soft to firm light brown slightly 0.50- 1.20 B sandy gravelly clay with a medium subangular cobble 0.50- 1.20 D content of tarmacadam. Gravel is angular to 0.50 ES subangular fine to coarse of mudstone, siltstone, 0.50 PID=0.4 sandstone, coal and tarmacadam. 1.00 ES 1.00 PID=<0.1 Firm to stiff orangish brown sandy gravelly CLAY 1.20- 1.80 B with a low cobble content. Gravel is subangular to 1.20- 1.65 D (DRY) S12 subrounded fine to coarse of mudstone, siltstone, 1.80- 2.00 D sandstone and quartzite. 2.00- 3.00 B Below 1.20m, some bands (up to 150mm) of subangular 2.00- 2.45 D (DRY) S27 to subrounded fine to coarse gravel of mudstone,
siltstone, sandstone and quartzite. 2.30 123.53
Dense dark brown sandy clayey angular to subangular fine to coarse GRAVEL of mudstone, siltstone, sandstone and quartzite. Low cobble content.
3.00- 3.45 D (DRY) S33 Between 3.00m and 4.00m, no recovery - possibly pushing cobble.
4.00- 4.42 D (DRY) S50/ 270
4.42 121.41 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 29/10/20 08:00 None 4.42 0.10 Dynamic Sampler PMS 4.42 DRY 29/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 4.42m depth due to refusal. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS11
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
310030.1 POWYS COUNTY COUNCIL 290391.7 123.51
G.L. 123.51 0.00- 0.10 B MADE GROUND: Black tarmacadam. 0.10 123.41 0.00- 0.10 D 0.10- 0.50 B MADE GROUND: Grey sandy slightly silty angular to 0.10- 0.50 D subangular fine to coarse gravel of limestone. 0.50 123.01 0.10 ES 0.10 PID=0.7 Soft to firm light brown slightly gravelly sandy 0.50- 1.20 B CLAY with some rootlets. Gravel is subangular to 0.50- 1.20 D subrounded fine to coarse of mudstone, sandstone 0.50 ES and coal. 0.50 PID=0.4 Below 1.00m, firm to stiff. Rootlets absent. 1.00 ES 1.00 PID=0.1 1.20- 1.80 B 1.20- 1.65 D (DRY) S16 1.80- 2.00 D 2.00- 2.80 B 2.00- 2.45 D (DRY) S14
Between 2.80m and 3.00m, very gravelly. 2.80- 3.00 D 3.00- 3.60 B 3.00- 3.45 D (DRY) S16
Below 3.40m, slightly sandy, very gravelly.
3.60- 4.00 D 3.60 119.91 Medium dense brown very sandy very clayey angular to subangular fine to coarse GRAVEL of mudstone,
4.00- 4.80 B siltstone, sandstone and limestone. Low cobble 4.00- 4.45 D (WET) S23 content.
At 4.80m, sample barrel refused. 4.80- 5.24 D (WET) S50/
290
5.24 118.27 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 28/10/20 08:00 3.60 No rise. 5.24 0.10 Dynamic Sampler PMS 5.24 WET 28/10/20 18:00
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 5.24m depth due to refusal. A 50mm standpipe was installed to 0.80m with a geowrapped slotted section from 0.30m to 0.80m with flush lockable protective cover. Backfill details from base of hole: bentonite seal up to 0.80m, gravel filter up to 0.30m, bentonite seal up to 0.10m, concrete up to ground level.
Dynamic Sampler WS12
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309924.0 POWYS COUNTY COUNCIL 290364.2 122.47
G.L. 122.47 0.00- 0.30 B Grass over TOPSOIL: Soft dark brown slightly 0.00- 0.30 D gravelly sandy clay with many rootlets. Gravel is 0.20 ES subangular to subrounded fine to coarse of 0.30 122.17 0.20 PID=<0.1 mudstone, sandstone and coal. 0.30- 1.20 B 0.30- 1.20 D Firm to stiff orangish brown slightly gravelly 0.50 ES sandy CLAY with a low cobble content. Gravel is 0.50 PID=<0.1 subrounded fine to coarse of mudstone, siltstone 1.00 ES and sandstone. 1.00 PID=<0.1 Below 1.20m, gravelly. 1.20- 1.80 B 1.20- 1.65 D (DRY) S29
1.80- 2.00 D 2.00- 2.80 B 2.00- 2.45 D (DRY) S25
Below 2.50m, friable, slightly sandy, very gravelly.
2.80- 3.00 D 3.00- 3.80 B 3.00- 3.45 D (DRY) S26
3.20 119.27 Medium dense dark brown sandy clayey angular to subangular fine to coarse GRAVEL of mudstone, siltstone, sandstone and limestone. Low cobble content.
3.80- 4.00 D 4.00- 4.43 D (DRY) S50/
275
4.43 118.04 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 28/10/20 08:00 None 4.43 0.10 Dynamic Sampler PMS 4.43 DRY 28/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 4.43m depth due to refusal. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS13
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
309942.2 POWYS COUNTY COUNCIL 290379.4 122.60
G.L. 122.60 0.00- 0.30 B Grass over TOPSOIL: Dark brown sandy gravelly clay 0.00- 0.30 D with some rootlets. Gravel is subangular to 0.20 ES subrounded fine to coarse of mudstone, siltstone, 0.30 122.30 0.20 PID=<0.1 sandstone and brick fragments. 0.30- 1.20 B 0.30- 1.20 D Soft to firm light brown sandy gravelly CLAY with a 0.50 ES low cobble content. Gravel is subangular to 0.50 PID=<0.1 subrounded fine to coarse of mudstone, siltstone 1.00 ES and sandstone. 1.00 PID=<0.1 1.20- 1.30 B 1.30 121.30 1.20- 1.65 D (DRY) S13 Firm to stiff orangish brown slightly sandy 1.30- 1.50 D gravelly CLAY. Gravel is subrounded to rounded fine 1.50- 2.00 B to coarse of mudstone, siltstone and sandstone.
2.00- 2.45 D (DRY) S23
2.80 119.80 3.00- 3.80 B Dense dark brown sandy clayey angular to subangular 3.00- 3.45 D (DRY) S34 fine to coarse GRAVEL of mudstone, siltstone,
sandstone and limestone.
3.80- 4.00 D 4.00- 4.42 D (DRY) S50/ Below 4.00m, very dense.
270
4.42 118.18 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 28/10/20 08:00 None 4.42 0.10 Dynamic Sampler PMS 4.42 DRY 28/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 4.42m depth due to refusal. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS14
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
CEDEWAIN SPECIALIST ALN SCHOOL HEART OF WALES PROPERTY SERVICES LTD. PN204159
310068.6 POWYS COUNTY COUNCIL 290377.2 124.91
G.L. 124.91 0.00- 0.20 B Grass over TOPSOIL: Soft brown slightly gravelly 0.00- 0.20 D sandy clay with some rootlets. Gravel is subangular 0.20 124.71 0.20- 1.20 B to subrounded fine to coarse of mudstone, 0.20- 1.20 D siltstone, sandstone and brick fragments. 0.20 ES 0.20 PID=<0.1 Soft to firm orangish brown sandy gravelly CLAY. 0.50 ES Gravel is angular to subangular fine to coarse of 0.50 PID=<0.1 mudstone, siltstone, sandstone and quartzite. 1.00 ES Below 1.00m, stiff. 1.00 PID=<0.1 Below 1.20m, very stiff, friable, orangish brown 1.20- 1.80 B mottled bluish grey. 1.20- 1.65 D (DRY) S34
1.80- 2.00 D 2.00- 2.43 D (DRY) S50/
280
2.43 122.48 End of Borehole
1.20 0.40 Inspection Pit PMS G.L. 30/10/20 08:00 None 2.43 0.10 Dynamic Sampler PMS 2.43 DRY 30/10/20 18:00 encountered.
Inspection pit hand excavated to 1.20m depth and no services were found. ES sample = 1 x 60ml glass vial and 2 x 258ml amber glass jars. Dynamic Sample Borehole terminated at 2.43m depth due to refusal. Backfill details from base of hole: bentonite seal up to 0.50m, arisings up to ground level.
Dynamic Sampler WS15
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by JN
Logged in accordance with BS5930:2015 + A2:2020
Figure 1 of 1 11/01/2021
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS1 1.20 S 3 3 3 4 5 6-121.08 18 *
WS1 2.00 S 6 7 7 7 7 7-120.28 28 *
WS1 3.00 S 4 5 6 7 7 7-119.28 27 *
Printed: 02/11/2020 Page 1
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS2 1.20 S 1 2 3 3 4 4-122.04 14 *
WS2 2.00 S 2 3 4 5 5 6-121.24 20 *
WS2 3.00 S 3 4 5 6 5 6-120.24 22 *
WS2 4.00 S 3 4 4 4 4 4-119.24 16 *
WS2 5.00 S 2 3 3 4 4 4-118.24 15 *
Printed: 02/11/2020 Page 2
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS3 1.20 S 1 2 2 2 3 3-122.62 10 *
WS3 2.00 S 5 6 8 10 10 11-121.82 39 *
WS3 3.00 S 7 10 10 10 11 11-120.82 42 *
WS3 4.00 S 8 11 15 14 14 7/50-119.82 50/275 >
Printed: 02/11/2020 Page 3
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS4 1.20 S 1 2 3 3 3 4-124.34 13 *
WS4 2.00 S 2 3 3 4 5 5-123.54 17 *
WS4 3.00 S 6 7 7 8 6 6-122.54 27 *
WS4 4.00 S 8 10 10 9 7 7-121.54 33 *
WS4 5.00 S 10 11 10 8 10 10-120.54 38 *
Printed: 02/11/2020 Page 4
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS5 1.20 S 1 1 2 2 3 3-125.31 10 *
WS5 2.00 S 3 4 5 3 4 6-124.51 18 *
WS5 3.00 S 7 8 9 10 9 10-123.51 38 *
WS5 4.00 S 7 9 11 11 10 10-122.51 42 *
WS5 5.00 S 4 5 6 6 7 7-121.51 26 *
Printed: 02/11/2020 Page 5
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS6 1.20 S 2 2 2 2 2 3-124.24 9 *
WS6 2.00 S 2 3 4 4 4 5-123.44 17 *
WS6 3.00 S 3 4 5 7 7 9-122.44 28 *
WS6 4.00 S 3 3 3 4 4 3-121.44 14 *
WS6 5.00 S 3 3 4 3 4 4-120.44 15 *
Printed: 02/11/2020 Page 6
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS7 1.20 S 1 1 2 2 3 3-124.89 10 *
WS7 2.00 S 3 3 4 4 5 5-124.09 18 *
WS7 3.00 S 3 4 4 5 3 3-123.09 15 *
WS7 4.00 S 7 10 12 13 13 12/70-122.09 50/295 >
Printed: 02/11/2020 Page 7
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS8 1.20 S 2 2 3 3 3 4-125.11 13 *
WS8 2.00 S 2 3 3 4 3 4-124.31 14 *
WS8 3.00 S 10 12 11 10 8 11-123.31 40 *
WS8 4.00 S 9 11 13 14 14 9/55-122.31 50/280 >
Printed: 02/11/2020 Page 8
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS9 1.20 S 4 6 6 7 6 7-126.34 26 *
WS9 2.00 S 7 9 13 14 13 10/60-125.54 50/285 >
Printed: 02/11/2020 Page 9
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS10 1.20 S 1 1 2 2 2 3-126.54 9 *
WS10 2.00 S 1 2 2 2 2 2-125.74 8 *
WS10 3.00 S 3 4 5 4 3 3-124.74 15 *
WS10 4.00 S 5 6 7 9 10 9-123.74 35 *
WS10 5.00 S 6 7 10 9 7 7-122.74 33 *
Printed: 02/11/2020 Page 10
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS11 1.20 S 1 2 3 3 3 3-126.63 12 *
WS11 2.00 S 2 3 4 6 8 9-125.83 27 *
WS11 3.00 S 6 7 7 8 9 9-124.83 33 *
WS11 4.00 S 10 12 13 12 15 10/45-123.83 50/270 >
Printed: 02/11/2020 Page 11
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS12 1.20 S 3 4 4 4 4 4-124.31 16 *
WS12 2.00 S 2 3 4 3 4 3-123.51 14 *
WS12 3.00 S 3 3 4 3 4 5-122.51 16 *
WS12 4.00 S 3 4 6 7 5 5-121.51 23 *
WS12 4.80 S 9 11 12 13 14 11/65-120.71 50/290 >
Printed: 02/11/2020 Page 12
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS13 1.20 S 2 3 4 7 9 9-123.27 29 *
WS13 2.00 S 3 4 5 6 7 7-122.47 25 *
WS13 3.00 S 4 5 5 7 7 7-121.47 26 *
WS13 4.00 S 6 9 11 14 15 10/50-120.47 50/275 >
Printed: 02/11/2020 Page 13
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS14 1.20 S 1 1 2 3 4 4-123.40 13 *
WS14 2.00 S 3 4 5 5 7 6-122.60 23 *
WS14 3.00 S 6 8 9 9 8 8-121.60 34 *
WS14 4.00 S 7 10 11 13 15 11/45-120.60 50/270 >
Printed: 02/11/2020 Page 14
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
Fieldwork Results - SPT Results Summary
Project Project No PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Client Heart Of Wales Property Services Ltd.
Hole Depth TypeSPT 'N'
Value
Seating Drive Test Drive
0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)
SWP
(mm)m bgl
Level
m OD
'N'
10 20 30 40 50
Uncorrected SPT
WS15 1.20 S 6 7 7 9 9 9-125.71 34 *
WS15 2.00 S 9 11 13 13 14 10/55-124.91 50/280 >
Printed: 02/11/2020 Page 15
-/-
-*/-
Blows/penetration (mm) after seating
Total blows/penetration (mm)
S - Standard Penetration Test (SPT)
C - SPT with cone
Penetration under own weight (mm)SWP L - Split Spoon with liner used
Remarks
Energy Ratio, Er (%)
Driller
Hammer No.
Calibration Date
Shaun Nabitt
DART478
74.00
29/10/2019
8
APPENDIX 8
Monitoring Results
FIELDWORK - Water Level MonitoringProject
Client
Project No
Borehole
Instrument (dia. mm)
Depth to Base (m)
Filter Zone
Level
(m)
Depth
(m)Date
CEDEWAIN SPECIALIST ALN SCHOOLPN204159
Sheet No
Time LevelDepth
(m)Level
Depth
(m)Level
Depth
(m)Level
Depth
(m)Level
Depth
(m)Level
BH1 BH2 BH3 BH4 BH5 WS6
S (50mm)
5.45
2.60-5.45
121.58 m OD
S (50mm)
2.70
1.00-2.70
122.37 m OD
S (50mm)
6.00
1.00-6.00
121.80 m OD
S (50mm)
7.90
1.00-8.00
121.15 m OD
S (50mm)
6.60
2.00-6.75
122.05 m OD
S (50mm)
5.00
1.00-5.00
123.44 m OD
Powys County Council 1
5 Nov 2020 DRY DRY DRY 6.00 115.15 DRY DRY
18 Nov 2020 DRY DRY DRY 6.35 114.80 DRY DRY
3 Dec 2020 DRY DRY DRY DRY DRY DRY
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
FIELDWORK - Water Level MonitoringProject
Client
Project No
Borehole
Instrument (dia. mm)
Depth to Base (m)
Filter Zone
Level
(m)
Depth
(m)Date
CEDEWAIN SPECIALIST ALN SCHOOLPN204159
Sheet No
Time LevelDepth
(m)Level
Depth
(m)Level
Depth
(m)Level
Depth
(m)Level
Depth
(m)Level
WS7 WS9 WS12
S (50mm)
0.80
0.30-0.80
124.09 m OD
S (50mm)
1.70
0.70-1.70
125.54 m OD
S (50mm)
0.80
0.30-0.80
123.51 m OD
Powys County Council 2
5 Nov 2020 DRY 1.40 124.14 DRY
18 Nov 2020 DRY 1.55 123.99
3 Dec 2020 DRY 1.43 124.11 DRY
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
BH1
Standpipe 50mm
5.45m Flush lockable protective cover
2.60 - 5.45m 121.58 m OD
30 October 2020
5-Nov-2020 0.1
18-Nov-2020 0.1
3-Dec-2020 0.1
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
BH1
Standpipe 50mm
5.45m Flush lockable protective cover
2.60 - 5.45m 121.58 m OD
30 October 2020
5-Nov-2020 0.1 1.0 1.0 20.4 19.4 0 0
18-Nov-2020 0.1 1.8 1.8 20.6 18.7 0 0
3-Dec-2020 0.1 2.7 2.7 20.6 17.4 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
BH1
Standpipe 50mm
5.45m Flush lockable protective cover
2.60 - 5.45m 121.58 m OD
30 October 2020
5-Nov-2020 1025 0.0 0.0 4.3 3.6
18-Nov-2020 994 0.0 0.0
3-Dec-2020 971 0.0 0.0 1.4 1.4
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
BH2
Standpipe 50mm
2.70m Flush lockable protective cover
1.00 - 2.70m 122.37 m OD
30 October 2020
5-Nov-2020 Unable to record
gas concentrations
- gas bung had
fallen out of
standpipe.
18-Nov-2020 0.1
3-Dec-2020 0.1
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
BH2
Standpipe 50mm
2.70m Flush lockable protective cover
1.00 - 2.70m 122.37 m OD
30 October 2020
5-Nov-2020
18-Nov-2020 0.1 2.9 2.9 20.8 16.8 0 0
3-Dec-2020 0.0 3.4 3.4 20.5 16.2 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
BH2
Standpipe 50mm
2.70m Flush lockable protective cover
1.00 - 2.70m 122.37 m OD
30 October 2020
5-Nov-2020 1025
18-Nov-2020 994 0.0 0.0
3-Dec-2020 971 0.0 0.0 1.4 1.4
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
BH3
Standpipe 50mm
6.00m Flush lockable protective cover
1.00 - 6.00m 121.80 m OD
28 October 2020
5-Nov-2020 0.1
18-Nov-2020 0.1
3-Dec-2020 0.1
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
BH3
Standpipe 50mm
6.00m Flush lockable protective cover
1.00 - 6.00m 121.80 m OD
28 October 2020
5-Nov-2020 0.1 0.8 0.8 20.3 19.8 0 0
18-Nov-2020 0.1 2.4 2.4 20.5 18.2 0 0
3-Dec-2020 0.0 3.2 3.2 20.9 17.6 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
BH3
Standpipe 50mm
6.00m Flush lockable protective cover
1.00 - 6.00m 121.80 m OD
28 October 2020
5-Nov-2020 1025 0.0 0.0 3.1 3.1
18-Nov-2020 994 0.0 0.0
3-Dec-2020 971 0.0 0.0 0.8 0.6
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
BH4
Standpipe 50mm
7.90m Flush lockable protective cover
1.00 - 8.00m 121.15 m OD
27 October 2020
5-Nov-2020 0.1
18-Nov-2020 0.1
3-Dec-2020 0.1
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
BH4
Standpipe 50mm
7.90m Flush lockable protective cover
1.00 - 8.00m 121.15 m OD
27 October 2020
5-Nov-2020 0.1 1.0 1.0 20.4 19.7 0 0
18-Nov-2020 0.1 2.1 2.1 20.7 18.7
3-Dec-2020 0.0 2.7 2.7 20.7 18.7 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
BH4
Standpipe 50mm
7.90m Flush lockable protective cover
1.00 - 8.00m 121.15 m OD
27 October 2020
5-Nov-2020 1025 0.0 0.0 5.2 3.2
18-Nov-2020 994 0.0 0.0
3-Dec-2020 971 0.0 0.0 1.3 0.9
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
BH5
Standpipe 50mm
6.60m Flush lockable protective cover
2.00 - 6.75m 122.05 m OD
27 October 2020
5-Nov-2020 0.1
18-Nov-2020 0.1
3-Dec-2020 0.0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
BH5
Standpipe 50mm
6.60m Flush lockable protective cover
2.00 - 6.75m 122.05 m OD
27 October 2020
5-Nov-2020 0.1 0.6 0.6 20.3 20.0 0 0
18-Nov-2020 0.1 1.9 1.9 20.7 18.5 0 0
3-Dec-2020 0.0 2.3 2.3 20.7 18.3 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
BH5
Standpipe 50mm
6.60m Flush lockable protective cover
2.00 - 6.75m 122.05 m OD
27 October 2020
5-Nov-2020 1025 0.0 0.0 3.6 3.3
18-Nov-2020 994 0.0 0.0
3-Dec-2020 971 0.0 0.0 0.4 0.3
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
WS6
Standpipe 50mm
5.00m Flush lockable protective cover
1.00 - 5.00m 123.44 m OD
27 October 2020
5-Nov-2020 0.1
18-Nov-2020 0.1
3-Dec-2020 0.0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
WS6
Standpipe 50mm
5.00m Flush lockable protective cover
1.00 - 5.00m 123.44 m OD
27 October 2020
5-Nov-2020 0.1 0.7 0.7 20.2 19.9 0 0
18-Nov-2020 0.1 1.3 1.3 20.4 19.3 0 0
3-Dec-2020 0.0 2.8 2.8 19.9 18.2 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
WS6
Standpipe 50mm
5.00m Flush lockable protective cover
1.00 - 5.00m 123.44 m OD
27 October 2020
5-Nov-2020 1025 0.0 0.0 1.0 0.4
18-Nov-2020 994 0.0 0.0
3-Dec-2020 973 0.0 0.0 1.0 0.9
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
WS7
Standpipe 50mm
0.80m Flush lockable protective cover
0.30 - 0.80m 124.09 m OD
27 October 2020
5-Nov-2020 0.1
18-Nov-2020 0.2
3-Dec-2020 0.0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
WS7
Standpipe 50mm
0.80m Flush lockable protective cover
0.30 - 0.80m 124.09 m OD
27 October 2020
5-Nov-2020 0.1 0.3 0.3 20.2 20.2 0 0
18-Nov-2020 0.2 0.1 0.1 20.3 20.2 0 0
3-Dec-2020 0.0 3.0 2.9 20.2 6.4 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
WS7
Standpipe 50mm
0.80m Flush lockable protective cover
0.30 - 0.80m 124.09 m OD
27 October 2020
5-Nov-2020 1025 0.0 0.0 0.8 0.3
18-Nov-2020 994 0.0 0.0
3-Dec-2020 973 0.0 0.0 1.4 1.0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
WS9
Standpipe 50mm
1.70m Flush lockable protective cover
0.70 - 1.70m 125.54 m OD
29 October 2020
5-Nov-2020 0.2
18-Nov-2020 0.1
3-Dec-2020 8.9 121.1 8.34 176.8 85.8 Yes 0.1
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
WS9
Standpipe 50mm
1.70m Flush lockable protective cover
0.70 - 1.70m 125.54 m OD
29 October 2020
5-Nov-2020 0.1 0.3 0.3 20.3 20.2 0 0
18-Nov-2020 0.1 0.1 0.1 20.8 20.8 0 0
3-Dec-2020 0.0 0.4 0.4 20.3 20.2 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
WS9
Standpipe 50mm
1.70m Flush lockable protective cover
0.70 - 1.70m 125.54 m OD
29 October 2020
5-Nov-2020 1025 0.0 0.0 1.2 0.2
18-Nov-2020 994 0.0 0.0
3-Dec-2020 972 0.0 0.0 1.4 1.0 None Clear
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Water Temp.
(deg)
ElectricalConductivi
ty (uS/cm)
pH
(pH Units)
Redox
(mV)
Dissolved Oxygen
(%)
Water Sample Taken (Yes/No)
Methane (Peak) CH4
(% VOL)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (1 of 3)
WS12
Standpipe 50mm
0.80m Flush lockable protective cover
0.30 - 0.80m 123.51 m OD
28 October 2020
5-Nov-2020 0.1
18-Nov-2020 0.1
3-Dec-2020 0.1
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
Methane (Steady) CH4
(% VOL)
Carbon Dioxide (Peak) (% VOL)
Carbon Dioxide (Steady) (% VOL)
Oxygen (Peak)
(% VOL)
Oxygen (Steady)
(% VOL)
Hydrogen Sulphide H2S
(ppm)
Carbon Monoxide
CO (ppm)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (2 of 3)
WS12
Standpipe 50mm
0.80m Flush lockable protective cover
0.30 - 0.80m 123.51 m OD
28 October 2020
5-Nov-2020 0.1 1.4 1.4 21.2 21.2 0 0
18-Nov-2020 0.1 0.6 0.6 20.5 20.2 0 0
3-Dec-2020 0.0 2.1 2.1 20.2 18.3 0 0
FIELDWORK - Insitu Gas Monitoring - Instrument RecordProject Project No
BoreholeClient Sheet No.
Installation Details
Installation Type DiameterDepth to Base Cover TypeFilter Zone Ground LevelDate Installed
Date Time
Remarks
Form 003/1
BarometricPressure
(mbar)
Flow Rate (Peak)
(l/hr)
Flow Rate (Steady)
(l/hr)
PID Peak
(ppm)
PID Average
(ppm)
Odour
(-)
Colour
(-)
Remarks
CEDEWAIN SPECIALIST ALN SCHOOL PN204159
Powys County Council 1 (3 of 3)
WS12
Standpipe 50mm
0.80m Flush lockable protective cover
0.30 - 0.80m 123.51 m OD
28 October 2020
5-Nov-2020 1024 0.0 0.0 21.2 21.2
18-Nov-2020 994 0.0 0.0
3-Dec-2020 973 0.0 0.0 1.3 1.1
9
APPENDIX 9
Laboratory Test Results - Geotechnical
DATA SHEET - Laboratory Test Symbols
Classification and Strength
Symbol C - Clay M - Silt
(0 - containing organic matter)
Plasticity L - Low
I - Intermediate
H - High
V - Very High
E - Extremely High
Ip Plasticity Index
% % retained on 425 µm sieve, shown under Ip value
wL Liquid Limit
wP Plastic Limit
NP Non-Plastic
NAT Sample tested in natural state
w Water Content
p Particle Density
Test Quick undrained triaxial tests SS Single stage - 102mm diameter.
S3 Single stage - set of 3
38mm diameter.
MS Multistage - 102mm diameter.
D Drained Test
HV Hand Vane
PP Pocket Penetrometer (kg/cm²)
NST Not suitable for test
b Bulk Density
3 Triaxial Cell Pressure
1 - 3 Deviator Stress
## Excessive Strain
cu Undrained Cohesion
c Cohesion Intercept
Angle of Shearing Resistance
Linear Linear Shrinkage Shrink
Stab add- Stabiliser which is added
Consolidation
mv Coefficient of Volume Compressibility
cv50 Coefficient of Consolidation - Log t
cv90 Coefficient of Consolidation - t
Rock
UF Unacceptable Failure
Chemical Analysis
Acid Soluble Total sulphate in specimen, expressed as SO3 %, value in brackets expressed as SO4 %
Water Soluble Soluble sulphate in 2:1 water : soil extract, expressed as SO3 g/l, value in brackets expressed as SO4 g/l
In Water Sulphate content of groundwater, expressed as SO3 g/l, value in brackets expressed as SO4 g/l
pH pH value
Organic content Organic content expressed as a percentage of dry weight
Chloride Chloride Ion content expressed as a percentage of dry weight
MCV, Compaction, CBR
MCV Moisture Condition Value at natural water content
MCC Moisture Condition Calibration
CCV Chalk Crushing Value
Compaction
Type 2.5 = 2.5 kg Rammer 4.5 = 4.5 kg Rammer V = Vibrating Hammer
b Bulk Density
d Dry Density
CBR California Bearing Ratio
Type 2.5 = Test on Specimen Recompacted using 2.5 kg Rammer 4.5 = As above but using 4.5 kg Rammer V = As above but using Vibrating Hammer M = Test on open drive mould specimen cut in field S = Soaked Specimen
Top CBR at top of mould
Bottom CBR at bottom of mould
ND None Detected
* In the Sample Description denotes a laboratory
only description
d
Testing Start Date
Testing Complete
Comments
Project No
Project Name
StandardTest
QuantityUKAS
BS EN ISO 17892-1:2014 22 Yes
BS EN ISO 17892-12:2018
Cl. 5.3 & 5.511 Yes
BS EN ISO 17892-12:2018
Cl. 5.3.14 & 5.61 Yes
BS EN ISO 17892-2:2014
Cl. 5.11 Yes
BS 1377-7:1990
Cl. 3.01 No
BS EN ISO 17892-8:2018 2 Yes
BS 1377-4:1990
Cl. 3.32 Yes
BS 1377-4:1990
Cl. 7.22 Yes
BS EN ISO 17892-5:2017 4 Yes
BS EN ISO 17892-4:2016
Cl. 5.25 Yes
BS EN ISO 17892-4:2016
Cl. 5.45 Yes
Test Results checked and approved for issue.
Signed for and on behalf of Geotechnics Limited
Stephane Schiano (Laboratory Testing Manager)
Note: Any descriptions, opinions or interpretations are outside the scope of UKAS accreditation.
The results within this report relate only to the samples tested and received from the client.
203 Torrington Avenue, Tile Hill,
Coventry, CV4 9UT
Test Description
Water Content
Liquid Limit and Plastic Limit (4 Points Method)
Liquid Limit and Plastic Limit (1 Point Method)
Bulk Density by Linear Measurement
Particle Size Distribution by Sieving Method
Particle Size Distribution by Pipette Method
Shear Strength by Laboratory Vane
Shear Strength by Unconsolidated Undrained Triaxial Test - Single Stage
2.5 kg Rammer Dry Density/Moisture Content Relationship (Compaction)
California Bearing Ratio (CBR)
Incremental Loading Oedometer
Laboratory Test Certificate
Samples / Material Source
Form REP008 Rev 3
Client Ref. No.
14/12/2020
N/AUnit 1B, Borders Industrial Estate
River Lane, Saltney
Chester CH4 8RJ
Issued To Date of issue
1
Samples Recv'd 18/11/20 & 25/11/20
Summary of Tests
Geotechnics Ltd
The Geotechnical Centre
PN204159
CEDEWAIN SPECIALIST ALN SCHOOL
Issue No.
Sampled by Geotechnics Limited
Sample State As received18/11/2020
14/12/2020
LABORATORY RESULTS - Classification and Strength
Project Project No:
Sample
Hole Depth Type Description
Depth)
Sample
PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Ref
m
(Specimen
Classification Strength
Symbol lp Test �b � ���� cw w w
L p 3 31
Mg/m kN/m3 2
kN/m2
kN/m2
(>425)
c
kN/m2
upd
( )
%
�d
( )(
%%%
Avg
BH1 D N821751.65
(1.65)
Firm to stiff brown slightly gravelly
CLAY.
CI 15
(7%)
40 25 25.2
BH1 UT N821762.00-
2.45
(2.00)
Firm to stiff brown slightly gravelly
CLAY.
(See Test Remarks Sheet for further
information)
20.3 SS NST NST
BH2 D N821781.20-
1.65
(1.20)
Firm brown slightly sandy slightly
gravelly CLAY.
CL 11
(37%)
30 19 21.1
BH2 UT N821792.00-
2.45
(2.25)
Firm high strength brown mottled grey
slightly sandy slightly gravelly CLAY.
12.2
<27.5>
SS 1.99 40 178 89 89
BH3 D N821801.60
(1.60)
Stiff greyish brown mottled orange
slightly sandy slightly gravelly CLAY.
CI 13
(20%)
35 22 20.1
BH3 UT N821812.00-
2.45
(2.00)
Stiff greyish brown mottled orange
slightly sandy slightly gravelly CLAY.
(See Test Remarks Sheet for further
information)
19.9 SS NST NST
BH3 D N821823.00-
3.45
(3.00)
Stiff brown slightly sandy gravelly
CLAY.
CL 14
(67%)
30 16 7.0
BH4 D N821831.20-
1.65
(1.20)
Brown slightly gravelly silty fine SAND. 16.5
BH4 UT N823422.00-
2.45
(2.00)
Stiff to very stiff high strength friable
greyish brown mottled orange slightly
sandy gravelly CLAY.
20.3
<20.8>
SS 2.23 40 174 87 87
BH4 D N821843.00-
3.45
(3.00)
Very stiff friable greyish brown mottled
orange slightly sandy gravelly CLAY.
CL 13
(65%)
30 17 7.4
BH5 D N821861.20-
1.65
(1.20)
Firm brown slightly sandy slightly
gravelly CLAY.
CI 17
(13%)
43 26 28.2
BH5 UT N821872.00-
2.45
(2.00)
Firm to stiff low strength brown mottled
orange and grey slightly sandy CLAY.
(See Test Remarks Sheet for further
information)
15.5 SS
HV
2.25 NST
Top= 38
BH5 D N821882.50
(2.50)
Brown mottled orange and grey slightly
sandy clayey SILT. (8%)
26 NP 16.2
TP1 D N821891.00-
1.40
(1.00)
Brown clayey fine to coarse GRAVEL. CI 25
(86%)
48 23 10.3
Remarks NST - Not suitable for TestFor Standards followed see Laboratory Test Certficate
w% - ^ = Rock water content test; x = Aggregate moisture content test
QUT Water Contents: <Failure Zone>, [After test]
LABORATORY RESULTS - Classification and Strength
Project Project No:
Sample
Hole Depth Type Description
Depth)
Sample
PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Ref
m
(Specimen
Classification Strength
Symbol lp Test �b � ���� cw w w
L p 3 31
Mg/m kN/m3 2
kN/m2
kN/m2
(>425)
c
kN/m2
upd
( )
%
�d
( )(
%%%
Avg
TP2 D N821910.80-
1.20
(0.80)
Firm brown slightly gravelly sandy
CLAY.
CI 22
(11%)
48 26 32.2
WS4 B N821922.00-
2.80
(2.00)
Stiff light brown slightly sandy slightly
gravelly silty CLAY.
13.9
WS5 B N821931.30-
1.80
(1.30)
Firm to stiff light brown slightly sandy
gravelly CLAY.
28.8
WS5 B N821944.00-
5.00
(4.00)
Stiff light brown slightly sandy gravelly
clayey SILT.
5.4
WS5 D N821954.00-
4.45
(4.00)
Stiff light brown slightly sandy gravelly
clayey SILT. (63%)
29 NP 7.8
WS6 D N821973.80-
4.00
(3.80)
Light brown sandy clayey fine to coarse
GRAVEL.
CL 10
(63%)
27 17 8.1
WS7 B N821982.00-
2.80
(2.00)
Dark brown sandy clayey fine to coarse
GRAVEL.
(See Test Remarks Sheet for further
information)
(83%)
39 NP 14.1
WS8 D N822003.80-
4.00
(3.80)
Light brown sandy clayey fine to coarse
GRAVEL.
15.2
Remarks NST - Not suitable for TestFor Standards followed see Laboratory Test Certficate
w% - ^ = Rock water content test; x = Aggregate moisture content test
QUT Water Contents: <Failure Zone>, [After test]
LABORATORY RESULTS -
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL
PLOT OF PLASTICITY INDEX AGAINST LIQUID LIMIT
Classification Chart
for all items tested
0
10
20
30
40
50
60
70
80
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Liq u id Limit %
Interm ediate
CL
CI
CH
CE
CV
M L M I
M H
M V
M E
H igh V ery H ig h E xtrem ely H ighLo w
Remarks 16/12/2020
Soil Type Plasticity Characterisics
C Clay
M Silt
L Low
I Intermediate
H High
V Very High
E Extremely High
Table of Soil Types and Plasticity Characteristics from BS 5930 : 1999
LABORATORY RESULTS - Atterberg Limit
Project Project No:
Sample
Hole Depth Type Description
Depth)
Sample
PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Ref
m
(Specimen
Results
Sym-
bol
lp w wL p>425
sieve
%%%
Test Type Water
%
(Factor)
Point Data
m�
Cone
Pene.
BH1 D N821751.65
(1.65)
Firm to stiff brown slightly gravelly
CLAY.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CI 7%15 40 25
BH2 D N821781.20-
1.65
(1.20)
Firm brown slightly sandy slightly
gravelly CLAY.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CL 37%11 30 19
BH3 D N821801.60
(1.60)
Stiff greyish brown mottled orange
slightly sandy slightly gravelly CLAY.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CI 20%13 35 22
BH3 D N821823.00-
3.45
(3.00)
Stiff brown slightly sandy gravelly
CLAY.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CL 67%14 30 16
BH4 D N821843.00-
3.45
(3.00)
Very stiff friable greyish brown mottled
orange slightly sandy gravelly CLAY.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CL 65%13 30 17
BH5 D N821861.20-
1.65
(1.20)
Firm brown slightly sandy slightly
gravelly CLAY.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CI 13%17 43 26
BH5 D N821882.50
(2.50)
Brown mottled orange and grey slightly
sandy clayey SILT.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
8% 26 NP
TP1 D N821891.00-
1.40
(1.00)
Brown clayey fine to coarse GRAVEL. Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CI 86%25 48 23
TP2 D N821910.80-
1.20
(0.80)
Firm brown slightly gravelly sandy
CLAY.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CI 11%22 48 26
Remarks
LABORATORY RESULTS - Atterberg Limit
Project Project No:
Sample
Hole Depth Type Description
Depth)
Sample
PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Ref
m
(Specimen
Results
Sym-
bol
lp w wL p>425
sieve
%%%
Test Type Water
%
(Factor)
Point Data
m�
Cone
Pene.
WS5 D N821954.00-
4.45
(4.00)
Stiff light brown slightly sandy gravelly
clayey SILT.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
63% 29 NP
WS6 D N821973.80-
4.00
(3.80)
Light brown sandy clayey fine to coarse
GRAVEL.
Fall Cone 4pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
CL 63%10 27 17
WS7 B N821982.00-
2.80
(2.00)
Dark brown sandy clayey fine to coarse
GRAVEL.
(See Test Remarks Sheet for further
information)
Test Remark: 1-point cone1-point cone
Fall Cone 1pt with
increasing water content,
cone type: 80g/30,
washed over 425um
sieve
20.7
20.4
35.80
35.68
(1.094)
83% 39 NP
Remarks
LABORATORY RESULTS - Particle Size Distribution
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS4
2.00-2.80m
B
N82192
Sample Description
Stiff light brown slightly sandy slightly gravelly silty CLAY.
mm
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100 1000Particle Size (mm)
CLAY
Fine Medium Coarse
SILT
Classificatio
n
Fine Medium Coarse
SAND
Fine Medium Coarse
Gravel
Cobbles Boulders
% of each
14
12
23
0
0
Size % Finer Size
Sieving Method
Fine Particle Analysis
Method
Pre-treated
with
% loss on
Pre-treatment
Particle
Density
Wet sieve
Hydrogen
Peroxide
0.69
2.65
(Assumed)
100
100
100
100
100
94
89
85
83
77
75
65
47
25
14
Pipette
Uniformity Coefficient
Not Available
SAND
GRAVEL
COBBLES
BOULDERS
Classification
51
CLAY
SILT
100
100
72
70
68
125
mm100
mm75
mm63
mm50
mm37.5
mm20
mm14
mm10
mm6.3
mm5
mm2
mm1.18
m600 �
m300 �
m150 �
m63 �
m20 �
m6 �
m2 �
% Finer
Remarks 17/12/2020Sieve:-Test performed in accordance with BS EN ISO 17892-4:2016
Pipette:-Test performed in accordance with BS EN ISO 17892-4:2016
LABORATORY RESULTS - Particle Size Distribution
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS7
2.00-2.80m
B
N82198
Sample Description
Dark brown sandy clayey fine to coarse GRAVEL.
mm
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100 1000Particle Size (mm)
CLAY
Fine Medium Coarse
SILT
Classificatio
n
Fine Medium Coarse
SAND
Fine Medium Coarse
Gravel
Cobbles Boulders
% of each
2
17
71
0
0
Size % Finer Size
Sieving Method
Fine Particle Analysis
Method
Pre-treated
with
% loss on
Pre-treatment
Particle
Density
Wet sieve
Hydrogen
Peroxide
0.00
2.65
(Assumed)
100
100
100
100
79
70
59
47
42
29
23
12
6
3
2
Pipette
Uniformity Coefficient
249.44
SAND
GRAVEL
COBBLES
BOULDERS
Classification
10
CLAY
SILT
100
100
18
16
14
125
mm100
mm75
mm63
mm50
mm37.5
mm20
mm14
mm10
mm6.3
mm5
mm2
mm1.18
m600 �
m300 �
m150 �
m63 �
m20 �
m6 �
m2 �
% Finer
Remarks 17/12/2020Sieve:-Test performed in accordance with BS EN ISO 17892-4:2016
Pipette:-Test performed in accordance with BS EN ISO 17892-4:2016
LABORATORY RESULTS - Particle Size Distribution
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS8
3.00-3.80m
B
N82199
Sample Description
Light brown sandy clayey fine to coarse GRAVEL.
mm
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100 1000Particle Size (mm)
CLAY
Fine Medium Coarse
SILT
Classificatio
n
Fine Medium Coarse
SAND
Fine Medium Coarse
Gravel
Cobbles Boulders
% of each
4
20
65
0
0
Size % Finer Size
Sieving Method
Fine Particle Analysis
Method
Pre-treated
with
% loss on
Pre-treatment
Particle
Density
Wet sieve
Hydrogen
Peroxide
0.62
2.65
(Assumed)
100
100
100
100
91
74
64
54
48
35
29
15
12
7
4
Pipette
Uniformity Coefficient
628.41
SAND
GRAVEL
COBBLES
BOULDERS
Classification
11
CLAY
SILT
100
98
23
20
17
125
mm100
mm75
mm63
mm50
mm37.5
mm20
mm14
mm10
mm6.3
mm5
mm2
mm1.18
m600 �
m300 �
m150 �
m63 �
m20 �
m6 �
m2 �
% Finer
Remarks 17/12/2020Sieve:-Test performed in accordance with BS EN ISO 17892-4:2016
Pipette:-Test performed in accordance with BS EN ISO 17892-4:2016
LABORATORY RESULTS - Particle Size Distribution
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS10
4.00-5.00m
B
N82339
Sample Description
Brown very sandy clayey fine to coarse GRAVEL.
mm
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100 1000Particle Size (mm)
CLAY
Fine Medium Coarse
SILT
Classificatio
n
Fine Medium Coarse
SAND
Fine Medium Coarse
Gravel
Cobbles Boulders
% of each
4
21
65
0
0
Size % Finer Size
Sieving Method
Fine Particle Analysis
Method
Pre-treated
with
% loss on
Pre-treatment
Particle
Density
Wet sieve
Hydrogen
Peroxide
0.36
2.65
(Assumed)
100
100
100
100
85
79
67
54
50
35
29
14
11
7
4
Pipette
Uniformity Coefficient
527.79
SAND
GRAVEL
COBBLES
BOULDERS
Classification
10
CLAY
SILT
100
96
23
19
16
125
mm100
mm75
mm63
mm50
mm37.5
mm20
mm14
mm10
mm6.3
mm5
mm2
mm1.18
m600 �
m300 �
m150 �
m63 �
m20 �
m6 �
m2 �
% Finer
Remarks 17/12/2020Sieve:-Test performed in accordance with BS EN ISO 17892-4:2016
Pipette:-Test performed in accordance with BS EN ISO 17892-4:2016
LABORATORY RESULTS - Particle Size Distribution
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS12
4.00-4.80m
B
N82340
Sample Description
Brown very sandy very clayey fine to coarse GRAVEL.
mm
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100 1000Particle Size (mm)
CLAY
Fine Medium Coarse
SILT
Classificatio
n
Fine Medium Coarse
SAND
Fine Medium Coarse
Gravel
Cobbles Boulders
% of each
6
25
49
0
0
Size % Finer Size
Sieving Method
Fine Particle Analysis
Method
Pre-treated
with
% loss on
Pre-treatment
Particle
Density
Wet sieve
Hydrogen
Peroxide
0.94
2.65
(Assumed)
100
100
100
100
100
92
85
73
68
51
43
26
19
11
6
Pipette
Uniformity Coefficient
697.88
SAND
GRAVEL
COBBLES
BOULDERS
Classification
20
CLAY
SILT
100
100
36
30
26
125
mm100
mm75
mm63
mm50
mm37.5
mm20
mm14
mm10
mm6.3
mm5
mm2
mm1.18
m600 �
m300 �
m150 �
m63 �
m20 �
m6 �
m2 �
% Finer
Remarks 17/12/2020Sieve:-Test performed in accordance with BS EN ISO 17892-4:2016
Pipette:-Test performed in accordance with BS EN ISO 17892-4:2016
LABORATORY RESULTS - Unconsolidated Undrained Triaxial Test
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
BH2
2.00-2.45m
UT
N82179
Sample Description
Firm high strength brown mottled grey slightly sandy slightly gravelly CLAY.
The following samples were combined to perform this test:
(Mg/m )
0
2 0
4 0
6 0
8 0
1 0 0
1 2 0
1 4 0
1 6 0
1 8 0
2 0 0
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8
S tra in %
41.2
50.2
57.3
72.8
81.2
88.4
63.3
112.0
95.1
121.6
125.9
130.2
117.1
137.6
141.2
145.0
156.2
148.1
161.9
163.5
165.4
159.1
169.1
133.8
167.5
0.3
0.5
0.8
1.5
2.0
2.5
1.0
4.5
3.0
5.5
6.0
6.5
5.0
7.0
7.5
8.0
9.0
9.5
8.5
11.0
11.5
12.0
10.5
13.0
13.5
12.5
Strain
%
Corrected
Deviator
Stress kN/m
173.5
174.8
176.9
177.9
175.8
15.1
15.6
16.6
17.1
16.1
22
Strain
%
Corrected
Deviator
Stress kN/m
BS EN ISO 17892-8:2018
Stage 1 Stage 2 Stage 3
Sample Condition
Orientation of sample
Initial Diameter
Undisturbed
Vertical
Initial Length
100.43
199.28
Initial Water Content 12.2
(mm)
(mm)
(%)
Initial Bulk Density 1.99(Mg/m )
3Initial Dry Density 1.77
3
Cell Pressure 40(kPa)
Membrane100 / 0.0000(mm/kPa)
Corrected Deviator Stress 178(kPa)
Undrained Shear Strength 89(kPa)
Strain at Failure 17.1(%)
Mode of Failure Intermediate
Rate of Strain (%/min) 1.5
Thickness/Correction
101.3
170.8
3.5
14.1
106.7 4.0
172.1 14.6
150.7
153.6 10.0
Failure Zone Water Content 27.5(%)
Water Content (after test) (%)
Particle Density 2.65 Assumed(Mg/m )3
'Specimen Height' at start199.12
of Shearing Stage(mm)
Test Type Single Stage
18/12/2020Remarks
Sheet 1 of 2
LABORATORY RESULTS - Unconsolidated Undrained Triaxial Test
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
BH2
2.00-2.45m
UT
N82179
18/12/2020Remarks
Sheet 2 of 2
LABORATORY RESULTS - Unconsolidated Undrained Triaxial Test
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
BH4
2.00-2.45m
UT
N82342
Sample Description
Stiff to very stiff high strength friable greyish brown mottled orange slightly sandy gravelly CLAY.
The following samples were combined to perform this test:
(Mg/m )
0
2 0
4 0
6 0
8 0
1 0 0
1 2 0
1 4 0
1 6 0
1 8 0
2 0 0
0 2 4 6 8 1 0 1 2 1 4 1 6 1 8 2 0 2 2 2 4
S tra in %
23.6
29.3
35.4
55.0
68.3
81.1
43.0
115.9
93.4
126.1
131.4
135.5
121.8
147.8
151.4
151.8
161.9
155.0
163.8
166.2
167.8
163.2
170.0
141.6
168.7
0.2
0.5
0.7
1.4
1.9
2.4
1.0
4.3
2.9
5.2
5.7
6.2
4.8
6.7
7.2
7.6
8.6
9.1
8.1
10.5
11.0
11.5
10.0
12.4
12.9
11.9
Strain
%
Corrected
Deviator
Stress kN/m
172.5
172.9
173.6
173.8
173.2
173.3
173.2
173.0
173.0
173.1
172.1
14.3
14.8
15.7
16.2
16.7
15.3
17.7
18.1
18.6
17.2
19.1
22
Strain
%
Corrected
Deviator
Stress kN/m
BS EN ISO 17892-8:2018
Stage 1 Stage 2 Stage 3
Sample Condition
Orientation of sample
Initial Diameter
Undisturbed
Vertical
Initial Length
103.40
209.56
Initial Water Content 20.3
(mm)
(mm)
(%)
Initial Bulk Density 2.23(Mg/m )
3Initial Dry Density 1.85
3
Cell Pressure 40(kPa)
Membrane100 / 0.0000(mm/kPa)
Corrected Deviator Stress 174(kPa)
Undrained Shear Strength 87(kPa)
Strain at Failure 16.2(%)
Mode of Failure Plastic
Rate of Strain (%/min) 1.9
Thickness/Correction
102.9
171.6
3.3
13.4
109.4 3.8
172.2 13.8
158.2
160.0 9.5
172.1 19.6
171.7 20.0
Failure Zone Water Content 20.8(%)
Water Content (after test) (%)
Particle Density 2.65 Assumed(Mg/m )3
'Specimen Height' at start209.56
of Shearing Stage(mm)
Test Type Single Stage
18/12/2020Remarks
Sheet 1 of 2
LABORATORY RESULTS - Unconsolidated Undrained Triaxial Test
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
BH4
2.00-2.45m
UT
N82342
18/12/2020Remarks
Sheet 2 of 2
LABORATORY RESULTS - MCV, Compaction, CBR
Project Project No:
Sample
Hole Depth Type Description
Depth)
Sample
PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Ref
m
(Specimen
Compaction CBR
MCV Type�b
BottomType w
w
%
CBR
%
Top
w
%
CBR
%Mg/m3
w
MCV
dd� �
Mg/m3
(Opt) (Max)
% % Mg/m3
TP2 B N823382.90-
3.50
(2.90-
3.50)
Stiff brown mottled orangish grey
gravelly CLAY.
2.19 1.91 2.5kg 2.2 14.4 1.8 15.4
WS4 B N821922.00-
2.80
(2.00-
2.80)
Stiff light brown slightly sandy
slightly gravelly silty CLAY.
2.5kg (10.5)
6.7
8.7
13.2*
17.4
21.5
2.65a
1.93
2.07
*2.15
2.05
1.96
(1.95)
1.81
1.91
*1.90
1.75
1.61
WS5 B N821931.30-
1.80
(1.30-
1.80)
Firm to stiff light brown slightly
sandy gravelly CLAY.
2.5kg (16.0)
11.2
13.5
16.3
20.6
21.8
25.7*
2.65a
1.78
1.94
2.01
2.03
1.95
*1.90
(1.74)
1.60
1.71
1.73
1.68
1.60
*1.51
WS5 B N821944.00-
5.00
(4.00-
5.00)
Stiff light brown slightly sandy
gravelly clayey SILT.
2.25 2.06 2.5kg 28 7.9 33 11.2
Remarks Particle Density - a=assumed, m=measured
NST = Not suitable for Test
# = stabilised, see relevant test plot for details
For Standards followed see Laboratory Test Certficate
w% - * = at natural moisture content; x = aggregate moisture content
LABORATORY RESULTS -
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS4
B
N82192
Compaction
2.00-2.80m
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
2.10
2.20
2.30
2.40
2.50
0 5 10 15 20 25 30 35 40 45 50
Moisture Content (%)
2.5kg Rammer at natural moisture content
2.5kg Rammer�
�
�
Optimum Moisture Content
Remarks
Optimum Moisture Content
Maximum Dry Density
Particles retained on
Particle Density
10.5
1.95
0
0
2.65 (Assumed)
Preparation
2.5kg Rammer
Mg/m3
%
%
17/12/2020
BS1377 Part 4 1990 : Clause 3.3 and 3.4
Stiff light brown slightly sandy slightly gravelly
silty CLAY.DescriptionMg/m3
Single Sample
37.5mm
20mm sieve
LABORATORY RESULTS -
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS5
B
N82193
Compaction
1.30-1.80m
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
2.10
2.20
2.30
2.40
2.50
0 5 10 15 20 25 30 35 40 45 50
Moisture Content (%)
2.5kg Rammer at natural moisture content
2.5kg Rammer�
�
�
Optimum Moisture Content
Remarks
Optimum Moisture Content
Maximum Dry Density
Particles retained on
Particle Density
16.0
1.74
0
0
2.65 (Assumed)
Preparation
2.5kg Rammer
Mg/m3
%
%
17/12/2020
BS1377 Part 4 1990 : Clause 3.3 and 3.4
Firm to stiff light brown slightly sandy gravelly
CLAY.DescriptionMg/m3
Single Sample
37.5mm
20mm sieve
LABORATORY RESULTS - CBR Force Penetration
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
TP2
2.90-3.50m
B
N82338
Sample Description
Stiff brown mottled orangish grey gravelly CLAY.
0
100
200
300
400
500
600
0 1 2 3 4 5 6 7 8
Pene trat ion of Plu nge r (mm )
Top load
Bottom Load
PenetrationTop
(N)
0.25mm
0.50mm
0.75mm
1.00mm
1.25mm
1.50mm
1.75mm
2.00mm
2.25mm
2.50mm
2.75mm
3.00mm
3.25mm
13
3.75mm
3.50mm
Bottom
(N)
16
24 22
37 27
56 38
67 42
79 53
46 33
114 78
132 90
151 103
98 64
190 126
210 141
231 154
174 111
4.00mm
4.25mm
4.50mm
4.75mm
5.25mm
5.50mm
5.75mm
6.00mm
6.25mm
6.50mm
6.75mm
7.00mm
7.25mm
270
5.00mm
7.50mm
183
288 197
310 213
360 250
382 271
408 289
335 229
450 335
476 354
494 364
430 308
542 404
556 422
251 173
526 381
PenetrationTop
(N)
Bottom
(N)Test Type
Surcharge
Bulk Density
Dry Density
(Mg/m )
(Mg/m )3
3
Hand Calculation
CBR BottomTop
Value
w%
2.2
14.4
1.8
15.4
2.5kg
13.60
21.3
Yes
kg
%
Method BS1377 Part 4 1990 : Clause 7.0
2.19
1.91
Remarks 17/12/2020
LABORATORY RESULTS - CBR Force Penetration
Project:
Project No: PN204159
CEDEWAIN SPECIALIST ALN SCHOOL Hole
Sample Depth
Sample Type
Sample Ref
WS5
4.00-5.00m
B
N82194
Sample Description
Stiff light brown slightly sandy gravelly clayey SILT.
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0 1 2 3 4 5 6 7 8
Pe netrat ion of Plun ger (mm )
Top load
Bottom Load
PenetrationTop
(N)
0.25mm
0.50mm
0.75mm
1.00mm
1.25mm
1.50mm
1.75mm
2.00mm
2.25mm
2.50mm
2.75mm
3.00mm
3.25mm
525
3.75mm
3.50mm
Bottom
(N)
563
833 943
1124 1364
1729 2559
2063 2944
2395 3211
1423 2011
3002 3941
3321 4333
3583 4515
2705 3598
4134 5001
4352 5224
4625 5350
3840 4770
4.00mm
4.25mm
4.50mm
4.75mm
5.25mm
5.50mm
5.75mm
6.00mm
6.25mm
6.50mm
6.75mm
7.00mm
7.25mm
4993
5.00mm
7.50mm
5704
5177 5893
5365 6066
5741 6318
5934 6503
6106 7263
5549 6223
6442 7903
6601 8132
6785 8320
6273 7621
7076 8632
7231 8717
4807 5554
6910 8440
PenetrationTop
(N)
Bottom
(N)Test Type
Surcharge
Bulk Density
Dry Density
(Mg/m )
(Mg/m )3
3
Hand Calculation
CBR BottomTop
Value
w%
28
7.9
33
11.2
2.5kg
13.60
7.4
No
kg
%
Method BS1377 Part 4 1990 : Clause 7.0
2.25
2.06
Remarks 17/12/2020
5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] [email protected]
A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results
reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced other than in full, without the prior written approval of the laboratory.
Checked and Approved Signatories: S Royle A Watkins R Berriman (Laboratory Manager) (Director) (Quality Manager)
H Daniels S Eyre L Knight (Senior Technician) (Senior Technician) (Senior Technician) Page 1 of
LABORATORY REPORT
4043
Contract Number: PSL20/6426
Report Date: 26 November 2020 Client’s Reference: PN204159 Client Name: Geotechnics Limited
203 Torrington Avenue Tile Hill Coventry CV4 9UT
For the attention of: Stephane Schiano Contract Title: Cedewain Specialist Aln School
Date Received: 13/11/2020 Date Commenced: 13/11/2020 Date Completed: 26/11/2020 Notes: Opinions and Interpretations are outside the UKAS Accreditation
* Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor
Hole Number: 0.80
Sample Number: Base Depth (m) : 1.20
Sample Type: Lift Number:
Date Grid Reference:
Contract No.PSL20/6426Client RefPN204159
1.93Mg/m3
Mg/m3
%
-(assumed/measured)
1
Direction Of FlowSaturation Time
Consolidation TimePermeability Time
Date FinishedTop Drain UsedBase Drain Used
Method of Saturation
1.4731
0.8082.65
assumed
4
Y
Test Setup19/11/202025/11/2020
Y
By back pressureVertically Downwards
1
Days
DaysDays
PERMEABILITY IN A TRIAXIAL CELLBS 1377 : Part 6 : 1990: Clause 6
4043
101.41
8008.67
Top Depth (m) :
mm2Area
Initial Specimen Conditions
1564
HeightDiameter 100.98
g
mmmm
-Mg/m3
gcm3Volume
Dry MassMass
Bulk DensityDry Density
Moisture ContentVoids Ratio
Specific Gravity
TP2
B
Date Started
Description of SpecimenBrown slightly gravelly slightly sandy CLAY.
Final Specimen Conditions28
1.881.47
%Mg/m3
Mg/m3
Moisture ContentBulk DensityDry Density
RemarksRemoulded with 2.5kg rammer
Cedewain Specialist ALN School
812.16
1191
Contract No.PSL20/6426Client RefPN204159
-
Lift Number
TP2
100
PERMEABILITY IN A TRIAXIAL CELL
m
Saturation
Grid Reference
10200
4043
Specimen DetailsHole NumberSample Depth
Sample No,
BS 1377 : Part 6 : 1990 Clause 6
Cell Pressure Incr.
Differential PressureBack Pressure Incr.
Final Cell PressureFinal B Value
kPakPakPakPa
Cell PressureBack Pressure
Final PWP PWP dissipation
300100
kPakPakPa
400300
%
Cedewain Specialist ALN School
kPaConsolidation
Effective Pressure
0.96
0.80
5050
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.00 10 20 30 40 50 60 70 80
Volu
me
Cha
nge
(cm
3 )
Square-root Time (min)
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
0 50 100 150 200 250
B Va
lue
Cell Pressure - kPa
Contract No.PSL20/6426Client RefPN2041594043
BS 1377 : Part 6 : 1990 Clause 6PERMEABILITY IN A TRIAXIAL CELL
Back Pressure Diff.
400
Hole NumberSpecimen Details
Mean Rate of FlowAverage Temperature
Vertical Permeability Kv
Sample DepthSample No.
10020
0.001020
m/s
Cell Pressure
Permeability Stage
0.80
Lift Number
Permeability Stage
9.8E-11
Grid Reference
Mean Effective Stress
m
Cedewain Specialist ALN School
kPakPa
ml/min'C
kPa
TP2
0
0.5
1
1.5
2
2.5
0 200 400 600 800 1000 1200 1400 1600
Volu
me
Cha
nge
(cm
3)
Time Minutes
VC in VC Out Best fit line Linear (Best fit line)
LABORATORY RESULTS - Test Remarks
Project Project No:
Sample
Hole Depth Type
Depth)
Sample
PN204159CEDEWAIN SPECIALIST ALN SCHOOL
Ref
m
(SpecimenLaboratory Remark
BH1 UT N821762.00-
2.45
(2.00-
2.45)
Quick Undrained Triaxial Test - NST= Due to insufficient sample in tube for test.
HSV not suitable as sample collasped when vane pushed in.
BH3 UT N821812.00-
2.45
(2.00-
2.45)
Quick Undrained Triaxial Test - NST= Sample frctured in tube therefore insufficient sample to perform test.
HSV not suitable as sample collasped when vane pushed in.
BH5 UT N821872.00-
2.45
(2.00-
2.45)
Quick Undrained Triaxial Test - NST= Insufficient cohesive sample in tube to perform test.
Vane Test - Could only take one vane reading as sample crumbled.
WS7 B N821982.00-
2.80
(2.00-
2.80)
Atterberg Limit Test - 1-point cone1-point cone
Remarks
10APPENDIX 10
Laboratory Test Results - Chemical/Contamination (Soil)
Certificate Number 10-Nov-20Client
Our Reference
Client Reference
Order No
Contract Title
Description
Date Received
Date Started
Date Completed
Test Procedures
Notes
Approved By
Adam Fenwick
Opinions and interpretations are outside the laboratory's scope of ISO 17025accreditation. This certificate is issued in accordance with the accreditationrequirements of the United Kingdom Accreditation Service. The results reported hereinrelate only to the material supplied to the laboratory. This certificate shall not bereproduced except in full, without the prior written approval of the laboratory.
Contracts Manager
CEDEWAIN SPECIALIST ALN SCHOOL
11 Soil samples.
30-Oct-20
30-Oct-20
10-Nov-20
Identified by prefix DETSn (details on request).
Certificate of Analysis
20-22003
Geotechnics LTDThe Geotechnical CentreUnit 1B Borders Ind. ParkRiver LaneSaltneyChesterCH4 8RJ
20-22003
PN204159
ON27312
Derwentside Environmental Testing Services LimitedUnit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY
Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 7 .
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22003
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1753650 1753651 1753652 1753653 1753654 1753655 1753656
Sample ID BH4 BH5 BH5 WS1 WS2 WS3 WS4
Depth 0.50 0.20 1.65 0.50 1.00 1.00 0.50Other ID 1 4
Sample Type ES ES ES ES ES ES ESSampling Date 26/10/2020 27/10/2020 27/10/2020 26/10/2020 26/10/2020 26/10/2020 27/10/2020Sampling Time n/s n/s n/s n/s n/s n/s n/s
Test Method LOD Units
DETSC 2301# 0.2 mg/kg 6.3 8.8 8.7 6.3 6.6 7.3 7.5DETSC 2311# 0.2 mg/kg 0.4 0.6 0.7 0.2 0.2 0.2 0.2DETSC 2301# 0.1 mg/kg 0.1 0.2 0.3 0.1 0.1 0.1 0.1DETSC 2301# 0.15 mg/kg 22 30 29 23 23 26 25DETSC 2204* 1 mg/kg < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 < 1.0DETSC 2301# 0.2 mg/kg 20 30 32 23 25 30 25DETSC 2301# 0.3 mg/kg 19 48 49 16 19 18 18DETSC 2325# 0.05 mg/kg < 0.05 0.08 0.07 < 0.05 < 0.05 < 0.05 < 0.05DETSC 2301# 1 mg/kg 26 30 28 30 31 35 34DETSC 2301# 0.5 mg/kg < 0.5 < 0.5 < 0.5 < 0.5 < 0.5 < 0.5 < 0.5DETSC 2301# 1 mg/kg 100 110 110 89 85 93 97
DETSC 2008# pH 5.5 5.7 5.5 6.1 6.0 6.2 6.1DETSC 2130# 0.1 mg/kg 0.9 0.7 0.1 0.3 0.3 0.3 0.3DETSC 2002# 0.1 % 1.2 3.5 4.4 1.0 1.0 1.1 0.9DETSC 2076# 10 mg/l 17 12 28 11 12 < 10 < 10DETSC 2320 0.01 % 0.03DETSC 2321# 0.01 % 0.04
DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3072# 1.5 mg/kg < 1.5 < 1.5 < 1.5 < 1.5 < 1.5 < 1.5 < 1.5DETSC 3072# 1.2 mg/kg < 1.2 < 1.2 < 1.2 < 1.2 < 1.2 < 1.2 < 1.2DETSC 3072# 1.5 mg/kg < 1.5 < 1.5 < 1.5 < 1.5 < 1.5 < 1.5 < 1.5DETSC 3072# 3.4 mg/kg < 3.4 < 3.4 < 3.4 < 3.4 < 3.4 < 3.4 < 3.4DETSC 3072* 3.4 mg/kg < 3.4 < 3.4 < 3.4 < 3.4 < 3.4 < 3.4 < 3.4DETSC 3072* 10 mg/kg < 10 < 10 < 10 < 10 < 10 < 10 < 10DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3072# 0.9 mg/kg < 0.9 < 0.9 < 0.9 < 0.9 < 0.9 < 0.9 < 0.9DETSC 3072# 0.5 mg/kg < 0.5 < 0.5 < 0.5 < 0.5 < 0.5 < 0.5 < 0.5DETSC 3072# 0.6 mg/kg < 0.6 < 0.6 < 0.6 < 0.6 < 0.6 < 0.6 < 0.6DETSC 3072# 1.4 mg/kg < 1.4 < 1.4 < 1.4 < 1.4 < 1.4 < 1.4 < 1.4DETSC 3072* 1.4 mg/kg < 1.4 < 1.4 < 1.4 < 1.4 < 1.4 < 1.4 < 1.4DETSC 3072* 10 mg/kg < 10 < 10 < 10 < 10 < 10 < 10 < 10DETSC 3072* 10 mg/kg < 10 < 10 < 10 < 10 < 10 < 10 < 10DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01
Metals
Inorganics
Petroleum Hydrocarbons
Benzene
Aromatic C12-C16Aromatic C16-C21Aromatic C21-C35Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44
Aliphatic C35-C44Aliphatic C10-C44Aromatic C5-C7Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12
Aliphatic C6-C8Aliphatic C8-C10Aliphatic C10-C12Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35
Cyanide, TotalOrganic matterSulphate Aqueous Extract as SO4Sulphur as S, TotalSulphate as SO4, Total
Aliphatic C5-C6
LeadMercuryNickelSeleniumZinc
pH
ArsenicBoron, Water SolubleCadmiumChromiumChromium, HexavalentCopper
Page 2 of 7Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22003
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1753650 1753651 1753652 1753653 1753654 1753655 1753656
Sample ID BH4 BH5 BH5 WS1 WS2 WS3 WS4
Depth 0.50 0.20 1.65 0.50 1.00 1.00 0.50Other ID 1 4
Sample Type ES ES ES ES ES ES ESSampling Date 26/10/2020 27/10/2020 27/10/2020 26/10/2020 26/10/2020 26/10/2020 27/10/2020Sampling Time n/s n/s n/s n/s n/s n/s n/s
Test Method LOD Units
DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01
DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 1.6 mg/kg < 1.6 < 1.6 < 1.6 < 1.6 < 1.6 < 1.6 < 1.6
DETSC 2130# 0.3 mg/kg < 0.3 < 0.3 < 0.3 < 0.3 < 0.3 < 0.3 < 0.3
Indeno(1,2,3-c,d)pyreneDibenzo(a,h)anthraceneBenzo(g,h,i)perylenePAH Total
Phenol - Monohydric
PAHs
Phenols
PyreneBenzo(a)anthraceneChryseneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyrene
AcenaphthyleneAcenaphtheneFluorenePhenanthreneAnthraceneFluoranthene
EthylbenzeneTolueneXyleneMTBE
Naphthalene
Page 3 of 7Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22003
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No
Sample ID
Depth
Other ID
Sample Type
Sampling Date
Sampling Time
Test Method LOD Units
DETSC 2301# 0.2 mg/kgDETSC 2311# 0.2 mg/kgDETSC 2301# 0.1 mg/kgDETSC 2301# 0.15 mg/kgDETSC 2204* 1 mg/kgDETSC 2301# 0.2 mg/kgDETSC 2301# 0.3 mg/kgDETSC 2325# 0.05 mg/kgDETSC 2301# 1 mg/kgDETSC 2301# 0.5 mg/kgDETSC 2301# 1 mg/kg
DETSC 2008# pHDETSC 2130# 0.1 mg/kgDETSC 2002# 0.1 %DETSC 2076# 10 mg/lDETSC 2320 0.01 %DETSC 2321# 0.01 %
DETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3072# 1.5 mg/kgDETSC 3072# 1.2 mg/kgDETSC 3072# 1.5 mg/kgDETSC 3072# 3.4 mg/kgDETSC 3072* 3.4 mg/kgDETSC 3072* 10 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3072# 0.9 mg/kgDETSC 3072# 0.5 mg/kgDETSC 3072# 0.6 mg/kgDETSC 3072# 1.4 mg/kgDETSC 3072* 1.4 mg/kgDETSC 3072* 10 mg/kgDETSC 3072* 10 mg/kgDETSC 3321# 0.01 mg/kg
Metals
Inorganics
Petroleum Hydrocarbons
Benzene
Aromatic C12-C16Aromatic C16-C21Aromatic C21-C35Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44
Aliphatic C35-C44Aliphatic C10-C44Aromatic C5-C7Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12
Aliphatic C6-C8Aliphatic C8-C10Aliphatic C10-C12Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35
Cyanide, TotalOrganic matterSulphate Aqueous Extract as SO4Sulphur as S, TotalSulphate as SO4, Total
Aliphatic C5-C6
LeadMercuryNickelSeleniumZinc
pH
ArsenicBoron, Water SolubleCadmiumChromiumChromium, HexavalentCopper
1753657 1753658 1753659 1753660WS5 WS6 WS7 WS7
0.20 1.00 0.10 0.50
ES ES ES ES27/10/2020 27/10/2020 27/10/2020 27/10/2020
n/s n/s n/s n/s
10 7.4 2.6 0.70.6 0.2 0.2 < 0.20.3 0.1 < 0.1 < 0.131 25 23 25
< 1.0 < 1.0 < 1.0 < 1.036 26 24 3549 19 7.5 2.8
0.08 < 0.05 < 0.05 < 0.0536 33 18 18
< 0.5 < 0.5 < 0.5 < 0.5140 99 83 65
5.7 6.9 8.1 8.50.6 0.3 0.2 0.13.5 1.1 5.4 1.416 < 10 20 < 10
< 0.01 < 0.01 < 0.01 < 0.01< 0.01 < 0.01 < 0.01 < 0.01< 0.01 < 0.01 < 0.01 < 0.01
< 1.5 < 1.5 < 1.5 < 1.5< 1.2 < 1.2 19 < 1.2< 1.5 < 1.5 220 19< 3.4 < 3.4 2800 340< 3.4 < 3.4 620 88< 10 < 10 3600 430
< 0.01 < 0.01 < 0.01 < 0.01< 0.01 < 0.01 < 0.01 < 0.01< 0.01 < 0.01 < 0.01 < 0.01
< 0.9 < 0.9 < 0.9 < 0.9< 0.5 < 0.5 22 2.3< 0.6 < 0.6 350 30< 1.4 < 1.4 3300 540< 1.4 < 1.4 950 190< 10 < 10 4500 730< 10 < 10 8100 1200
< 0.01 < 0.01 < 0.01 < 0.01
Page 4 of 7Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22003
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No
Sample ID
Depth
Other ID
Sample Type
Sampling Date
Sampling Time
Test Method LOD Units
DETSC 3321# 0.01 mg/kgDETSC 3321# 0.01 mg/kgDETSC 3321# 0.01 mg/kgDETSC 3321 0.01 mg/kg
DETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 1.6 mg/kg
DETSC 2130# 0.3 mg/kg
Indeno(1,2,3-c,d)pyreneDibenzo(a,h)anthraceneBenzo(g,h,i)perylenePAH Total
Phenol - Monohydric
PAHs
Phenols
PyreneBenzo(a)anthraceneChryseneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyrene
AcenaphthyleneAcenaphtheneFluorenePhenanthreneAnthraceneFluoranthene
EthylbenzeneTolueneXyleneMTBE
Naphthalene
1753657 1753658 1753659 1753660WS5 WS6 WS7 WS7
0.20 1.00 0.10 0.50
ES ES ES ES27/10/2020 27/10/2020 27/10/2020 27/10/2020
n/s n/s n/s n/s
< 0.01 < 0.01 < 0.01 < 0.01< 0.01 < 0.01 < 0.01 < 0.01< 0.01 < 0.01 < 0.01 < 0.01< 0.01 < 0.01 < 0.01 < 0.01
< 0.1 < 0.1 < 1.0 < 1.0< 0.1 < 0.1 < 1.0 < 1.0< 0.1 < 0.1 < 1.0 < 1.0< 0.1 < 0.1 < 1.0 < 1.0
0.1 < 0.1 < 1.0 < 1.0< 0.1 < 0.1 < 1.0 < 1.0
0.2 < 0.1 3.0 < 1.00.1 < 0.1 7.5 < 1.0
< 0.1 < 0.1 3.6 < 1.0< 0.1 < 0.1 5.0 < 1.0< 0.1 < 0.1 9.7 < 1.0< 0.1 < 0.1 4.6 < 1.0< 0.1 < 0.1 1.6 < 1.0< 0.1 < 0.1 < 1.0 < 1.0< 0.1 < 0.1 < 1.0 < 1.0< 0.1 < 0.1 < 1.0 < 1.0< 1.6 < 1.6 35 < 16.0
< 0.3 < 0.3 < 0.3 < 0.3
Page 5 of 7Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Asbestos Analysis
Soil SamplesOur Ref 20-22003
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No Sample ID Material Type Result Comment* Analyst1753650 BH4 0.50 SOIL NAD none Keith Wilson
1753651 BH5 1 0.20 SOIL NAD none Keith Wilson
1753652 BH5 4 1.65 SOIL NAD none Keith Wilson
1753653 WS1 0.50 SOIL NAD none Keith Wilson
1753654 WS2 1.00 SOIL NAD none Keith Wilson
1753655 WS3 1.00 SOIL NAD none Keith Wilson
1753656 WS4 0.50 SOIL NAD none Keith Wilson
1753657 WS5 0.20 SOIL NAD none Keith Wilson
1753658 WS6 1.00 SOIL NAD none Keith Wilson
1753659 WS7 0.10 SOIL NAD none Keith Wilson
1753660 WS7 0.50 SOIL NAD none Keith Wilson
Crocidolite = Blue Asbestos, Amosite = Brown Asbestos, Chrysotile = White Asbestos. Anthophyllite, Actinolite and Tremolite are other forms of Asbestos. Samples are analysed by DETSC 1101 using polarised light microscopy in accordance with HSG248 and documented in-house methods. NAD = No Asbestos Detected. Where a sample is NAD, the result is based on analysis of at least 2 sub-samples and should be taken to mean 'no asbestos detected in sample'. Key: * -not included in laboratory scope of accreditation.
Page 6 of 7
Information in Support of the Analytical ResultsOur Ref 20-22003
Client Ref PN204159Contract CEDEWAIN SPECIALIST ALN SCHOOL
Containers Received & Deviating Samples
Lab No Sample ID
Date
Sampled Containers Received
Holding time
exceeded for
tests
Inappropriate
container for
tests1753650 BH4 0.50 SOIL 26/10/20 GJ 250ml x2, GJ 60ml1753651 BH5 0.20 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1753652 BH5 1.65 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1753653 WS1 0.50 SOIL 26/10/20 GJ 250ml x2, GJ 60ml1753654 WS2 1.00 SOIL 26/10/20 GJ 250ml x2, GJ 60ml1753655 WS3 1.00 SOIL 26/10/20 GJ 250ml x2, GJ 60ml1753656 WS4 0.50 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1753657 WS5 0.20 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1753658 WS6 1.00 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1753659 WS7 0.10 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1753660 WS7 0.50 SOIL 27/10/20 GJ 250ml x2, GJ 60ml
Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.
Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
End of Report
Key: G-Glass J-Jar DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time, inappropriate containers etc are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Page 7 of 7
Certificate Number 16-Nov-20Client
Our Reference
Client Reference
Order No
Contract Title
Description
Date Received
Date Started
Date Completed
Test Procedures
Notes
Approved By
Adam Fenwick
Opinions and interpretations are outside the laboratory's scope of ISO 17025accreditation. This certificate is issued in accordance with the accreditationrequirements of the United Kingdom Accreditation Service. The results reported hereinrelate only to the material supplied to the laboratory. This certificate shall not bereproduced except in full, without the prior written approval of the laboratory.
Contracts Manager
CEDEWAIN SPECIALIST ALN SCHOOL
8 Soil samples, 1 Leachate sample.
03-Nov-20
03-Nov-20
16-Nov-20
Identified by prefix DETSn (details on request).
Certificate of Analysis
20-22186Geotechnics LTDThe Geotechnical CentreUnit 1B Borders Ind. ParkRiver LaneSaltneyChesterCH4 8RJ20-22186
PN204159
ON27312
Derwentside Environmental Testing Services LimitedUnit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY
Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 9 .
Summary of Chemical AnalysisSoil Samples
Our Ref 20-22186Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOLLab No 1754882 1754883 1754884 1754885 1754886 1754887
Sample ID WS8 WS9 WS10 WS11 WS12 WS13
Depth 0.40 0.50 0.20 0.50 0.10 1.00Other ID
Sample Type SOIL SOIL SOIL SOIL SOIL SOILSampling Date 28/10/2020 29/10/2020 29/10/2020 29/10/2020 28/10/2020 28/10/2020Sampling Time n/s n/s n/s n/s n/s n/s
Test Method LOD Units
DETSC 2301# 0.2 mg/kg 11 6.9 8.1 5.2 0.8 8.6DETSC 2311# 0.2 mg/kg < 0.2 < 0.2 0.3 < 0.2 < 0.2 < 0.2DETSC 2301# 0.1 mg/kg 0.5 0.1 0.2 < 0.1 < 0.1 < 0.1DETSC 2301# 0.15 mg/kg 16 25 25 20 32 21DETSC 2204* 1 mg/kg < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 < 1.0DETSC 2301# 0.2 mg/kg 61 31 34 22 37 23DETSC 2301# 0.3 mg/kg 30 16 27 12 1.9 14DETSC 2325# 0.05 mg/kg 0.06 < 0.05 0.06 < 0.05 < 0.05 0.07DETSC 2301# 1 mg/kg 17 28 29 24 29 23DETSC 2301# 0.5 mg/kg < 0.5 < 0.5 < 0.5 < 0.5 < 0.5 < 0.5DETSC 2301# 1 mg/kg 110 76 97 82 50 140
DETSC 2008# pH 8.1 7.1 9.1 6.9 7.8 7.0DETSC 2130# 0.1 mg/kg < 0.1 0.1 1.1 0.2 < 0.1 < 0.1DETSC 2002# 0.1 % 1.2 1.2 2.3 3.6 1.5 0.5DETSC 2076# 10 mg/l 22 19 13 96 < 10 < 10DETSC 2320 0.01 %DETSC 2321# 0.01 %
DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3072# 1.5 mg/kg 2.3 < 1.5 7.4 4.0 1.8 < 1.5DETSC 3072# 1.2 mg/kg 3.0 < 1.2 12 6.9 4.3 < 1.2DETSC 3072# 1.5 mg/kg 4.7 < 1.5 18 14 17 < 1.5DETSC 3072# 3.4 mg/kg 28 < 3.4 100 280 1000 < 3.4DETSC 3072* 3.4 mg/kg 19 < 3.4 75 140 570 < 3.4DETSC 3072* 10 mg/kg 54 < 10 170 380 1600 < 10DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321* 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 0.07DETSC 3072# 0.9 mg/kg < 0.9 < 0.9 < 0.9 < 0.9 < 0.9 < 0.9DETSC 3072# 0.5 mg/kg 1.1 < 0.5 0.7 0.5 1.2 < 0.5DETSC 3072# 0.6 mg/kg 1.4 < 0.6 < 0.6 1.5 18 < 0.6DETSC 3072# 1.4 mg/kg 90 < 1.4 110 490 2100 < 1.4DETSC 3072* 1.4 mg/kg 34 < 1.4 41 190 770 < 1.4DETSC 3072* 10 mg/kg 120 < 10 130 580 2800 < 10DETSC 3072* 10 mg/kg 180 < 10 200 960 4400 < 10DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01
Metals
Inorganics
Petroleum Hydrocarbons
BenzeneEthylbenzeneToluene
Aromatic C12-C16Aromatic C16-C21Aromatic C21-C35Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44
Aliphatic C35-C44Aliphatic C10-C44Aromatic C5-C7Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12
Aliphatic C6-C8Aliphatic C8-C10Aliphatic C10-C12Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35
Cyanide, TotalOrganic matterSulphate Aqueous Extract as SO4Sulphur as S, TotalSulphate as SO4, Total
Aliphatic C5-C6
LeadMercuryNickelSeleniumZinc
pH
ArsenicBoron, Water SolubleCadmiumChromiumChromium, HexavalentCopper
Page 2 of 9Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical AnalysisSoil Samples
Our Ref 20-22186Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOLLab No 1754882 1754883 1754884 1754885 1754886 1754887
Sample ID WS8 WS9 WS10 WS11 WS12 WS13
Depth 0.40 0.50 0.20 0.50 0.10 1.00Other ID
Sample Type SOIL SOIL SOIL SOIL SOIL SOILSampling Date 28/10/2020 29/10/2020 29/10/2020 29/10/2020 28/10/2020 28/10/2020Sampling Time n/s n/s n/s n/s n/s n/s
Test Method LOD Units
DETSC 3321# 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01DETSC 3321 0.01 mg/kg < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01
DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 1.0 < 0.1DETSC 3301 1.6 mg/kg < 1.6 < 1.6 < 1.6 < 1.6 < 16.0 < 1.6
DETSC 2130# 0.3 mg/kg < 0.3 < 0.3 < 0.3 < 0.3 < 0.3 < 0.3
Indeno(1,2,3-c,d)pyreneDibenzo(a,h)anthraceneBenzo(g,h,i)perylenePAH Total
Phenol - Monohydric
PAHs
Phenols
PyreneBenzo(a)anthraceneChryseneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyrene
AcenaphthyleneAcenaphtheneFluorenePhenanthreneAnthraceneFluoranthene
XyleneMTBE
Naphthalene
Page 3 of 9Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical AnalysisSoil Samples
Our Ref 20-22186Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOLLab No
Sample IDDepth
Other IDSample Type
Sampling DateSampling Time
Test Method LOD Units
DETSC 2301# 0.2 mg/kgDETSC 2311# 0.2 mg/kgDETSC 2301# 0.1 mg/kgDETSC 2301# 0.15 mg/kgDETSC 2204* 1 mg/kgDETSC 2301# 0.2 mg/kgDETSC 2301# 0.3 mg/kgDETSC 2325# 0.05 mg/kgDETSC 2301# 1 mg/kgDETSC 2301# 0.5 mg/kgDETSC 2301# 1 mg/kg
DETSC 2008# pHDETSC 2130# 0.1 mg/kgDETSC 2002# 0.1 %DETSC 2076# 10 mg/lDETSC 2320 0.01 %DETSC 2321# 0.01 %
DETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3072# 1.5 mg/kgDETSC 3072# 1.2 mg/kgDETSC 3072# 1.5 mg/kgDETSC 3072# 3.4 mg/kgDETSC 3072* 3.4 mg/kgDETSC 3072* 10 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3321* 0.01 mg/kgDETSC 3072# 0.9 mg/kgDETSC 3072# 0.5 mg/kgDETSC 3072# 0.6 mg/kgDETSC 3072# 1.4 mg/kgDETSC 3072* 1.4 mg/kgDETSC 3072* 10 mg/kgDETSC 3072* 10 mg/kgDETSC 3321# 0.01 mg/kgDETSC 3321# 0.01 mg/kgDETSC 3321# 0.01 mg/kg
Metals
Inorganics
Petroleum Hydrocarbons
BenzeneEthylbenzeneToluene
Aromatic C12-C16Aromatic C16-C21Aromatic C21-C35Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44
Aliphatic C35-C44Aliphatic C10-C44Aromatic C5-C7Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12
Aliphatic C6-C8Aliphatic C8-C10Aliphatic C10-C12Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35
Cyanide, TotalOrganic matterSulphate Aqueous Extract as SO4Sulphur as S, TotalSulphate as SO4, Total
Aliphatic C5-C6
LeadMercuryNickelSeleniumZinc
pH
ArsenicBoron, Water SolubleCadmiumChromiumChromium, HexavalentCopper
1754888 1754889WS14 BH3
0.50 0.50
SOIL SOIL28/10/2020 27/10/2020
n/s n/s
8.0 8.6< 0.2 0.4< 0.1 0.2
25 24< 1.0 < 1.0
32 2918 43
< 0.05 0.1137 27
< 0.5 < 0.5100 100
6.5 6.40.1 0.31.0 2.9
< 10 < 100.01 0.02
< 0.01 0.16
< 0.01 < 0.01< 0.01 < 0.01< 0.01 < 0.01
< 1.5 < 1.5< 1.2 < 1.2< 1.5 < 1.5< 3.4 < 3.4< 3.4 < 3.4< 10 < 10
< 0.01 < 0.01< 0.01 < 0.01< 0.01 < 0.01
< 0.9 < 0.9< 0.5 < 0.5< 0.6 < 0.6< 1.4 < 1.4< 1.4 < 1.4< 10 < 10< 10 < 10
< 0.01 < 0.01< 0.01 < 0.01< 0.01 < 0.01
Page 4 of 9Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical AnalysisSoil Samples
Our Ref 20-22186Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOLLab No
Sample IDDepth
Other IDSample Type
Sampling DateSampling Time
Test Method LOD Units
DETSC 3321# 0.01 mg/kgDETSC 3321 0.01 mg/kg
DETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 1.6 mg/kg
DETSC 2130# 0.3 mg/kg
Indeno(1,2,3-c,d)pyreneDibenzo(a,h)anthraceneBenzo(g,h,i)perylenePAH Total
Phenol - Monohydric
PAHs
Phenols
PyreneBenzo(a)anthraceneChryseneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyrene
AcenaphthyleneAcenaphtheneFluorenePhenanthreneAnthraceneFluoranthene
XyleneMTBE
Naphthalene
1754888 1754889WS14 BH3
0.50 0.50
SOIL SOIL28/10/2020 27/10/2020
n/s n/s
< 0.01 < 0.01< 0.01 < 0.01
< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 0.1 < 0.1< 1.6 < 1.6
< 0.3 < 0.3
Page 5 of 9Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical AnalysisLeachate Samples
Our Ref 20-22186Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOLLab No 1754890
Sample ID TP2
Depth 0.40Other ID
Sample Type LEACHATESampling Date 29/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 1009* Y
DETSC 2306 0.16 ug/l 0.55DETSC 2306* 12 ug/l < 12DETSC 2306 0.03 ug/l 0.26DETSC 2306 0.25 ug/l < 0.25DETSC 2203 7 ug/l < 7.0DETSC 2306 0.4 ug/l 0.8DETSC 2306 0.09 ug/l < 0.09DETSC 2306 0.01 ug/l < 0.01DETSC 2306 0.5 ug/l < 0.5DETSC 2306 1.3 ug/l 10
DETSC 2008 pH 7.0DETSC 2130 40 ug/l < 40DETSC 2055 0.1 mg/l 2.7
DETSC 3322 0.1 ug/l 62DETSC 3322 0.1 ug/l < 0.1DETSC 3322 0.1 ug/l < 0.1DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l 12DETSC 3072* 1 ug/l 12DETSC 3072* 1 ug/l < 1.0DETSC 3322 0.1 ug/l < 0.1DETSC 3322 0.1 ug/l < 0.1DETSC 3322 0.1 ug/l < 0.1DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0
Preparation
Metals
Inorganics
Petroleum Hydrocarbons
XyleneMTBE
Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44BenzeneTolueneEthylbenzene
Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12Aromatic C12-C16Aromatic C16-C21Aromatic C21-C35
Aliphatic C10-C44Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35Aliphatic C35-C44Aromatic C5-C7
Cyanide, TotalSulphate as SO4
Aliphatic C5-C6Aliphatic C6-C8Aliphatic C8-C10Aliphatic C10-C12
Copper, DissolvedLead, DissolvedMercury, DissolvedNickel, DissolvedZinc, Dissolved
pH
Leachate 2:1 250g Non-WAC
Arsenic, DissolvedBoron, DissolvedCadmium, DissolvedChromium, DissolvedChromium, Hexavalent
Page 6 of 9Key: * -not accredited. n/s -not supplied.
Summary of Chemical AnalysisLeachate Samples
Our Ref 20-22186Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOLLab No 1754890
Sample ID TP2
Depth 0.40Other ID
Sample Type LEACHATESampling Date 29/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 3304 0.05 ug/l < 0.05DETSC 3304 0.01 ug/l 0.02DETSC 3304 0.01 ug/l 0.12DETSC 3304 0.01 ug/l 0.14DETSC 3304 0.01 ug/l 0.97DETSC 3304 0.01 ug/l 0.96DETSC 3304 0.01 ug/l 1.5DETSC 3304 0.01 ug/l 1.1DETSC 3304 0.01 ug/l 0.58DETSC 3304 0.01 ug/l 0.55DETSC 3304 0.01 ug/l 0.65DETSC 3304 0.01 ug/l 0.30DETSC 3304 0.01 ug/l 0.52DETSC 3304 0.01 ug/l 0.35DETSC 3304 0.01 ug/l 0.06DETSC 3304 0.01 ug/l 0.30DETSC 3304 0.2 ug/l 8.1
DETSC 2130 100 ug/l < 100
PAH Total
Phenol - Monohydric
PAHs
Phenols
Benzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyreneIndeno(1,2,3-c,d)pyreneDibenzo(a,h)anthraceneBenzo(g,h,i)perylene
PhenanthreneAnthraceneFluoranthenePyreneBenzo(a)anthraceneChrysene
NaphthaleneAcenaphthyleneAcenaphtheneFluorene
Page 7 of 9Key: * -not accredited. n/s -not supplied.
Summary of Asbestos AnalysisSoil Samples
Our Ref 20-22186Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No Sample ID Material Type Result Comment* Analyst1754882 WS8 0.40 SOIL NAD none D Wilkinson
1754883 WS9 0.50 SOIL NAD none D Wilkinson
1754884 WS10 0.20 SOIL NAD none D Wilkinson
1754885 WS11 0.50 SOIL NAD none D Wilkinson
1754886 WS12 0.10 SOIL NAD none D Wilkinson
1754887 WS13 1.00 SOIL NAD none D Wilkinson
1754888 WS14 0.50 SOIL NAD none D Wilkinson
1754889 BH3 0.50 SOIL NAD none D Wilkinson
Crocidolite = Blue Asbestos, Amosite = Brown Asbestos, Chrysotile = White Asbestos. Anthophyllite, Actinolite and Tremolite are other forms of Asbestos. Samples are analysed by DETSC 1101 using polarised light microscopy in accordance with HSG248 and documented in-house methods. NAD = No Asbestos Detected. Where a sample is NAD, the result is based on analysis of at least 2 sub-samples and should be taken to mean 'no asbestos detected in sample'. Key: * -not included in laboratory scope of accreditation.
Page 8 of 9
Information in Support of the Analytical ResultsOur Ref 20-22186
Client Ref PN204159Contract CEDEWAIN SPECIALIST ALN SCHOOL
Containers Received & Deviating Samples
Lab No Sample ID
Date
Sampled Containers Received
Holding time
exceeded for
tests
Inappropriate
container for
tests1754882 WS8 0.40 SOIL 28/10/20 GJ 500ml, GJ 60ml1754883 WS9 0.50 SOIL 29/10/20 GJ 250ml x2, GJ 60ml1754884 WS10 0.20 SOIL 29/10/20 GJ 250ml x2, GJ 60ml1754885 WS11 0.50 SOIL 29/10/20 GJ 250ml x2, GJ 60ml1754886 WS12 0.10 SOIL 28/10/20 GJ 500ml, GJ 60ml1754887 WS13 1.00 SOIL 28/10/20 GJ 500ml x2, GJ 60ml1754888 WS14 0.50 SOIL 28/10/20 GJ 500ml x2, GJ 60ml1754889 BH3 0.50 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1754890 TP2 0.40 LEACHATE 29/10/20 GJ 250ml x2, GJ 60ml
Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
End of Report
Key: G-Glass J-Jar DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time, inappropriate containers etc are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Page 9 of 9
Certificate Number 09-Nov-20Client
Our Reference
Client Reference
Order No
Contract Title
Description
Date Received
Date Started
Date Completed
Test Procedures
Notes
Approved By
Adam Fenwick
Opinions and interpretations are outside the laboratory's scope of ISO 17025accreditation. This certificate is issued in accordance with the accreditationrequirements of the United Kingdom Accreditation Service. The results reported hereinrelate only to the material supplied to the laboratory. This certificate shall not bereproduced except in full, without the prior written approval of the laboratory.
Contracts Manager
CEDEWAIN SPECIALIST ALN SCHOOL
One Soil sample.
03-Nov-20
03-Nov-20
09-Nov-20
Identified by prefix DETSn (details on request).
Certificate of Analysis
20-22187Geotechnics LTDThe Geotechnical CentreUnit 1B Borders Ind. ParkRiver LaneSaltneyChesterCH4 8RJ
20-22187
PN204159
ON27312
Derwentside Environmental Testing Services LimitedUnit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY
Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 6 .
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22187
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1754891
Sample ID BH1
Depth 1.00Other ID
Sample Type SOILSampling Date 29/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 2301# 0.2 mg/kg 13DETSC 2311# 0.2 mg/kg 0.2DETSC 2301# 0.1 mg/kg 0.2DETSC 2301# 0.15 mg/kg 15DETSC 2204* 1 mg/kg < 1.0DETSC 2301# 0.2 mg/kg 29DETSC 2301# 0.3 mg/kg 18DETSC 2325# 0.05 mg/kg 0.10DETSC 2301# 1 mg/kg 13DETSC 2301# 0.5 mg/kg < 0.5DETSC 2301# 1 mg/kg 52
DETSC 2008# pH 6.0DETSC 2130# 0.1 mg/kg 0.4DETSC 2002# 0.1 % 2.4DETSC 2076# 10 mg/l < 10DETSC 2320 0.01 % 0.03DETSC 2321# 0.01 % 0.08
Metals
Inorganics
Cyanide, TotalOrganic matterSulphate Aqueous Extract as SO4Sulphur as S, TotalSulphate as SO4, Total
LeadMercuryNickelSeleniumZinc
pH
ArsenicBoron, Water SolubleCadmiumChromiumChromium, HexavalentCopper
Page 2 of 6Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22187
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1754891
Sample ID BH1
Depth 1.00Other ID
Sample Type SOILSampling Date 29/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3072# 1.5 mg/kg < 1.5DETSC 3072# 1.2 mg/kg < 1.2DETSC 3072# 1.5 mg/kg < 1.5DETSC 3072# 3.4 mg/kg < 3.4DETSC 3072* 3.4 mg/kg < 3.4DETSC 3072* 10 mg/kg < 10DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3072# 0.9 mg/kg < 0.9DETSC 3072# 0.5 mg/kg < 0.5DETSC 3072# 0.6 mg/kg < 0.6DETSC 3072# 1.4 mg/kg < 1.4DETSC 3072* 1.4 mg/kg < 1.4DETSC 3072* 10 mg/kg < 10DETSC 3072* 10 mg/kg < 10DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321 0.01 mg/kg < 0.01
Petroleum Hydrocarbons
BenzeneEthylbenzeneTolueneXyleneMTBE
Aromatic C12-C16Aromatic C16-C21Aromatic C21-C35Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44
Aliphatic C35-C44Aliphatic C10-C44Aromatic C5-C7Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12
Aliphatic C6-C8Aliphatic C8-C10Aliphatic C10-C12Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35
Aliphatic C5-C6
Page 3 of 6Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22187
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1754891
Sample ID BH1
Depth 1.00Other ID
Sample Type SOILSampling Date 29/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 1.6 mg/kg < 1.6
DETSC 2130# 0.3 mg/kg < 0.3
Indeno(1,2,3-c,d)pyreneDibenzo(a,h)anthraceneBenzo(g,h,i)perylenePAH Total
Phenol - Monohydric
PAHs
Phenols
PyreneBenzo(a)anthraceneChryseneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyrene
AcenaphthyleneAcenaphtheneFluorenePhenanthreneAnthraceneFluoranthene
Naphthalene
Page 4 of 6Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Asbestos Analysis
Soil SamplesOur Ref 20-22187
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No Sample ID Material Type Result Comment* Analyst1754891 BH1 1.00 SOIL NAD none Michael Kay
Crocidolite = Blue Asbestos, Amosite = Brown Asbestos, Chrysotile = White Asbestos. Anthophyllite, Actinolite and Tremolite are other forms of Asbestos. Samples are analysed by DETSC 1101 using polarised light microscopy in accordance with HSG248 and documented in-house methods. NAD = No Asbestos Detected. Where a sample is NAD, the result is based on analysis of at least 2 sub-samples and should be taken to mean 'no asbestos detected in sample'. Key: * -not included in laboratory scope of accreditation.
Page 5 of 6
Information in Support of the Analytical ResultsOur Ref 20-22187
Client Ref PN204159Contract CEDEWAIN SPECIALIST ALN SCHOOL
Containers Received & Deviating Samples
Lab No Sample ID
Date
Sampled Containers Received
Holding time
exceeded for
tests
Inappropriate
container for
tests1754891 BH1 1.00 SOIL 29/10/20 GJ 250ml x2, GJ 60ml
Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
End of Report
Key: G-Glass J-Jar DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time, inappropriate containers etc are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Page 6 of 6
Certificate Number 10-Nov-20Client
Our Reference
Client Reference
Order No
Contract Title
Description
Date Received
Date Started
Date Completed
Test Procedures
Notes
Approved By
Adam Fenwick
Opinions and interpretations are outside the laboratory's scope of ISO 17025accreditation. This certificate is issued in accordance with the accreditationrequirements of the United Kingdom Accreditation Service. The results reported hereinrelate only to the material supplied to the laboratory. This certificate shall not bereproduced except in full, without the prior written approval of the laboratory.
Contracts Manager
CEDEWAIN SPECIALIST ALN SCHOOL
6 Soil samples.
03-Nov-20
03-Nov-20
10-Nov-20
Identified by prefix DETSn (details on request).
Certificate of Analysis
20-22188Geotechnics LTDThe Geotechnical CentreUnit 1B Borders Ind. ParkRiver LaneSaltneyChesterCH4 8RJ
20-22188
PN204159
ON27312
Derwentside Environmental Testing Services LimitedUnit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY
Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 3 .
Summary of Chemical AnalysisSoil Samples
Our Ref 20-22188Client Ref PN204159
Contract Title CEDEWAIN SPECIALIST ALN SCHOOLLab No 1754892 1754893 1754894 1754895 1754896 1754897
Sample ID BH1 BH3 BH4 BH4 BH5 WS10Depth 1.60 1.60 0.20 1.00 1.00 0.40
Other IDSample Type SOIL SOIL SOIL SOIL SOIL SOIL
Sampling Date 29/10/2020 27/10/2020 26/10/2020 26/10/2020 27/10/2020 29/10/2020Sampling Time n/s n/s n/s n/s n/s n/s
Test Method LOD Units
DETSC 2008# pH 6.2 6.3 5.6 5.6 6.1 8.3DETSC 2076# 10 mg/l < 10 < 10 < 10 10 < 10 15DETSC 2320 0.01 % 0.02 0.02 0.02 0.02 0.02 0.02DETSC 2321# 0.01 % 0.04 0.05 0.05 0.05 0.05 0.03
pHSulphate Aqueous Extract as SO4Sulphur as S, TotalSulphate as SO4, Total
Inorganics
Page 2 of 3Key: # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Information in Support of the Analytical ResultsOur Ref 20-22188
Client Ref PN204159Contract CEDEWAIN SPECIALIST ALN SCHOOL
Containers Received & Deviating Samples
Lab No Sample ID
Date
Sampled Containers Received Holding time exceeded for tests
Inappropriate
container for
tests1754892 BH1 1.60 SOIL 29/10/20 GJ 250ml, GJ 60ml1754893 BH3 1.60 SOIL 27/10/20 GJ 250ml, GJ 60ml1754894 BH4 0.20 SOIL 26/10/20 GJ 250ml x2, GJ 60ml Total Sulphur ICP (7 days), pH + Conductivity (7 days)
1754895 BH4 1.00 SOIL 26/10/20 GJ 250ml x2, GJ 60ml Total Sulphur ICP (7 days), pH + Conductivity (7 days)
1754896 BH5 1.00 SOIL 27/10/20 GJ 250ml x2, GJ 60ml1754897 WS10 0.40 SOIL 29/10/20 GJ 250ml x2, GJ 60ml
Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
End of Report
Key: G-Glass J-Jar DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time, inappropriate containers etc are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Page 3 of 3
Certificate Number 11-Nov-20Client
Our Reference
Client Reference
Order No
Contract Title
Description
Date Received
Date Started
Date Completed
Test Procedures
Notes
Approved By
Adam Fenwick
Opinions and interpretations are outside the laboratory's scope of ISO 17025accreditation. This certificate is issued in accordance with the accreditationrequirements of the United Kingdom Accreditation Service. The results reported hereinrelate only to the material supplied to the laboratory. This certificate shall not bereproduced except in full, without the prior written approval of the laboratory.
Contracts Manager
CEDEWAIN SPECIALIST ALN SCHOOL
1 Soil sample, 1 Leachate sample.
04-Nov-20
04-Nov-20
11-Nov-20
Identified by prefix DETSn (details on request).
Certificate of Analysis
20-22288Geotechnics LTDThe Geotechnical CentreUnit 1B Borders Ind. ParkRiver LaneSaltneyChesterCH4 8RJ
20-22288
PN204159
ON27312
Derwentside Environmental Testing Services LimitedUnit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY
Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 9 .
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22288
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1755616
Sample ID WS14
Depth 1.00Other ID
Sample Type SOILSampling Date 28/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 2301# 0.2 mg/kg 9.8DETSC 2311# 0.2 mg/kg 0.2DETSC 2301# 0.1 mg/kg 0.2DETSC 2301# 0.15 mg/kg 29DETSC 2204* 1 mg/kg < 1.0DETSC 2301# 0.2 mg/kg 33DETSC 2301# 0.3 mg/kg 22DETSC 2325# 0.05 mg/kg < 0.05DETSC 2301# 1 mg/kg 39DETSC 2301# 0.5 mg/kg < 0.5DETSC 2301# 1 mg/kg 97
DETSC 2008# pH 6.6DETSC 2130# 0.1 mg/kg 0.2DETSC 2002# 0.1 % 0.9DETSC 2076# 10 mg/l 16
Metals
Inorganics
Cyanide, TotalOrganic matterSulphate Aqueous Extract as SO4
LeadMercuryNickelSeleniumZinc
pH
ArsenicBoron, Water SolubleCadmiumChromiumChromium, HexavalentCopper
Page 2 of 9Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22288
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1755616
Sample ID WS14
Depth 1.00Other ID
Sample Type SOILSampling Date 28/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3072# 1.5 mg/kg < 1.5DETSC 3072# 1.2 mg/kg < 1.2DETSC 3072# 1.5 mg/kg < 1.5DETSC 3072# 3.4 mg/kg < 3.4DETSC 3072* 3.4 mg/kg < 3.4DETSC 3072* 10 mg/kg < 10DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3321* 0.01 mg/kg < 0.01DETSC 3072# 0.9 mg/kg < 0.9DETSC 3072# 0.5 mg/kg < 0.5DETSC 3072# 0.6 mg/kg < 0.6DETSC 3072# 1.4 mg/kg < 1.4DETSC 3072* 1.4 mg/kg < 1.4DETSC 3072* 10 mg/kg < 10DETSC 3072* 10 mg/kg < 10DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321# 0.01 mg/kg < 0.01DETSC 3321 0.01 mg/kg < 0.01
Petroleum Hydrocarbons
TolueneXyleneMTBE
Aromatic C21-C35Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44BenzeneEthylbenzene
Aromatic C5-C7Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12Aromatic C12-C16Aromatic C16-C21
Aliphatic C10-C12Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35Aliphatic C35-C44Aliphatic C10-C44
Aliphatic C5-C6Aliphatic C6-C8Aliphatic C8-C10
Page 3 of 9Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Soil SamplesOur Ref 20-22288
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1755616
Sample ID WS14
Depth 1.00Other ID
Sample Type SOILSampling Date 28/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 0.1 mg/kg < 0.1DETSC 3301 1.6 mg/kg < 1.6
DETSC 2130# 0.3 mg/kg < 0.3
Benzo(g,h,i)perylenePAH Total
Phenol - Monohydric
PAHs
Phenols
ChryseneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyreneIndeno(1,2,3-c,d)pyreneDibenzo(a,h)anthracene
FluorenePhenanthreneAnthraceneFluoranthenePyreneBenzo(a)anthracene
NaphthaleneAcenaphthyleneAcenaphthene
Page 4 of 9Key: * -not accredited. # -MCERTS (accreditation only applies if report carries the MCERTS logo). n/s -not supplied.
Summary of Chemical Analysis
Leachate SamplesOur Ref 20-22288
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1755617
Sample ID WS3
Depth 0.50Other ID
Sample Type LEACHATESampling Date 26/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 1009* Y
DETSC 2306 0.16 ug/l 0.45DETSC 2306* 12 ug/l < 12DETSC 2306 0.03 ug/l < 0.03DETSC 2306 0.25 ug/l 0.27DETSC 2203 7 ug/l < 7.0DETSC 2306 0.4 ug/l 4.0DETSC 2306 0.09 ug/l 0.74DETSC 2306 0.01 ug/l < 0.01DETSC 2306 0.5 ug/l 1.3DETSC 2306 1.3 ug/l 6.2
DETSC 2008 pH 6.0DETSC 2130 40 ug/l < 40DETSC 2055 0.1 mg/l 2.5
Preparation
Metals
Inorganics
Cyanide, TotalSulphate as SO4
Copper, DissolvedLead, DissolvedMercury, DissolvedNickel, DissolvedZinc, Dissolved
pH
Leachate 2:1 250g Non-WAC
Arsenic, DissolvedBoron, DissolvedCadmium, DissolvedChromium, DissolvedChromium, Hexavalent
Page 5 of 9Key: * -not accredited. n/s -not supplied.
Summary of Chemical Analysis
Leachate SamplesOur Ref 20-22288
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1755617
Sample ID WS3
Depth 0.50Other ID
Sample Type LEACHATESampling Date 26/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 3322 0.1 ug/l < 0.1DETSC 3322 0.1 ug/l < 0.1DETSC 3322 0.1 ug/l < 0.1DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3322 0.1 ug/l < 0.1DETSC 3322 0.1 ug/l < 0.1DETSC 3322 0.1 ug/l < 0.1DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3072* 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0DETSC 3322 1 ug/l < 1.0
Petroleum Hydrocarbons
XyleneMTBE
Aromatic C35-C44Aromatic C10-C44Ali/Aro C10-C44BenzeneTolueneEthylbenzene
Aromatic C7-C8Aromatic C8-C10Aromatic C10-C12Aromatic C12-C16Aromatic C16-C21Aromatic C21-C35
Aliphatic C10-C44Aliphatic C12-C16Aliphatic C16-C21Aliphatic C21-C35Aliphatic C35-C44Aromatic C5-C7
Aliphatic C5-C6Aliphatic C6-C8Aliphatic C8-C10Aliphatic C10-C12
Page 6 of 9Key: * -not accredited. n/s -not supplied.
Summary of Chemical Analysis
Leachate SamplesOur Ref 20-22288
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No 1755617
Sample ID WS3
Depth 0.50Other ID
Sample Type LEACHATESampling Date 26/10/2020Sampling Time n/s
Test Method LOD Units
DETSC 3304 0.05 ug/l 0.08DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.01 ug/l < 0.01DETSC 3304 0.2 ug/l < 0.20
DETSC 2130 100 ug/l < 100
PAH Total
Phenol - Monohydric
PAHs
Phenols
Benzo(b)fluorantheneBenzo(k)fluorantheneBenzo(a)pyreneIndeno(1,2,3-c,d)pyreneDibenzo(a,h)anthraceneBenzo(g,h,i)perylene
PhenanthreneAnthraceneFluoranthenePyreneBenzo(a)anthraceneChrysene
NaphthaleneAcenaphthyleneAcenaphtheneFluorene
Page 7 of 9Key: * -not accredited. n/s -not supplied.
Summary of Asbestos Analysis
Soil SamplesOur Ref 20-22288
Client Ref PN204159Contract Title CEDEWAIN SPECIALIST ALN SCHOOL
Lab No Sample ID Material Type Result Comment* Analyst1755616 WS14 1.00 SOIL NAD none Keith Wilson
Crocidolite = Blue Asbestos, Amosite = Brown Asbestos, Chrysotile = White Asbestos. Anthophyllite, Actinolite and Tremolite are other forms of Asbestos. Samples are analysed by DETSC 1101 using polarised light microscopy in accordance with HSG248 and documented in-house methods. NAD = No Asbestos Detected. Where a sample is NAD, the result is based on analysis of at least 2 sub-samples and should be taken to mean 'no asbestos detected in sample'. Key: * -not included in laboratory scope of accreditation.
Page 8 of 9
Information in Support of the Analytical ResultsOur Ref 20-22288
Client Ref PN204159Contract CEDEWAIN SPECIALIST ALN SCHOOL
Containers Received & Deviating Samples
Lab No Sample ID
Date
Sampled Containers Received
Holding time
exceeded for
tests
Inappropriate
container for
tests1755616 WS14 1.00 SOIL 28/10/20 GJ 500ml x2, GJ 60ml1755617 WS3 0.50 LEACHATE 26/10/20 GJ 250ml x2, GJ 60ml
Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
End of Report
Key: G-Glass J-Jar DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time, inappropriate containers etc are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Page 9 of 9
11
APPENDIX 11
Laboratory Test Results - Chemical/Contamination(Groundwater)
Element Materials Technology P: +44 (0) 1244 833780
Unit 3 Deeside Point F: +44 (0) 1244 833781
Zone 3
Deeside Industrial Park W: www.element.com
Deeside
CH5 2UA
Geotechnics
Attention :
Date :
Your reference :
Our reference :
Location :
Date samples received :
Status :
Issue :
Senior Project Manager
1
One sample were received for analysis on 3rd December, 2020 of which one were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.
Authorised By:
Paul Boden BSc
Please include all sections of this report if it is reproduced
Unit 1B Borders Industrial Park River Lane Chester Cheshire CH4 8RJ
Aaron Field
10th December, 2020
PN204159
Test Report 20/17049 Batch 1
Cedewain Specialist ALN School
3rd December, 2020
Final report
Element Materials Technology Environmental UK LimitedRegistered in England and WalesRegistered Office: 10 Lower Grosvenor Place, London, SW1W 0ENCompany Registration No: 11371415 1 of 8
Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle EMT Job No: 20/17049 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03
EMT Sample No. 1-3
Sample ID WS9
Depth
COC No / misc
Containers V P G
Sample Date 03/12/2020
Sample Type Ground Water
Batch Number 1
Date of Receipt 03/12/2020
Dissolved Arsenic # 3.3 <2.5 ug/l TM30/PM14
Dissolved Boron 13 <12 ug/l TM30/PM14
Dissolved Cadmium # <0.5 <0.5 ug/l TM30/PM14
Total Dissolved Chromium # 14.6 <1.5 ug/l TM30/PM14
Dissolved Copper # <7 <7 ug/l TM30/PM14
Dissolved Lead # <5 <5 ug/l TM30/PM14
Dissolved Mercury # <1 <1 ug/l TM30/PM14
Dissolved Nickel # <2 <2 ug/l TM30/PM14
Dissolved Zinc # <3 <3 ug/l TM30/PM14
PAH MS
Naphthalene # <0.1 <0.1 ug/l TM4/PM30
Acenaphthylene # <0.013 <0.013 ug/l TM4/PM30
Acenaphthene # <0.013 <0.013 ug/l TM4/PM30
Fluorene # <0.014 <0.014 ug/l TM4/PM30
Phenanthrene # 0.044 <0.011 ug/l TM4/PM30
Anthracene # <0.013 <0.013 ug/l TM4/PM30
Fluoranthene # 0.027 <0.012 ug/l TM4/PM30
Pyrene # 0.034 <0.013 ug/l TM4/PM30
Benzo(a)anthracene # <0.015 <0.015 ug/l TM4/PM30
Chrysene # 0.016 <0.011 ug/l TM4/PM30
Benzo(bk)fluoranthene # <0.018 <0.018 ug/l TM4/PM30
Benzo(a)pyrene # <0.016 <0.016 ug/l TM4/PM30
Indeno(123cd)pyrene # <0.011 <0.011 ug/l TM4/PM30
Dibenzo(ah)anthracene # <0.01 <0.01 ug/l TM4/PM30
Benzo(ghi)perylene # <0.011 <0.011 ug/l TM4/PM30
PAH 16 Total # <0.195 <0.195 ug/l TM4/PM30
Benzo(b)fluoranthene <0.01 <0.01 ug/l TM4/PM30
Benzo(k)fluoranthene <0.01 <0.01 ug/l TM4/PM30
PAH Surrogate % Recovery 71 <0 % TM4/PM30
MTBE # <5 <5 ug/l TM36/PM12
Benzene # <5 <5 ug/l TM36/PM12
Toluene # <5 <5 ug/l TM36/PM12
Ethylbenzene # <5 <5 ug/l TM36/PM12
m/p-Xylene # <5 <5 ug/l TM36/PM12
o-Xylene # <5 <5 ug/l TM36/PM12
Cedewain Specialist ALN SchoolAaron Field
Please see attached notes for all abbreviations and acronyms
LOD/LOR Units MethodNo.
Element Materials TechnologyGeotechnicsPN204159
QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 8
Client Name: Report : LiquidReference:Location:Contact: Liquids/products: V=40ml vial, G=glass bottle, P=plastic bottle EMT Job No: 20/17049 H=H2SO4, Z=ZnAc, N=NaOH, HN=HN03
EMT Sample No. 1-3
Sample ID WS9
Depth
COC No / misc
Containers V P G
Sample Date 03/12/2020
Sample Type Ground Water
Batch Number 1
Date of Receipt 03/12/2020
TPH CWG
Aliphatics
>C5-C6 # <10 <10 ug/l TM36/PM12
>C6-C8 # <10 <10 ug/l TM36/PM12
>C8-C10 # <10 <10 ug/l TM36/PM12
>C10-C12 # <5 <5 ug/l TM5/PM16/PM30
>C12-C16 # <10 <10 ug/l TM5/PM16/PM30
>C16-C21 # 180 <10 ug/l TM5/PM16/PM30
>C21-C35 # 120 <10 ug/l TM5/PM16/PM30
>C35-C44 <10 <10 ug/l TM5/PM16/PM30
Total aliphatics C5-44 300 <10 ug/l TM5/TM36/PM12/PM16/PM30
Aromatics
>C5-EC7 # <10 <10 ug/l TM36/PM12
>EC7-EC8 # <10 <10 ug/l TM36/PM12
>EC8-EC10 # <10 <10 ug/l TM36/PM12
>EC10-EC12 # <5 <5 ug/l TM5/PM16/PM30
>EC12-EC16 # <10 <10 ug/l TM5/PM16/PM30
>EC16-EC21 # <10 <10 ug/l TM5/PM16/PM30
>EC21-EC35 # <10 <10 ug/l TM5/PM16/PM30
>EC35-EC44 <10 <10 ug/l TM5/PM16/PM30
Total aromatics C5-44 <10 <10 ug/l TM5/TM36/PM12/PM16/PM30
Total aliphatics and aromatics(C5-44) 300 <10 ug/l TM5/TM36/PM12/PM16/PM30
Phenol # <0.01 <0.01 mg/l TM26/PM0
Sulphate as SO4 # 2.9 <0.5 mg/l TM38/PM0
Total Cyanide # <0.01 <0.01 mg/l TM89/PM0
Hexavalent Chromium <0.006 <0.006 mg/l TM38/PM0
pH # 7.80 <0.01 pH units TM73/PM0
LOD/LOR Units MethodNo.
Element Materials TechnologyGeotechnicsPN204159Cedewain Specialist ALN SchoolAaron Field
Please see attached notes for all abbreviations and acronyms
QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 8
Notification of Deviating Samples
EMTJob No.
Batch DepthEMT
Sample No.
Analysis Reason
Please note that only samples that are deviating are mentioned in this report. If no samples are listed it is because none were deviating.Only analyses which are accredited are recorded as deviating if set criteria are not met.
Element Materials Technology
PN204159Cedewain Specialist ALN SchoolAaron FieldContact:
Sample ID
Client Name: GeotechnicsReference:Location:
No deviating sample report results for job 20/17049
QF-PM 3.1.11 v3 Please include all sections of this report if it is reproduced 4 of 8
EMT Job No.:
SOILS
DEVIATING SAMPLES
SURROGATES
DILUTIONS
BLANKS
NOTE
NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS20/17049
Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.
Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.
All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.
If you have not already done so, please send us a purchase order if this is required by your company.
Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.
All analysis is reported on a dry weight basis unless stated otherwise. Limits of detection for analyses carried out on as received samples are notmoisture content corrected. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unless otherwise stated. Moisture content forCEN Leachate tests are dried at 105°C ±5°C.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.
% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.
Sufficient amount of sample must be received to carry out the testing specified. Where an insufficient amount of sample has been received the testing may not meet the requirements of our accredited methods, as such accreditation may be removed.
Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.
The calculation of Pyrite content assumes that all oxidisable sulphides present in the sample are pyrite. This may not be the case. The calculation may be an overesitimate when other sulphides such as Barite (Barium Sulphate) are present.
WATERS
Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .ISO17025 accreditation applies to surface water and groundwater and usually one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
All samples should be submitted to the laboratory in suitable containers with sufficient ice packs to sustain an appropriate temperature for therequested analysis. The temperature of sample receipt is recorded on the confirmation schedules in order that the client can make an informeddecision as to whether testing should still be undertaken.
Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.
A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.
Where analytes have been found in the blank, the sample will be treated in accordance with our laboratory procedure for dealing with contaminatedblanks.
Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.
QF-PM 3.1.9 v34Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 8
EMT Job No.:
Measurement Uncertainty
#
SA
B
DR
M
NA
NAD
ND
NDP
SS
SV
W
+
>>
*
AD
CO
LOD/LOR
ME
NFD
BS
LB
N
TB
OC
20/17049
REPORTS FROM THE SOUTH AFRICA LABORATORY
Any method number not prefixed with SA has been undertaken in our UK laboratory unless reported as subcontracted.
Measurement uncertainty defines the range of values that could reasonably be attributed to the measured quantity. This range of values has not been included within the reported results. Uncertainty expressed as a percentage can be provided upon request.
ABBREVIATIONS and ACRONYMS USED
ISO17025 (UKAS Ref No. 4225) accredited - UK.
ISO17025 (SANAS Ref No.T0729) accredited - South Africa
Indicates analyte found in associated method blank.
Dilution required.
MCERTS accredited.
Not applicable
No Asbestos Detected.
None Detected (usually refers to VOC and/SVOC TICs).
No Determination Possible
Calibrated against a single substance
Surrogate recovery outside performance criteria. This may be due to a matrix effect.
Results expressed on as received basis.
AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.
Results above calibration range, the result should be considered the minimum value. The actual result could be significantly higher, this result is not accredited.
Analysis subcontracted to an Element Materials Technology approved laboratory.
Samples are dried at 35°C ±5°C
Suspected carry over
Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS
Outside Calibration Range
Matrix Effect
No Fibres Detected
AQC Sample
Blank Sample
Client Sample
Trip Blank Sample
QF-PM 3.1.9 v34Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 6 of 8
EMT Job No: 20/17049
Test Method No. DescriptionPrep Method
No. (if appropriate)
Description
ISO17025
(UKAS/SANAS)
MCERTS (UK soils
only)
Analysis done on As Received (AR) or Dried
(AD)
Reported on dry weight
basis
TM4 Modified USEPA 8270D v5:2014 method for the solvent extraction and determination of PAHs by GC-MS. PM30 Water samples are extracted with solvent using a magnetic stirrer to create a vortex.
TM4 Modified USEPA 8270D v5:2014 method for the solvent extraction and determination of PAHs by GC-MS. PM30 Water samples are extracted with solvent using a magnetic stirrer to create a vortex. Yes
TM5Modified 8015B v2:1996 method for the determination of solvent Extractable Petroleum Hydrocarbons (EPH) within the range C8-C40 by GCFID. For waters the solvent extracts dissolved phase plus a sheen if present.
PM16/PM30 Fractionation into aliphatic and aromatic fractions using a Rapid Trace SPE/Water samples are extracted with solvent using a magnetic stirrer to create a vortex.
TM5Modified 8015B v2:1996 method for the determination of solvent Extractable Petroleum Hydrocarbons (EPH) within the range C8-C40 by GCFID. For waters the solvent extracts dissolved phase plus a sheen if present.
PM16/PM30 Fractionation into aliphatic and aromatic fractions using a Rapid Trace SPE/Water samples are extracted with solvent using a magnetic stirrer to create a vortex. Yes
TM5/TM36 please refer to TM5 and TM36 for method details PM12/PM16/PM30 please refer to PM16/PM30 and PM12 for method details
TM26 Determination of phenols by Reversed Phased High Performance Liquid Chromatography and Electro-Chemical Detection. PM0 No preparation is required. Yes
TM30
Determination of Trace Metals by ICP-OES (Inductively Coupled Plasma – Optical Emission Spectrometry): WATERS by Modified USEPA Method 200.7, Rev. 4.4, 1994; Modified EPA Method 6010B, Rev.2, Dec 1996; Modified BS EN ISO 11885:2009: SOILS by Modified USEP
PM14 Preparation of waters and leachates for metals by ICP OES/ICP MS. Samples are filtered for Dissolved metals, and remain unfiltered for Total metals then acidified
TM30
Determination of Trace Metals by ICP-OES (Inductively Coupled Plasma – Optical Emission Spectrometry): WATERS by Modified USEPA Method 200.7, Rev. 4.4, 1994; Modified EPA Method 6010B, Rev.2, Dec 1996; Modified BS EN ISO 11885:2009: SOILS by Modified USEP
PM14 Preparation of waters and leachates for metals by ICP OES/ICP MS. Samples are filtered for Dissolved metals, and remain unfiltered for Total metals then acidified Yes
TM36
Modified US EPA method 8015B v2:1996. Determination of Gasoline Range Organics (GRO) in the carbon chain range of C4-12 by headspace GC-FID. MTBE by GCFID co-elutes with 3-methylpentane if present and therefore can give a false positive. Positive MTBE results will be re-run using GC-MS to double check, when requested.
PM12 Modified US EPA method 5021A v2:2014. Preparation of solid and liquid samples for GC headspace analysis. Yes
TM38
Soluble Ion analysis using Discrete Analyser. Modified US EPA methods: Chloride 325.2 (1978), Sulphate 375.4 (Rev.2 1993), o-Phosphate 365.2 (Rev.2 1993), TON 353.1 (Rev.2 1993), Nitrite 354.1 (1971), Hex Cr 7196A (1992), NH4+ 350.1 (Rev.2 1993 (comparabl
PM0 No preparation is required.
Element Materials Technology Method Code Appendix
QF-PM 3.1.10 v14 Please include all sections of this report if it is reproduced 7 of 8
EMT Job No: 20/17049
Test Method No. DescriptionPrep Method
No. (if appropriate)
Description
ISO17025
(UKAS/SANAS)
MCERTS (UK soils
only)
Analysis done on As Received (AR) or Dried
(AD)
Reported on dry weight
basis
TM38
Soluble Ion analysis using Discrete Analyser. Modified US EPA methods: Chloride 325.2 (1978), Sulphate 375.4 (Rev.2 1993), o-Phosphate 365.2 (Rev.2 1993), TON 353.1 (Rev.2 1993), Nitrite 354.1 (1971), Hex Cr 7196A (1992), NH4+ 350.1 (Rev.2 1993 (comparabl
PM0 No preparation is required. Yes
TM73 Modified US EPA methods 150.1 (1982) and 9045D Rev. 4 - 2004) and BS1377-3:1990. Determination of pH by Metrohm automated probe analyser. PM0 No preparation is required. Yes
TM89Modified USEPA method OIA-1667 (1999). Determination of cyanide by Flow Injection Analyser. Where WAD cyanides are required a Ligand displacement step is carried out before analysis.
PM0 No preparation is required. Yes
Element Materials Technology Method Code Appendix
QF-PM 3.1.10 v14 Please include all sections of this report if it is reproduced 8 of 8
12
APPENDIX 12
Laboratory Test Results - Gas Sampling
Element Materials Technology P: +44 (0) 1244 833780
Unit 3 Deeside Point F: +44 (0) 1244 833781
Zone 3
Deeside Industrial Park W: www.element.com
Deeside
CH5 2UA
Geotechnics
Attention :
Date :
Your reference :
Our reference :
Location :
Date samples received :
Status :
Issue :
Senior Project Manager
1
Two samples were received for analysis on 3rd December, 2020 of which two were scheduled for analysis. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.
Authorised By:
Paul Boden BSc
Please include all sections of this report if it is reproduced
Unit 1B Borders Industrial Park River Lane Chester Cheshire CH4 8RJ
Aaron Field
10th December, 2020
PN204159
Test Report 20/17049 Batch 2
Cedewain Specialist ALN School
3rd December, 2020
Final report
Element Materials Technology Environmental UK LimitedRegistered in England and WalesRegistered Office: 10 Lower Grosvenor Place, London, SW1W 0ENCompany Registration No: 11371415 1 of 6
Client Name: Report : GasReference:Location:Contact:EMT Job No: 20/17049
EMT Sample No. 4 5
Sample ID BHS WS7
Depth
COC No / misc
Containers TB TB
Sample Date 03/12/2020 03/12/2020
Sample Type Gas Gas
Batch Number 2 2
Date of Receipt 03/12/2020 03/12/2020
Carbon Dioxide 1.55 2.11 <0.05 % TM69/PM0
Carbon Monoxide <0.05 <0.05 <0.05 % TM69/PM0
Hydrogen <0.5 <0.5 <0.5 % TM69/PM0
Methane <0.05 <0.05 <0.05 % TM69/PM0
Methane <5 <5 <5 ppmV TM69/PM0
Nitrogen 79.7 89.7 <0.5 % TM69/PM0
Oxygen 18.8 8.1 <0.5 % TM69/PM0
Methane <5 <5 <5 ppmV TM45/PM0
Ethane <5 <5 <5 ppmV TM45/PM0
Propane <5 <5 <5 ppmV TM45/PM0
Butane <5 <5 <5 ppmV TM45/PM0
Pentane <5 <5 <5 ppmV TM45/PM0
Hexane <5 <5 <5 ppmV TM45/PM0
Heptane <5 <5 <5 ppmV TM45/PM0
Ethene <5 <5 <5 ppmV TM45/PM0
Total of 8 named gases <5 <5 <5 ppmV TM45/PM0
Number of other gases 0 0 None TM45/PM0
Total of other gases <5 <5 <5 ppmV TM45/PM0
Grand Total C1-C7 Gases <5 <5 <5 ppmV TM45/PM0
Hydrogen Sulphide <1 <1 <1 ppm TM119/PM0
Cedewain Specialist ALN SchoolAaron Field
Please see attached notes for all abbreviations and acronyms
LOD/LOR Units MethodNo.
Element Materials TechnologyGeotechnicsPN204159
QF-PM 3.1.2 v11Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 6
Notification of Deviating Samples
EMTJob No.
Batch DepthEMT
Sample No.
Analysis Reason
Please note that only samples that are deviating are mentioned in this report. If no samples are listed it is because none were deviating.Only analyses which are accredited are recorded as deviating if set criteria are not met.
Element Materials Technology
PN204159Cedewain Specialist ALN SchoolAaron FieldContact:
Sample ID
Client Name: GeotechnicsReference:Location:
No deviating sample report results for job 20/17049
QF-PM 3.1.11 v3 Please include all sections of this report if it is reproduced 3 of 6
EMT Job No.:
SOILS
DEVIATING SAMPLES
SURROGATES
DILUTIONS
BLANKS
NOTE
NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS20/17049
Please note we are only MCERTS accredited (UK soils only) for sand, loam and clay and any other matrix is outside our scope of accreditation.
Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside ourMCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinationsof them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTSaccredited.It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally beincluded unless we are requested to remove them.
All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary.
If you have not already done so, please send us a purchase order if this is required by your company.
Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.
All analysis is reported on a dry weight basis unless stated otherwise. Limits of detection for analyses carried out on as received samples are notmoisture content corrected. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unless otherwise stated. Moisture content forCEN Leachate tests are dried at 105°C ±5°C.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.
% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings listed in order of ease of fibre release.
Sufficient amount of sample must be received to carry out the testing specified. Where an insufficient amount of sample has been received the testing may not meet the requirements of our accredited methods, as such accreditation may be removed.
Negative Neutralization Potential (NP) values are obtained when the volume of NaOH (0.1N) titrated (pH 8.3) is greater than the volume of HCl (1N) to reduce the pH of the sample to 2.0 - 2.5. Any negative NP values are corrected to 0.
The calculation of Pyrite content assumes that all oxidisable sulphides present in the sample are pyrite. This may not be the case. The calculation may be an overesitimate when other sulphides such as Barite (Barium Sulphate) are present.
WATERS
Please note we are not a UK Drinking Water Inspectorate (DWI) Approved Laboratory .ISO17025 accreditation applies to surface water and groundwater and usually one other matrix which is analysis specific, any other liquids areoutside our scope of accreditation.As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
All samples should be submitted to the laboratory in suitable containers with sufficient ice packs to sustain an appropriate temperature for therequested analysis. The temperature of sample receipt is recorded on the confirmation schedules in order that the client can make an informeddecision as to whether testing should still be undertaken.
Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptablelimits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria butthe associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.
A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.
Where analytes have been found in the blank, the sample will be treated in accordance with our laboratory procedure for dealing with contaminatedblanks.
Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited whenall the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not beenmet, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongsidethe other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be consideredindicative only, but this does not mean the data is not valid. Where possible, and if requested, samples will be re-extracted and a revised report issued with accredited results. Please do not hesitate to contactthe laboratory if further details are required of the circumstances which have led to the removal of accreditation.
QF-PM 3.1.9 v34Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 6
EMT Job No.:
Measurement Uncertainty
#
SA
B
DR
M
NA
NAD
ND
NDP
SS
SV
W
+
>>
*
AD
CO
LOD/LOR
ME
NFD
BS
LB
N
TB
OC
20/17049
REPORTS FROM THE SOUTH AFRICA LABORATORY
Any method number not prefixed with SA has been undertaken in our UK laboratory unless reported as subcontracted.
Measurement uncertainty defines the range of values that could reasonably be attributed to the measured quantity. This range of values has not been included within the reported results. Uncertainty expressed as a percentage can be provided upon request.
ABBREVIATIONS and ACRONYMS USED
ISO17025 (UKAS Ref No. 4225) accredited - UK.
ISO17025 (SANAS Ref No.T0729) accredited - South Africa
Indicates analyte found in associated method blank.
Dilution required.
MCERTS accredited.
Not applicable
No Asbestos Detected.
None Detected (usually refers to VOC and/SVOC TICs).
No Determination Possible
Calibrated against a single substance
Surrogate recovery outside performance criteria. This may be due to a matrix effect.
Results expressed on as received basis.
AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.
Results above calibration range, the result should be considered the minimum value. The actual result could be significantly higher, this result is not accredited.
Analysis subcontracted to an Element Materials Technology approved laboratory.
Samples are dried at 35°C ±5°C
Suspected carry over
Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS
Outside Calibration Range
Matrix Effect
No Fibres Detected
AQC Sample
Blank Sample
Client Sample
Trip Blank Sample
QF-PM 3.1.9 v34Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 6
EMT Job No: 20/17049
Test Method No. DescriptionPrep Method
No. (if appropriate)
Description
ISO17025
(UKAS/SANAS)
MCERTS (UK soils
only)
Analysis done on As Received (AR) or Dried
(AD)
Reported on dry weight
basis
TM45 Methane - Heptane by Gas Chromatography with Flame Ionisation Detector (GC-FID) PM0 No preparation is required.
TM69 Analysis of gas samples by direct injection onto a Gas Chromatography (GC) column and analysed using a Flame Ionisation Detector (FID) or a Thermocouple Detector (TD) PM0 No preparation is required.
TM119 Determination of hydrogen sulphide using Gerhardt Steam distillation followed by Impact Pro Multi Gas Detector. PM0 No preparation is required.
Element Materials Technology Method Code Appendix
QF-PM 3.1.10 v14 Please include all sections of this report if it is reproduced 6 of 6
13
APPENDIX 13
SPT N-Value and Undrained Shear Strength versus Depthand Elevation Plots
Glacial Till
Job No PN204159
Date 16/12/2020
Figure 1
CEDEWAIN SPECIALIST ALN SCHOOL
Plot of SPT - Depth Profile
0.00
1.00
2.00
3.00
4.00
5.00
6.00
0 5 10 15 20 25 30 35 40 45 50
Dep
th (
m b
gl)
SPT 'N' Value
Glacial Till
Job No PN204159
Date 16/12/2020
Figure 2
CEDEWAIN SPECIALIST ALN SCHOOL
Plot of SPT - Depth Profile
115
116
117
118
119
120
121
122
123
124
125
126
0 5 10 15 20 25 30 35 40 45 50
Ele
vati
on
(m
OD
)SPT 'N' Value
Glacial Till
Job No PN204159
Date 16/12/2020
Figure 3
CEDEWAIN SPECIALIST ALN SCHOOL
Plot of Shear Strength - Depth Profile
0.00
1.00
2.00
3.00
4.00
5.00
6.00
0 50 100 150 200 250
De
pth
(m
bg
l)Shear Strength (kPa)
Glacial Till
Job No PN204159
Date 16/12/2020
Figure 4
CEDEWAIN SPECIALIST ALN SCHOOL
Plot of Shear Strength - Depth Profile
115
116
117
118
119
120
121
122
123
124
125
1260 50 100 150 200 250
Ele
va
tio
n (
m O
D)
Shear Strength (kPa)
14
APPENDIX 14
Generic Assessment Criteria (GAC)
The tables below set out the Generic Assessment Criteria (GAC) for the Public Open Spaces (residential) land use scenario. All contaminants are expressed in mg/kg.
Generic Assessment Criteria (GAC) for Public Open Spaces (residential)
Based on a 1% Soil Organic Matter Content (most conservative approach)
Based on SGVs, C4SL and S4UL values
Heavy Metals
Arsenic 79
Beryllium 2.2
Boron 21,000
Cadmium 120
Chromium 1,500
Chromium VI 7.7
Copper 12,000
Lead 630
Mercury (elemental) 16
Mercury (inorganic) 120
Nickel 230
Selenium 1,100
Vanadium 2,000
Zinc 81,000
BTEX
Benzene 72
Toluene 56,000
Ethyl Benzene 24,000
m/p Xylenes 41,000
o Xylenes 41,000
Xylenes 41,000
Speciated PAHs
Naphthalene 4,900
Acenaphthylene 15,000
Acenaphthene 15,000
Fluorene 9,900
Phenanthrene 3,100
Anthracene 74,000
Fluoranthene 3,100
Pyrene 7,400
Benzo[a]anthracene 29
Chrysene 57
Benzo[b]fluoranthene 7.1
Benzo[k]fluoranthene 190
Benzo[a]pyrene 5.7
Indeno[123-cd]pyrene 82
Dibenzo[ah]anthracene 0.57
Benzo[ghi]perylene 640
Asbestos
Asbestos Non-detected
Speciated TPH Fractions
Aliphatic C5 - C6 570,000
Aliphatic C6 - C8 60,000
Aliphatic C8 - C10 13,000
Aliphatic C10 - C12 13,000
Aliphatic C12 - C16 13,000
Aliphatic C16 - C21 250,000
Aliphatic C21 - C35 250,000
Aromatic C5 - C7 56,000
Aromatic C7 - 8 56,000
Aromatic C8 - C10 5,000
Aromatic C10 - 12 5,000
Aromatic C12 - C16 5,000
Aromatic C16 - C21 3,800
Aromatic C21 - C35 3,800
15
APPENDIX 15
Proposed Site Layout Plan
Legend
197.000
Retro bracken concrete block paving byTobermore (or similar approved)
LegendSite Boundary
Compacted GravelRed Super CEDEC by CEDStone (or similar approved)Gabion wall filled with recycled material,faced with locally sourced natural stone
Proposed allotment garden,timber railway sleeper raised beds
Proposed ornamental grassesand perennial planting
Proposed native hedge planting
Proposed lawn
Proposed native tree
Hardworks
Softworks
MUGA surface material - porous macadam
Proposed bench
Furniture
Proposed litter bin
Existing tree to be retained
Existing tree to be removed
Primary building entrance
Proposed 1.8m fence
Proposed pedestrian gate
Proposed 1.1m railing
Fencing
Proposed woodland tree planting,planted as whips and standards
Proposed Level
Existing Level
+196.000
Footprint of demolished building
Proposed sliding gatefor vehicle access
Tegula heather concrete block paving byTobermore (or similar approved)
Proposed cycle stand12no. (22 spaces)
Extent of building canopy
Learning Garden 1Outdoor classroom, sensory surfaces,play features, seating elements
Learning Garden 2Early Years outdoor classroom, sensorysurfaces, play features, seating elements
Play AreaRubber crumb play surfacing, playmounds & inclusive play equipment
Accessible woodland path,compacted gravel surface
Proposed timber post and rail fence toextent of woodland / forest school area.
Lawn bankGradient 1:3 or shallower
Existing surface finishes madegood, existing levels retained
Proposed rain garden planting
Proposed externaldining table and chairs
Public right of way footpath
Inclusive Playequiptment
10no. Trim trail stations alongwoodland footpath. Exercizeequiptment to be confirmed
4no. Electric vehicle charging points
DK
DK
DK
DK
DK
DK
DK
DK
DK
DK
DK
DKDK
DK
DK
DK
DK
DK
DK
Equipment Bay
5 m²
Eqip. B
ay
5 m²
Lift 2
4 m²
Oxygen
St.
5 m²
Staff Ch/W
C
10 m²
Store7 m
²
Senso
ry/Soft
Play Roo
m
34 m²
WC's22 m
²
Store15 m
²
Touch Trust/
Sensory
Room
31 m²
Staff C
hang
e
11 m²
Circ.
13 m²
Acc. W
C
4 m²
Stair 2
39 m²
Cloaks
2 m²
Hygien
e Rm.
15 m²
Calming
Rm.
9 m²
Cloaks
2 m²
GT Store
4 m²
Genera
l Tea
ching
Classro
om
65 m²
Cloaks
2 m²
Service
s
4 m²
Mobility E
quipment Store
10 m²
GT Store
4 m²
Staff Work
Room/Offic
e
16 m²
Store4 m
²
Hygiene/W
C
15 m²
EY Corrido
r
98 m²
Store4 m
²
Laun
dry Roo
m
7 m²
Cleane
rs Stor
e
6 m²
Store4 m
²
Store4 m
²
Genera
l Tea
ching
Classro
om
65 m²
Hygien
e Rm.
15 m²
Senso
ry Gard
en
392 m²
Circulatio
n
46 m²
Circ.
135 m²
Circ.
35 m²
Circ.
9 m²
Pool C
hang
e F
30 m²
Pool C
hang
e M
30 m²
WC's27 m
²
External S
tore
15 m²
Store5 m
²
Sick Bay
7 m²
Demo/Store Room
20 m²
Dining
100 m² Acc.
Chang
e
12 m²
Kitchen Store
11 m²
Servery
10 m²
Small Dining
46 m²
Community Cafe Kitch
en
21 m²
Receptio
n/ Admin O
ffice
25 m²
Staff C
h. F
10 m²
Mob. Eq. S
tore
10 m²
Lift 1
4 m²
Pool S
tore
10 m²
Pupil C
hang
e Fem
ale
27 m²
Plant Room
95 m²
Staff C
h F
9 m²
Staff Ch M
9 m²
Pupil C
hang
e Male
26 m²
Parents Room/H
ealth O
ffice
21 m²
Interview R
oom
9 m²
Pool P
lant
18 m²
Server
10 m²
Lobb
y
44 m²
Med Store
4 m²
Acc. W
C
5 m²
Stores
33 m²
Rebound Room
36 m²
Hydrotherapy P
ool
110 m²
Circ.
42 m²
??
Acc. W
C
5 m²
Tech S
tore
7 m²
Kitchen
43 m²
Physio
Sto.
6 m²
Physio
35 m²
Nurses
Base
20 m²
MI room
19 m²
Specialist
Corridor
57 m²
Calming ro
om
10 m²
Hygiene/W
C
15 m²
Scienc
e and
Techn
ology
Classro
om
73 m²
GT Store
4 m²
Genera
l Tea
ching
Classro
om
65 m²
Hygien
e Rm.
15 m²
GT Store
4 m²
Genera
l Tea
ching
Classro
om
65 m²
Genera
l Tea
ching
Classro
om
65 m²
Mobility E
quipment
11 m²
Genera
l Tea
ching
Classro
om
65 m²
Stair-1 Lobby
49 m²
Stair 1
39 m²
Lobb
y 2
27 m²
Recep
tion C
lassb
ase
76 m²
Early Y
ears
76 m²
Hall
182 m²
F
Servery
UP
121.0
120.5
121.5
122.0
120.0
119.5
119.0
119.0
119.0
119.5
120.0
120.5
120.0
122.0
121.5
121.0
125.0
124.5
124.0
123.5
123.0
122.5
123.0
124.0
124.5
125.0
126.0
126.5
125.0
125.5
124.5
127.0
126.0
126.5
126.5
124.0
124.5
125.0
125.5
126.0
127.0
125.0
125.0
124.5
123.5
123.0122
.0
121.5
121.0
121.0
120.5
121.0
120.0
120.0
119.0
119.5
119.5
120.0
119.0
119.0119.0
119.5
122.0
121.0
121.5
121.0
121.0
121.0
121.5
122.0
121.0
121.0
121.0
121.0
120.5
120.0
119.5
Proposed School Building
Proposed playing field55m x 37m
Proposed MUGA36m x 21m
SUDsRetentionPond
Forest SchoolFacility - LearningGarden
Forest SchoolFacility - Play Area /Trim Trail
Forest SchoolFacility -Quiet / ReflectionSpace
WoodlandPlanting
WoodlandPlanting
WoodlandPlanting
LearningGarden
Early YearsLearningGarden
LearningGarden
Inclusive Play Area
SensoryCourtyard
SUDsRetentionPond
SUDsRetentionPond
48no. Car Parking Spaces
4no. Mini Bus CarParking Spaces
3no. Mini Bus CarParking Spaces
3no. DisabledParking Spaces
Delivery Bays / Loading Zone
ExternalDining Area
Terraced seating & Viewing Areas
8no. Mini Bus CarParking Spaces
AllotmentGarden
Vehiclemaintenancearea
12no. Cycle Stands(22 spaces)
3m width dedicated cycleand footpath
+123.000
+123.000
+123.000
+123.000
+121.500
+120.500
+120.500
+121.500
+121.500
+121.500
+121.500
+120.000
+121.500
+120.500
+121.000
+121.500
+122.000
+122.500
+123.000
+123.500
+122.500
+125.000+124.000
1:21 ramp
+122.500
+122.500
+122.500
+122.500
+122.500
+122.000
+121.500
Gated access toMaesyrhandir School
1:21 ramp
1:21 ramp
Footbridge
Footbridge
Footbridge
AccessibleWoodlandFootpath
AccessibleWoodlandFootpath
AccessibleWoodlandFootpath
InclusivePlay Area
AccessibleOrchardFootpath
+121.500
+121.500
+121.500
+121.500
+121.500
+121.500
Play mound
Play mound
ExistingPolytunnelRetained
Forest SchoolFacility - SUDs
Learning Garden
SUDsRetentionPond
LandformBund
WoodlandPlanting
WoodlandPlanting
TerracedAmpthitheatre
Forest SchoolStage
21no. CarParking Spaces
Horticultural SchoolAllotment Garden
Footbridge
AccessibleWoodlandFootpath
AccessibleWoodlandFootpath
11no. CarParking Spaces
Drop Off
ExisitngTurning CircleRetained
ExistingPergodaRetained
Fruit TreeOrchard
LandformBund
LandformBund
LandformBund
Reed BedSUDs Learning
Garden
Trim TrailStation 1
Trim TrailStation 2
Trim TrailStation 3
Trim TrailStation 4
Trim TrailStation 5
Trim TrailStation 6
Trim TrailStation 7
Trim TrailStation 8
Trim TrailStation 9
Trim TrailStation 10
2no. DisabledCar Parking Spaces
Potting ShedHorticultural
Learning SchoolFacility
Ornamentalgardens
Maesyrhandir School
Plantation Lane
Falcon Court
Pine Court
4no. Electric vehiclecharging points
Client
Project
Title
DateAprvdAuthorRevRevision POI
newcastle:studio 011, hoults yard, walker road,
newcastle, ne6 2hl. t: +44 (0)191 281 3775london:
Unit 8 De Beauvoir Block, 92-96 De BeauvoirRoad, London n1 4en +44 (0)203 479 2649
glasgow:177 W George St, Glasgow Metropolitan Area
G2 2LB. t: +44 (0)191 281 3775
w: www.oobe.co.uk e: [email protected]
Revision
Scale
Date
Dwg. No.
Powys County CouncilCedewain Specialist ALN School
Site Plan
CED-OOB-ZZ-00-DR-L-0001 1:500 @A1
P08 September 2019
Workstage 2
This drawing is not to be scaled. All dimensions to be checked on site.Discrepancies, ambiguities and / or omissions between this drawing and information givenelsewhere must be reported immediately to head office for clarification before proceeding.
Issued for information P01 EGA MGO 05/09/19S2
Stage 2 - Draft P02 EGA MGO 18/10/19S3
Stage 2 - Draft WIP P03 EGA MGO 25/10/19S3
Stage 2 P04 EGA JGR 30/10/19S4
Issued for information - additional redline P05 EGA JGR 29/05/20S2
Stage 2 - additional redline P06 EGA JGR 03/06/20S2
Stage 2 - additional redline P07 EGA JGR 16/06/20S4
Stage 2 - additional redline P08 EGA JGR 24/06/20S4
metres
0 5 10 15 20 25
Potting Shed Horticultural Learning Facility:Timber shed structure approximately 5m x 5m,with roof. Design to be developed at later stagesand agreed with architect and structural engineer.
Forest School Stage:Timber stage structure approximately 5m x 3m,raised ~1m off ground level, with roof/canopy.Design to be developed at later stages andagreed with architect and structural engineer.
16
APPENDIX 16
Exploratory Hole Location Plan
Proposed School Building
Proposed playing field55m x 37m
Proposed MUGA36m x 21m
SUDsRetentionPond
Forest SchoolFacility - LearningGarden
Forest SchoolFacility - Play Area /Trim Trail
Forest SchoolFacility -Quiet / ReflectionSpace
WoodlandPlanting
WoodlandPlanting
WoodlandPlanting
LearningGarden
Early YearsLearningGarden
LearningGarden
Inclusive Play Area
SensoryCourtyard
SUDsRetentionPond
SUDsRetentionPond
48no. Car Parking Spaces
4no. Mini Bus CarParking Spaces
3no. Mini Bus CarParking Spaces
3no. DisabledParking Spaces
Delivery Bays / Loading Zone
ExternalDining Area
Terraced seating & Viewing Areas
8no. Mini Bus CarParking Spaces
AllotmentGarden
Vehiclemaintenancearea
12no. Cycle Stands(22 spaces)
3m width dedicated cycleand footpath
+123.000
+123.000
+123.000
+123.000
+121.500
+120.500
+120.500
+121.500
+121.500
+121.500
+121.500
+120.000
+121.500
+120.500
+121.000
+121.500
+122.000
+122.500
+123.000
+123.500
+122.500
+125.000+124.000
1:21 ramp
+122.500
+122.500
+122.500
+122.500
+122.500
+122.000
+121.500
Gated access toMaesyrhandir School
1:21 ramp
1:21 ramp
Footbridge
Footbridge
Footbridge
AccessibleWoodlandFootpath
AccessibleWoodlandFootpath
AccessibleWoodlandFootpath
InclusivePlay Area
AccessibleOrchardFootpath
+121.500
+121.500
+121.500
+121.500
+121.500
+121.500
Play mound
Play mound
ExistingPolytunnelRetained
Forest SchoolFacility - SUDs
Learning Garden
SUDsRetentionPond
LandformBund
WoodlandPlanting
WoodlandPlanting
TerracedAmpthitheatre
Forest SchoolStage
21no. CarParking Spaces
Horticultural SchoolAllotment Garden
Footbridge
AccessibleWoodlandFootpath
AccessibleWoodlandFootpath
11no. CarParking Spaces
Drop Off
ExisitngTurning CircleRetained
ExistingPergodaRetained
Fruit TreeOrchard
LandformBund
LandformBund
LandformBund
Reed BedSUDs Learning
Garden
Trim TrailStation 1
Trim TrailStation 2
Trim TrailStation 3
Trim TrailStation 4
Trim TrailStation 5
Trim TrailStation 6
Trim TrailStation 7
Trim TrailStation 8
Trim TrailStation 9
Trim TrailStation 10
2no. DisabledCar Parking Spaces
Potting ShedHorticultural
Learning SchoolFacility
Ornamentalgardens
Maesyrhandir School
Plantation Lane
Falcon Court
Pine Court
4no. Electric vehiclecharging points
Equipm
ent B
ay
5 m²
Eqip. Bay
5 m²
Lift 24 m
²
Oxygen St.
5 m²
Staff C
h/WC
10 m²
Store
7 m²
Senso
ry/Soft
Play Roo
m
34 m²
WC's22
m²
Store15
m²
Touch
Trust/S
enso
ry Roo
m
31 m²
Staff Change
11 m²
Circ.
13 m²
Acc. W
C
4 m²
Stair 2
39 m²
Cloaks
2 m²
Hygien
e Rm.
15 m²
Calming Rm.
9 m²
Cloaks2 m
²
GT Store
4 m²
General Teach
ing Classroom
65 m
²
Cloaks
2 m²
Service
s
4 m²
Mobility
Equipm
ent S
tore
10 m
²
GT Store
4 m²
Staff Work
Room/Offic
e
16 m
²
Store4 m
²
Hygiene/W
C
15 m²
EY Corrido
r
98 m²
Store4 m
²
Laun
dry Roo
m
7 m²
Cleane
rs Stor
e
6 m²
Store4 m
²
Store4 m
²
Genera
l Tea
ching
Classro
om
65 m
²
Hygiene Rm.
15 m²
Sensory
Garden
392 m
²
Circulatio
n
46 m²
Circ.
135 m
²
Circ.
35 m
²
Circ.
9 m²
Pool C
hang
e F
30 m²
Pool C
hang
e M
30 m
²
WC's27 m
²
Externa
l Stor
e
15 m²
Store5 m
²
Sick Bay
7 m²
Demo/S
tore R
oom
20 m²
Dining
100 m
² Acc. Cha
nge
12 m
²
Kitchen
Store
11 m²
Servery
10 m
²
F
Small Dining
46 m
²
Commun
ity Cafe
Kitchen
21 m²
Recep
tion/
Admin
Office
25 m²
Servery
Staff Ch. F
10 m²
Mob. Eq. S
tore
10 m²
Lift 1
4 m²
Pool S
tore
10 m
²
Pupil Change Female
27 m²
Plant Room
95 m²
Staff C
h F
9 m²
Staff Ch M
9 m²
Pupil C
hang
e Male
26 m²
Parents
Room/Hea
lth O
ffice
21 m²
Interview Room
9 m²
Pool Plant
18 m²
Server
10 m²
Lobby44 m
²
Med Store
4 m²
Acc. W
C
5 m²
Stores
33 m
²
Rebou
nd Roo
m
36 m
²
Hydrot
herap
y Poo
l
110 m
²
Circ.
42 m²
? ?
Acc. W
C
5 m²
Tech Store
7 m²
Kitchen
43 m²
Physio
Sto.
6 m²
Physio
35 m²
Nurses
Base
20 m
²
MI room
19 m²
Specia
list Corr
idor
57 m²
Calming
room
10 m²
Hygiene/W
C
15 m²
Scienc
e and
Techn
ology
Classro
om
73 m
²
GT Store
4 m²
Genera
l Tea
ching
Classro
om
65 m²
Hygien
e Rm.
15 m
²
GT Store
4 m²
Genera
l Tea
ching
Classro
om
65 m²
Genera
l Tea
ching
Classro
om
65 m²
Mobility
Equipm
ent
11 m
²
Genera
l Tea
ching
Classro
om
65 m²
Stair-1
Lobb
y
49 m
²
Stair 1
39 m
²
Lobb
y 2
27 m²
Recep
tion C
lassb
ase
76 m²
Early Y
ears
76 m²
Hall18
2 m²
UP
BH1
BH2
BH3
BH4
BH5
LWD1LWD2
LWD3LWD4
LWD5
LWD6
LWD7
LWD8
TP1
TP2
WS1
WS10
WS11
WS12
WS13
WS14 WS15
WS2
WS3
WS4WS5
WS6WS7
WS8 WS9
Key
Cable Percussion Borehole
Dynamic Sample Borehole
Light Weight Deflectometer Test
Trial Pit
Client:
Heart of Wales Property Services
Project:
CEDEWAIN SPECIALIST ALN SCHOOL
Drawing Title:
Proposed Hole Location Plan
Date:
November 2020Scale: 1:500@A1
Project No:
PN204159File Name:
Geo-PN204159-001(1)
Phone: 01244 671117
Fax: 01224 671122
E:mail [email protected]
www.geotechnics.co.uk
The Geotechnical Centre,
Unit 1, Borders Industrial Park,
River Lane, Saltney,
Chester
CH4 8RJ
Meters
0 10 20
\\Helios\Data\Projects\Chester\2020\PN204159\Drawings\Geo-PN204159-001.dwg
17
APPENDIX 17
Investigation Techniques and General Notes
INVESTIGATION TECHNIQUES
Form REP006 Rev 2
INTRODUCTION
The following brief review of Ground Investigation techniques, generally used as part of most Site Investigations in the UK, summarises their methodology, advantages and limitations. Detailed descriptions of the techniques are available and can be provided on request. This review should be read in conjunction with the accompanying General Notes.
TRIAL PITS
The trial pit is amongst the simplest yet most effective means of identifying shallow ground conditions on a site. Its advantages include simplicity, speed, potential accuracy and cost-effectiveness. The trial pit is most commonly formed using a back-acting excavator which can typically determine ground conditions to some 4 metres below ground level. Hand excavation is often used to locate, expose and detail existing foundations, features or services. In general, it is difficult to extend pits significantly below the water table in predominantly granular soils, where flows can cause instability. Unless otherwise stated, the trial pits will not have been provided with temporary side support during their construction. Under such circumstances, entrance into the pit is not permitted and hence observations will have been made from the ground surface and samples taken from the excavator bucket. Where access for personnel is required to allow close observation of the exposed strata, the taking of samples and the carrying out of in situ tests, the sides of the trial pits (Observation Pits in BS 5930:2015) will be made safe using temporary supports or the sides battered back to a stable angle. Some limited access to such Trial Pits (Observation Pits) at depths less than 1m may be allowed in stable conditions or where the sides are benched or battered back to a safe angle. Trends in strata type, level and thickness can be determined, shear surfaces identified and the behaviour of plant, excavation sides and excavated materials can be related to the construction process. They are particularly valuable in land slip investigations. Some types of in situ test can be undertaken in such pits and large disturbed or block samples obtained.
CABLE PERCUSSION BORING
The light Cable Percussion technique of soft ground boring, typically at a diameter of 150mm, is a well-established simple and flexible method of boring vertical holes and generally allows data to be obtained in respect of strata conditions other than rock. A tubular cutter (for cohesive soils) or shell with a flap valve (for granular soils) is repeatedly lifted and dropped using a winch and rope operating from an “A” frame. Soil which enters these tools is regularly removed and either sampled for subsequent examination or test, or laid to one side for later removal off site and licensed disposal or, if permitted by the Client, use as backfill. Steel casing will have been used to prevent collapse of the borehole sides where necessary. A degree of disturbance of soil and mixing of layers is inevitable and the presence of very thin layers of different soils within a particular stratum may not be identified. Changes in strata type can only be detected on recognition of a change in soil samples at the surface, after the interface has been passed. For the foregoing reasons, depth measurements should not be considered to be more accurate than 0.10 metre. The technique can determine ground conditions to depths in excess of 30 metres under suitable circumstances and usually causes less surface disturbance than trial pitting. In cohesive soils cylindrical samples are retrieved by driving or pushing in 100mm nominal diameter tubes. In soft soils, piston sampling or vane testing may be undertaken. In granular soils and often in cohesive materials, in situ Standard Penetration Tests (SPT’s) are performed. The SPT records the number of standard blows required to drive a 50mm diameter open or cone ended probe for 300mm after an initial 150mm penetration. A modified method of recording is used in denser strata. Small disturbed samples are obtained throughout.
ROTARY DRILLING
Rotary Drilling to produce cores by rotating an annular diamond-impregnated tube or barrel into the ground is the technique most appropriate to the forming of site investigation boreholes through rock or other hard strata. It has the advantage of being able to be used vertically or at an angle. Core diameters of less than 100mm are most common for site investigation purposes. Core is normally retrieved in plastic lining tubes. A flushing fluid such as air, water or foam is used to cool the bit and carry cuttings to the surface. Depths in excess of 60 metres can be achieved under suitable circumstances using rotary techniques, with minimal surface disturbance. Examination of cores allows detailed rock description and generally enables angled discontinuity surfaces to be observed. However, vertical holes do not necessarily reveal the presence of vertical or near-vertical fissures or joint discontinuities. The core type and/or techniques used will depend on the ground conditions. Where open hole rotary drilling is employed, descriptions of strata result from examination at the surface of small particles ejected from the borehole in the flushing medium. In consequence, no indication of fissuring, bedding, consistency or degree of weathering can be obtained.
DYNAMIC SAMPLING
This technique involves the driving of an open-ended tube into the ground and retrieval of the soil which enters the tube. It was previously called window or windowless sampling. The term “window sample” arose from the original device which had a “window” or slot cut into the side of the tube through which samples were taken. This was superseded by the use of a thin-walled plastic liner to retrieve the soil sample from within a sampler (windowless sampling) which has a solid wall. Line diameters range from 36 to 86mm. Such samples can be used for qualitative logging, selection of samples for classification and chemical analysis and for obtaining a rudimentary assessment of strength. Driving devices can be hand-held or machine mounted and the drive tubes are typically in 1m lengths. Depending on the type of rig used, the hole formed can be cased to prevent collapse of the borehole sides. Where the type of rig does not allow the insertion of casing, the success of this technique can be limited when soils and groundwater conditions are such that the sides of the hole collapse on withdrawal of the sampler. Obstructions within the ground, the density of the material or its strength can also limit the depth and rate of penetration of this light-weight investigation technique. Nevertheless, it is a valuable tool where access is constrained such as within buildings or on embankments. Depths of up to 10m can be achieved in suitable circumstances depending on the rig type but depths of 5m to 6m are more common.
EXPLORATORY HOLE RECORDS
The data obtained by these techniques are generally presented on Trial Pit, Borehole, Drillhole or Dynamic Sample Records. The descriptions of strata result from information gathered from a number of sources which may include published geological data, preliminary field observations and descriptions, in situ test results, laboratory test results and specimen descriptions. A key to the symbols and abbreviations used accompanies the records. The descriptions on the exploratory hole records accommodate but may not necessarily be identical to those on any preliminary records or the laboratory summaries. The records show ground conditions at the exploratory hole locations. The degree to which they can be used to represent conditions between or beyond such holes, however, is a matter for geological interpretation rather than factual reporting and the associated uncertainties must be recognised.
DYNAMIC PROBING
This technique typically measures the number of blows of a standard weight falling over a standard height to advance a cone-ended rod over sequential standard distances (typically 100mm). Some devices measure the penetration of the probe per standard blow. It is essentially a profiling tool and is best used in conjunction with other investigation techniques where site-specific correlation can be used to delineate the distribution of soft or loose soils or the upper horizon of a dense or strong layer such as rock. Both machine-driven and hand-driven equipment is available, the selection depending upon access restrictions and the depth of penetration required. It is particularly useful where access for larger equipment is not available, disturbance is to be minimised or where there are cost constraints. No samples are recovered and some techniques leave a sacrificial cone head in the ground. As with other lightweight techniques, progress is limited in strong or dense soils. The results are presented both numerically and graphically. Depths of up to 10m are commonly achieved in suitable circumstances. The hand-driven DCP probing device has been calibrated by the Highways Agency to provide a profile of CBR values over a range of depths.
INSTRUMENTATION
The most common form of instrument used in site investigation is either the standpipe or else the standpipe piezometer which can be installed in investigation holes. They are used to facilitate monitoring of groundwater levels and water sampling over a period of time following site work. Normally a standpipe would be formed using rigid plastic tubing which has been perforated or slotted over much of its length whilst a standpipe piezometer would have a filter tip which would be placed at a selected level and the hole sealed above and sometimes below to isolate the zone of interest. Groundwater levels are determined using an electronic “dip meter” to measure the depth to the water surface from ground level. Piezometers can also be used to measure permeability. They are simple and inexpensive instruments for long term monitoring but response times can limit their use in tidal areas and access to the ground surface at each instrument is necessary. Remote reading requires more sophisticated hydraulic, electronic or pneumatic equipment. Settlement can be monitored using surface or buried target plates whilst lateral movement over a range of depths is monitored using slip indicator or inclinometer equipment.
GENERAL NOTES
Form REP006 Rev 2
1. The report is prepared for the exclusive use of the Client named in
the document and copyright subsists with Geotechnics Limited. Prior
written permission must be obtained to reproduce all or part of the
report. It is prepared on the understanding that its contents are only
disclosed to parties directly involved in the current investigation,
preparation and development of the site.
2. Further copies may be obtained with the Client's written permission,
from Geotechnics Limited with whom the master copy of the
document will be retained.
3. The report and/or opinion is prepared for the specific purpose stated
in the document and in relation to the nature and extent of proposals
made available to Geotechnics Limited at that time. Re-consideration
will be necessary should those details change. The recommendations
should not be used for other schemes on or adjacent to the site
without further reference to Geotechnics Limited.
4. The assessment of the significance of the factual data, where called
for, is provided to assist the Client and their Engineer and/or Advisers
in the preparation of their designs.
5. The report is based on the ground conditions encountered in the
exploratory holes together with the results of field and laboratory
testing in the context of the proposed development. The data from
any commissioned desk study and site reconnaissance are also drawn
upon. There may be special conditions appertaining to the site,
however, which are not revealed by the investigation and which may
not be taken into account in the report.
6. Methods of construction and/or design other than those proposed by
the designers or referred to in the report may require consideration
during the evolution of the proposals and further assessment of the
geotechnical and any geoenvironmental data would be required to
provide discussion and evaluations appropriate to these methods.
7. The accuracy of results reported depends upon the technique of
measurement, investigation and test used and these values should
not be regarded necessarily as characteristics of the strata as a whole
(see accompanying notes on Investigation Techniques). Where such
measurements are critical, the technique of investigation will need to
be reviewed and supplementary investigation undertaken in
accordance with the advice of the Company where necessary.
8. The samples selected for laboratory test are prepared and tested in
accordance with the relevant Clauses and Parts of BS EN ISO 17892
and BS 1377 Parts 1 to 8, where appropriate, in Geotechnics
Limited’s UKAS accredited Laboratory, where possible. A list of tests
is given.
9. Tests requiring the use of another laboratory having UKAS
accreditation where possible are identified.
10. Any unavoidable variations from specified procedures are identified in
the report.
11. Specimens are cut vertically, where this is relevant and can be
identified, unless otherwise stated
12. All the data required by the test procedures are recorded on individual
test sheets but the results in the report are presented in summary
form to aid understanding and assimilation for design purposes.
Where all details are required, these can be made available.
13. Whilst the report may express an opinion on possible configurations
of strata between or beyond exploratory holes, or on the possible
presence of features based on either visual, verbal, written,
cartographical, photographic or published evidence, this is for
guidance only and no liability can be accepted for its accuracy.
14. The Code of Practice for Ground Investigations – BS 5930:2015
calls for man-made soils to be described as Anthropogenic Ground
with soils placed in an un-controlled manner classified as Made
Ground and soils placed in a controlled manner as Fill. In view of
the difficulty in always accurately determining the origin of man-
made soils in exploratory holes, Geotechnics Limited classify such
materials as Made Ground. Where soils can be clearly identified
as being placed in a controlled manner then further classification
of the soils as Fill has been added to the Exploratory Hole Records.
15. Classification of man-made soils is based on the inspection of
retrieved samples or exposed excavations. Where it is obvious
that foreign matter such as paper, plastic or metal is present,
classification is clear. Frequently, however, for man-made soils that
arise from the adjacent ground or from the backfilling of
excavations, their visual characteristics can closely resemble those
of undisturbed ground. Other evidence such as site history,
exploratory hole location or other tests may need to be drawn upon
to provide clarification. For these reasons, classification of soils on
the exploratory hole records as either Made Ground or naturally
occurring strata, the boundary between them and any
interpretation that this gives rise to should be regarded as
provisional and subject to re-evaluation in the light of further data.
16. The classification of materials as Topsoil is generally based on
visual description and should not be interpreted to mean that the
material so described complies with the criteria for Topsoil used in
BS 3882:2015. Specific testing would be necessary where such a
definition is a requirement.
17. Ground conditions should be monitored during the construction of
the works and the report should be re-evaluated in the light of
these data by the supervising geotechnical engineers.
18. Any comments on groundwater conditions are based on
observations made at the time of the investigation, unless
specifically stated otherwise. It should be noted, however, that the
observations are subject to the method and speed of boring, drilling
or excavation and that groundwater levels will vary due to seasonal
or other effects.
19. Any bearing capacities for conventional spread foundations which
are given in the report and interpreted from the investigation are
for bases at a minimum depth of 1m below finished ground level
in naturally occurring strata and at broadly similar levels
throughout individual structures, unless otherwise stated. Typically
they are based on serviceability criteria taking account of an
assessment of the shear strength and/or density data obtained by
the investigation. The foundations should be designed in
accordance with the good practice embodied in BS 8004:2015 -
Foundations, supplemented for housing by NHBC Standards.
Foundation design is an iterative process and bearing pressures
may need adjustment or other measures may need to be taken in
the context of final layouts and levels prior to finalisation of
proposals.
20. Unless specifically stated, the investigation does not take account
of the possible effects of mineral extraction or of gases from fill or
natural sources within, below or outside the site.
21. The costs or economic viability of the proposals referred to in the
report, or of the solutions put forward to any problems
encountered, will depend on very many factors in addition to
geotechnical or geoenvironmental considerations and hence their
evaluation is outside the scope of the report.
18
APPENDIX 18
Environmental Notes - Context and Methodology forAssessment
SITE CONTAMINATION – Context and Methodology for Assessment –––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––
Geotechnics Limited Notes on Assessment of Contaminated Land
The Geotechnical Centre,
203 Torrington Avenue,
Tile Hill, Coventry. CV4 9AP Page 1 of 4
1.0 INTRODUCTION
These notes provide a context and methodology
against which contamination at the site has been
assessed. The Desk Study (if commissioned as part of
this project) and the assessment discussed in the text
of this report has been undertaken in accordance with
current best practice as identified in BS10175:2011
Investigation of Contaminated Sites Code of Practice
and the Defra/Environment Agency Contaminated Land
Report 11 (CLR11) Model Procedures for the
Management of Land Contamination. It also conforms
to the general requirements set down in Environment
Agency Guidance on Requirements for Land
Contamination Reports.
Contaminated Land reporting, investigation and
assessment is currently undertaken using a phased
approach and may be preliminary (i.e. Desk Study),
main or supplementary. The principal aim is to reduce
any remaining uncertainty within the Conceptual Site
Model (CSM) to an acceptable level. Investigation is
considered an iterative process under current guidance
and should proceed to the next phase if significant risk
or uncertainty remains. Please note that Geotechnics
Limited Reports do not address risk associated with
potential contamination by botanical agents such as
Japanese Knotweed.
To determine potential risk and uncertainty, reference
is made to the currently accepted UK methodology as
defined by the source-pathway-receptor model of land
contamination and as further detailed in Section 4
below. Please note that reports do not address
potential contamination by botanical agents such as
Japanese Knotweed.
2.0 LEGAL FRAMEWORK
Land contamination is an increasingly important
material consideration within the overall planning
regime. The Planning Authority is required to consider
the potential implications of contamination both when
it is developing structure or local plans and when it is
considering individual applications for planning
permission. Where contamination is suspected or
known to exist at a site, a Planning Authority may
require investigations to be undertaken, for example,
before granting planning permission. Alternatively it
may include conditions on the permission itself
requiring appropriate investigation and, if necessary,
remediation. Part IIA of the Environmental Protection
Act 1990 has created a regime within which the
identification and remediation of contaminated land can
be undertaken regarding current land use and legacy
contamination. This is then further refined through the
use of guidance on specific aspects of the process
produced by various authorising bodies.
Section 78A(2) of the Act defines contaminated land
for the purposes of Part IIA as:
“any land which appears to the local authority in
whose area it is situated to be in such a condition,
by reason of substance in, on or under the land
that:
a) significant harm is being caused or there is a
significant possibility of such harm being caused;
or:
b) significant pollution of controlled waters is
being, or is likely to be caused.”
Part IIA is intended to complement the Planning Regime
and both of these are intended to embody a “suitable
for use approach”. In the context of Part IIA, action is
necessary only where there are unacceptable risks to
health or the environment, taking in to account the
current use of the land and its environmental setting.
Environmental reports should provide an assessment of
the contamination conditions considered likely to be
found at the site in the context of the legal framework
discussed above. Hence, this assessment is based solely
on our current knowledge and understanding of the
site as determined by the information made available to
us by the Client or acquired on their behalf as well as
our understanding of the proposed development, legal
and other guidance available at the time of writing.
3.0 SITE USE AND ASSESSMENT
The primary issues of concern are usually the risks to
human health, for which the regulator acting as
Statutory Consultee under the Planning Regime is
generally the Local Authority, and risks to Controlled
Waters, for which the appropriate consultee is the
Environment Agency.
For the purposes of assessment, the contamination risk
assessment in respect of human health is considered in
the context of the proposed site use over three broad
categories as follows:-
a) Allotments
This categorisation assumes that no residents are
present on the site so occupation is not continuous.
However, the site is used for the growing of food
for consumption either on or off site and therefore
includes an exposure contribution from eating
home-grown vegetables. It also assumes that users
will come into direct dermal contact with soil
materials.
SITE CONTAMINATION – Context and Methodology for Assessment –––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––
Geotechnics Limited Notes on Assessment of Contaminated Land
The Geotechnical Centre,
203 Torrington Avenue,
Tile Hill, Coventry. CV4 9AP Page 2 of 4
b) Industrial/Commercial
This categorisation assumes that no residents are
present and the site is normally used for
commercial and/or industrial purposes. Persons
using the site may potentially have short term
exposure only to open spaces on site.
c) Residential with or without plant uptake
This categorisation assumes that residents may have
access to open space close to the home with or
without an exposure from home-grown vegetables.
Where the proposed site use is not specifically noted
as one of the above model categories, reference may
be made to alternative exposure models such as S4UL
Open Space Residential and Open Space Parkland
which may be more appropriate for areas such as
playing fields, but have not yet been formally endorsed
by the regulators. Otherwise it may be possible to
default to a combination of two of the available models
to allow the appropriate level of caution to be applied.
The model selected for the assessment at this site and
any deviation from the standard models is discussed in
the report text.
4.0 CONCEPTUAL SITE MODEL
The Conceptual Site Model (CSM) is a representation
of the current understanding of the site and the
surrounding environment. This incorporates an
understanding of the geology, groundwater, surface
water bodies and potential contamination processes
acting on substances present and migration pathways. It
also takes into account all identified potential pollutant
linkages using a source-pathway-receptor approach,
based on the proposed use of the site. Where any
element of the source-pathway-receptor linkage is
absent, there is considered to be no or negligible risk.
The following describes the methodology adopted for
current UK assessments, which are based on the
known topographic, geological and groundwater
conditions in combination with current, historical and
expected land use. Depending on the nature of the site,
this information may be presented in the report
graphically as cross-sections, maps, diagrams, flow
charts and/or in tabular and written form as
appropriate to the linkages identified.
4.1 Sources
These are based on the known history of the site and
surrounding area obtained from available documentary
and other sources as noted in the report. The exact
processes undertaken and materials stored or used on,
or around, a site are not usually known in detail and in
such cases general conclusions and assumptions can be
made based on the information available in Guiding
Principles for Contaminated Land (GPLC) and other
relevant Department of Environment (DOE) or similar
industry profiles. The identification of a potential
source should not be taken to indicate its actual
presence. This can only be determined through an
intrusive investigation and associated environmental
monitoring and analysis.
4.2 Pathways
A pathway can be defined as: “A possible route or
means by which a receptor could be, or is, exposed to
or affected by a contaminant”. Pathways for
contamination associated with human health and
Controlled Waters are considered separately since
they generally follow different pathways.
Human Health
The Contaminated Land Exposure Assessment (CLEA
UK) Model designed for human health assessments
includes ingestion, dermal contact and inhalation
pathways. All of these pathways must be considered
when undertaking risk assessments.
Pathway Description Assumptions
Ingestion Outdoor Soil Contamination in
top 0.1m of soil,
100%
Bioaccessibility
Indoor Soil
Consumption of
home grown
Vegetables
Contamination in
top 0.5m of soil.
Consumption of
soil attached to
home grown
vegetables
Dermal
Contact
Outdoor Soil Contamination in
top 0.5m of soil,
pathway not
considered for
metals.
Indoor Soil
Inhalation Outdoor fugitive
dust
Contamination in
the top 0.1m of soil
Indoor fugitive
dust
Outdoor soil
vapour
Contamination in
top 1.0m of soil and
constant source
assumed. Indoor soil vapour
Where the proposals for the site include complete
cover with buildings and hard surfacing, ingestion and
outdoor dermal contact pathways are not considered
likely to be present except during construction. If soft
landscaping is present, these potential pathways must
be considered regardless of the model used.
SITE CONTAMINATION – Context and Methodology for Assessment –––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––
Geotechnics Limited Notes on Assessment of Contaminated Land
The Geotechnical Centre,
203 Torrington Avenue,
Tile Hill, Coventry. CV4 9AP Page 3 of 4
Controlled Waters
Controlled Waters are generally defined as any lake,
pond, river or other watercourse and groundwater.
This therefore includes water contained within the
saturated (phreatic) zone of the ground. Soil pore
waters and waters contained within the unsaturated
(vadose) zone are therefore outside the definition of
controlled waters and as such are not considered as
receptors, though they may still be pathways. Possible
pathways for contamination to reach controlled waters
include surface runoff, infiltration, and the migration of
mobile contaminants, including leaching through the
unsaturated zone. Variations in groundwater levels can
cause leaching of contaminants from above the current
water table.
Pathway Description
Surface Water Surface Runoff and overland flow
Infiltration
Via leaking sewers, pipes and
tanks
Migration through unsaturated
zone
Groundwater Fluctuating groundwater levels
Leaching by groundwater
Via leaking sewers, pipes and
tanks
Migration through unsaturated
zone
Capillary rise
4.3 Receptors
A receptor is normally defined as some thing that could
be adversely affected or harmed by being exposed to a
contaminant. The receptors to be generally considered
in this sense usually fall into one of the following
categories:
• Humans: End site users; children, employees,
adults, guests and construction workers.
• Controlled Waters: Surface Water and
Groundwater
• Ecological receptors (wildlife)
• Building Fabric and Services
Note that in some cases pathways can also be
receptors and vice versa depending on the site ground
model and the sensitivity of the receptors. Where
specific receptors are not considered relevant, this shall
be noted in the report.
4.4 Site Specific Contamination Linkages
Those potential Source-Pathway-Receptor linkages
identified as relevant and possible on the basis of their
presumed physicochemical characteristics form the
basis of the CSM risk assessment.
5.0 RISK ASSESSMENT
Using the identified linkages a preliminary conceptual
model is produced for the site. Assessment is then
undertaken to determine the level of risk that the
identified potential linkages may pose to the identified
receptors. Where risk is considered to be potentially
significant, or the remaining unknowns may be
potentially significant, additional investigation and/or
mitigation may be appropriate.
5.1 Soil Risk Assessment
At the time of writing, official Soil Guideline Values
(SGVs) have only been published for certain specific
inorganic and organic determinands. These values are
provided mainly from the updated CLEA UK (V1.06)
model as screening values and are generally considered
conservative. Hence, where the SGVs are not
exceeded, the risk to humans from long term exposure
is considered low to negligible. For substances for
which there are no official published SGVs or for which
updated published values are not yet available,
comparison is made to the previously published
guidance to give an indication of relative contaminant
levels.
In addition, reference may be made to Suitable for Use
Levels (S4ULs) for Human Health Risk Assessment
(Chartered Institute of Environmental Health – LQM
2015 including amendments) Soil Generic Assessment
Criteria (GACs) for Human Health Risk Assessment
(CL:AIRE 2010) and Category 4 Screening Levels
(C4SL) for use in planning (CL:AIRE 2014). These are
collections of screening values derived using the
current CLEA UK model but not necessarily formally
adopted or endorsed by DEFRA or the EA. SGVs,
S4ULs, C4SLs and GAC's all make assumptions about
the methods by which contamination can reach
receptors and assumptions about the amounts each
pathway can transmit in order to derive generic values
for basic screening purposes.
As part of the CLEA assessment process, statistical
analysis of the results employs the concepts of the
Mean Value Test and the Maximum Value Test. The
Mean Value Test applies a factor to the results to
account for inherent uncertainty and mainly uses the
number of trial holes and/or samples to determine this
factor. The Mean Value Test gives a 95% confidence
limit (known as a US95) that contaminant
concentrations are likely to fall below this value at any
particular point across the site. However, the Mean
Value Test assumes a “normal distribution”. Where the
result of the Mean Value Test is heavily biased as the
result of a single high contaminant concentration value
(i.e. where the data set does not appear to be
“normal”), the Maximum Value Test is used.
SITE CONTAMINATION – Context and Methodology for Assessment –––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––
Geotechnics Limited Notes on Assessment of Contaminated Land
The Geotechnical Centre,
203 Torrington Avenue,
Tile Hill, Coventry. CV4 9AP Page 4 of 4
The Maximum Value Test statistically determines
whether the highest concentration recorded is likely to
be a statistical outlier or not, given the characteristics
of the data set. If proven to a suitable degree of
confidence, the outlier value should be removed from
the data used in the original Mean Value Test and the
US95 should be recalculated. The results of both
statistical methods are highly dependent on the size of
the data set and are assumed to be representative.
Analysis of the US95 results and average data values for
each contaminant (as recommended in "Guidance on
comparing soil contamination data with a critical
concentration" CL:AIRE/CIEH 2008) is undertaken
which for this site is discussed in the report text. This
guidance states that both the average for the data set
and the calculated US95 value need to lie above the
chosen guidance value before they can potentially be
considered as significant. In this case the critical value is
the appropriate SGV for the substance being analysed.
The SGV indicates the level for a given exposure
scenario, at or below which there is unlikely to be any
significant possibility of significant harm. Therefore,
where both the average and the US95 exceed the
critical value, there remains an as yet un-quantified
possibility of harm.
5.2 Water Risk Assessment
Assessment is generally undertaken firstly against UK
Drinking Water Standards to give an idea of relative
contamination levels. On this basis, risk is assessed not
only in human health terms based on direct exposure
and ingestion pathways, but also on water quality
criteria, such as taint, which may have no direct health-
based impact. If the levels are exceeded significantly,
the Environmental Quality Standards appropriate to the
region, situation and/or regulator concerned may be
used. Note, these latter standards are variable and
subject to change in light of their need to parallel
European Red List substance lists as transposed into
UK law. The European Water Framework Directive
now requires waters to be considered holistically, i.e.
any contamination of groundwater, perched or
otherwise, must be considered and assessed.
5.3 Gas Risk Assessment
The ground gas risk is assessed using CIRIA C665
(Assessing risks posed by hazardous ground gases to
buildings: CIRIA, 2008) which uses Gas Screening
Values (GSV's) to determine the risk from ground gas
to a development and the appropriate measures that
should be incorporated into the building design. The
GSV for the site is based on the maximum gas
concentration recorded in percent combined with the
worst-case flow rate in litres per hour during visits to
site to monitor the gas and groundwater levels installed
in exploratory holes. Where any figure is less than the
detection level of the instrument for that parameter,
the value used in the calculation is required to default
to the detection level.
5.4 UXO Risk Assessment
Determination of actual risk from Unexploded
Ordnance (UXO’s) should only be undertaken by
specialist contractors. However, the publication
"Unexploded Ordnance (UXO), A guide for the
construction industry" (CIRIA C681, 2009) notes that a
preliminary potential risk assessment can and should be
undertaken during the pre-works stage. Where such an
assessment for the site has been undertaken, the
criteria noted in CIRIA C681 Chapter 5 (Tables 5.1-
5.3) have been used. Where specific factors used in
determining the risk remain unknown or are uncertain,
the assumption is made that an increased level of risk is
present.
6.0 UNCERTAINTIES
Where information that could reasonably be expected
to have been found, determined or deduced and has
not been, this will be noted in the report text in
accordance with the principles of BS10175 (2011). In
addition, a relative measure of the level of uncertainty
in the conclusions and/or data will be noted if
appropriate or the data values are greater than would
normally be anticipated or assumed. For example, it is
accepted that sampling, analytical and statistical error
during soil sampling will always be potentially present in
any investigation, but this will not be further detailed
except where specifically relevant, tested (i.e. through
sample duplicates), requested or required by the
standard.
7.0 CONCLUSIONS
The environmental risk assessment conclusions will be
based on our current professional understanding of the
site location, site history, CSM, proposed site use and
the legal and guidance information provided and/or
available to us at the time of writing the report. Such
information may therefore change over time and as
such, reports may require periodic updating and may
not be suitable for use, other than for the specific
purpose for which it was initially produced. The report
should also be considered in the context of the
included General Notes and Investigation Techniques.
It should also be noted that the report and its
conclusions may be subject to different interpretation
by appropriate regulators and expresses our
professional interpretation of the relevant guidance and
documentation in relation to our current understanding
of the site. Neither it (nor any accompanying
documentation) should be taken as being in any way a
definitive statement of a legal position unless otherwise
explicitly stated as being such.