SUPPLEMENTARY GEOENVIRONMENTAL REPORT … · 2016-07-04 · HSG47 Avoiding danger from underground...
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SUPPLEMENTARY GEOENVIRONMENTAL REPORT
GEOTECHNICAL CATEGORY 1
WHERRY SCHOOL, NORWICH
FOR KIER CONSTRUCTION
DELTA-SIMONS PROJECT NO. 15-1091.02
ISSUED MAY 2016
FINAL
TABLE OF CONTENTS
1.0 INTRODUCTION .................................................................................................. 1 1.1 Authorisation .................................................................................................... 1 1.2 Context & Purpose ........................................................................................... 1 1.3 Scope ............................................................................................................... 3
2.0 INVESTIGATION METHODOLOGY .................................................................... 4 2.1 Desk Study....................................................................................................... 4 2.2 Conceptual Site Model ..................................................................................... 4 2.3 Planning, Setting Out & Services, Presentation ............................................... 5 2.4 Trial Pits ........................................................................................................... 6 2.5 Standpipe Installations ..................................................................................... 6 2.6 Static Cone Penetration Tests ......................................................................... 6 2.7 BRE365 Soakaway Testing ............................................................................. 6 2.8 Chemical Analysis ............................................................................................ 7 2.9 Geotechnical Testing ....................................................................................... 7 2.10 Screening Assessment Criteria ...................................................................... 7
3.0 RESULTS & INTERPRETATION ......................................................................... 8 3.1 Desk Study Summary ...................................................................................... 8 3.2 Fieldworks Interpretation .................................................................................. 9
4.0 LIMITATIONS TO ENVIRONMENTAL ASSESSMENTS ................................... 15
Tables
Table 1 Initial Conceptual Site Model & Risk Assessment
Figures
Figure 1 Site Location Plan Figure 2 Approximate Locations of Investigations
Appendices Appendix I Geoenvironmental Report Appendix II Risk Definitions Appendix III Key to Logs, Field Records & Compliance Certificates Appendix IV CPT Report Appendix V Chemical Analysis Appendix VI Generic Assessment Criteria
FINAL
SUPPLEMENTARY GEOENVIRONMENTAL REPORT
GEOTECHNICAL CATEGORY 1
WHERRY SCHOOL, NORWICH
FOR KIER CONSTRUCTION
DELTA-SIMONS PROJECT NO. 15-1091.02
1.0 INTRODUCTION
1.1 Authorisation
Delta-Simons Environmental Consultants Limited (Delta-Simons) was instructed by
Kier Construction (the “Client”) to carry out a site investigation at the proposed new
Wherry School, Norwich (hereafter referred to as the “Site”), prior to redevelopment
comprising construction of low-rise educational buildings. The civil/structural
consultants for the project were Mott MacDonald (the “Engineer”). The location of this
Site is shown on Figure 1.
1.2 Context & Purpose
At the time of the work, the land concerned had not been identified as requiring
detailed investigation for the purposes of planning associated with either
contaminated or unstable land.
There is an existing Delta-Simons report relating to the project which comprises the
main characterisation for geotechnical and environmental purposes. The existing
report is referenced below and is understood to be submitted as part of the planning
process and in support of discharge of pre-commencement conditions. It is also
presented in Appendix I of this report.
Geo-environmental Report, Geotechnical Category 1, Proposed New
Development Hewett School, Norwich for Mace Group, Delta Simons Project
No. 15-1091.01 - Issued: February 2016.
The existing report contained a review of a third-party desk study report.
The existing reports have been considered by the Client to be not sufficient in detail
for their purposes. As a result a supplementary report was required to address this.
The proposed development layout had changed slightly since the existing report.
The purpose of this investigation was to undertake a supplementary limited appraisal
of the geo-environmental ground conditions and obtain data on chemical and
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geotechnical parameters at the Site for use by the Client considering potential
development planning, design and engineering for construction.
This Report is intended as a Geotechnical Category 1 report in accordance with
British Standard BSEN1997-1:2004 Eurocode 7: Geotechnical Design – Part 1:
General rules, or as part of a preliminary investigation in a Geotechnical Category 2
situation.
The particular targets of the supplementary work were as follows:
Characterisation of contaminants at increased density to existing report;
Assessment of pavements/asphalt for hazardous waste characterisation;
Foundations for low-rise structures;
Suitability for surface water discharge to land via traditional soakaways; and
Pavement design.
The Engineers provided minimum requirements for provision of soakaway and CBR
data.
This Report has been based on a brief review of existing reports together with
fieldworks comprising soil sampling and in-situ geotechnical testing. Selected soil
samples were scheduled for laboratory chemical analysis and geotechnical testing.
The results of the review, and the sampling/testing with the relevant laboratory work
have been presented in the Appendices.
The methods have been described in Section 2.
The interpretation of the results has been presented as a table in Section 3 with, a
conceptual site model (CSM) and initial risk assessment based on the source-
pathway-receptor principle and recommendations for aspects of planning design and
construction.
Using the data in this Report, engineers may be able to design foundations using
methods as described in Building Regulations/Standards, National House Building
Council (NHBC) Standards, Building Research Establishment (BRE) guidance or if
appropriate BS 8103-1:1995 Structural design of low-rise buildings — Part 1: Code of
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practice for stability, site investigation, foundations and ground floor slabs for
housing.
Delta-Simons have also provided further recommendations with respect to the
ground conditions for the assistance of the engineer as designer.
1.3 Scope
The scope of works performed for this Report comprised the following:
Existing report review;
Soil sampling;
In-situ penetration testing;
In-situ permeability testing;
Laboratory testing (chemical analysis);
Contamination assessment; and
Geotechnical assessment.
According to BSEN1997-1, Geotechnical Category 1 (GC1) should only include small
and relatively simple structures for which it is possible to ensure that the fundamental
requirements will be satisfied on the basis of experience and qualitative geotechnical
investigations; - with negligible risk. The designer/engineer is responsible for
checking the Client’s requirements for compliance with the Eurocodes, and GC1.
This Report may exceed the minimum standards by inclusion of quantitative data to
support experience in making recommendations.
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2.0 INVESTIGATION METHODOLOGY
2.1 Desk Study
Guidance on desk study practice and interpretation for contaminated land is provided
in British Standard BS10175:2011 Code of practice for investigation of potentially
contaminated sites, and the Environment Agency (EA) publication CLR11 “Model
Procedures for the management of land contamination”, plus associated documents
including Department of the Environment Industry Profiles.
The Client provided report presents the main desk study and characterisation for the
Site.
Desk study practice for geotechnical aspects is described in British Standard
BS5930:1999+A2:2010 Code of practice for site investigations, and to a limited
extent in British Standard BSEN1997-2:2004 Eurocode 7: Geotechnical Design –
Part 2: Ground investigation and testing. As part of a limited investigation, the full
requirements of a geotechnical desk study may not be completed.
2.2 Conceptual Site Model
A conceptual exposure model represents the relationships between contaminant
sources, pathways and receptors, to support the identification and assessment of
possible pollutant linkages (PPL) - and an assessment of known pollutant linkages,
where identified from existing information.
Where PPLs are identified, a preliminary risk assessment is carried out to assess the
likelihood that each possible linkage exists and to decide whether these pose
potentially unacceptable risks to identified receptors and require further assessment.
Where this linkage is of a form that subsequently leads to land being identified as
‘contaminated land’ under the terms of Part 2A of the Environmental Protection Act
(EPA) 1990, the linkage is termed a significant pollutant linkage.
At the preliminary risk assessment stage, which is usually based upon desk top
information, the decision on whether a PPL poses a potentially unacceptable risk is
based upon professional judgement. The significance of the PPL will also be
determined dependant on the context of the land use and the purpose of the
assessment.
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Assessing risks from land contamination underpins the “suitable for use” approach
adopted for Part 2A of the EPA 1990 regulatory regime and the National Planning
Policy Framework (NPPF), March 2012.
Based on the information obtained from this assessment, a preliminary risk
assessment using the source-pathway-receptor approach has been formulated,
which identifies PPLs at the Site in the context of the proposed end-use. The existing
report is provided in Appendix I
A revised CSM and preliminary risk assessment is presented at the end of Section 3
and it takes into account the relevant new findings of the field and laboratory
outcomes. Appendix II contains risk definitions adopted in this Report.
2.3 Planning, Setting Out & Services, Presentation
Unless otherwise stated, the investigation has been planned on a scope of works
agreed with the Client which is typically based on multiples of one day on-Site with
various drilling and sampling equipment, or a measured amount of drilling and
testing.
Clients are requested to provide all service plans in original form from suppliers so a
services risk assessment can be undertaken as part of a formal Site-specific Health
and Safety Plan. The services risk assessment is based on guidance provided in
HSG47 Avoiding danger from underground services.
Exploratory hole and subsequent sample locations were selected to provide suitable
coverage of the Site, having regard for the likely presence of services and any other
site-specific constraints such as existing structures and finishes. Where applicable,
suspected emissions locations, or geology variations may have been targeted.
Prior to any excavation, a cable detector was used at sampling positions to avoid
electric cables and hand tools were used as though services were located close by.
For this project, cable and service avoidance was provided by a third party specialist
company with electrodetection and ground probing radar who also obtained
coordinates using a global positioning system.
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The locations of the investigations are shown on Figure 2 and the field records are
provided in Appendix III.
2.4 Trial Pits
Trial pits are mentioned in Eurocodes, and the relevant British Standard BSENISO
22475-1:2006 Geotechnical investigation and testing – Sampling methods and
groundwater measurements – Part 1: Technical principles for execution. However,
they are not specifically covered in detail compared to most borehole systems. Block
sampling from trial pits is covered in BSENISO 22475-1:2006, but such sampling has
not been necessary for this project.
In the absence of full Eurocode guidance, trial pits are undertaken generally in
accordance with British Standard BS5930:1999+A2:2010 Code of practice for site
investigations & other relevant publications such as BRE Digest 381 Site
investigation for low-rise building: trial pits.
For this project, trial pitting was achieved by mechanical excavator and by hand
tools.
2.5 Standpipe Installations
No new standpipes were installed.
2.6 Static Cone Penetration Tests
Static cone penetration testing is undertaken generally in accordance with
International Standard ISO/FDIS 22476-1 2012.
Full details of the methodology and the results are contained in the specialist
subcontractor’s report contained in Appendix IV.
2.7 BRE365 Soakaway Testing
Soakaway testing is not covered in Eurocodes. In the absence of such guidance, the
standard methodology is taken from BRE Digest 365 Soakaway design. A trial pit is
excavated with a mechanical excavator to the required depth. A gravel pack is then
installed along with two monitoring pipes. The remaining hole is backfilled with
arisings. The gravel pack is filled with water and the water level measured at suitable
intervals until either sufficiently empty or the time exceeds twenty four hours. The
test is repeated three times, unless instructed otherwise, and the infiltration rate
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calculated following BRE365 methods. The results are presented graphically as
infiltration rate.
2.8 Chemical Analysis
The results of the chemical analysis are presented in Appendix V.
2.9 Geotechnical Testing
No geotechnical testing was undertaken in the laboratory.
2.10 Screening Assessment Criteria
In the absence of a full regulatory set of screening values derived using the new
CLEA Framework, this Report will refer to the following:
The new Soil Guidance Values (SGVs) published by the Environment
Agency;
Former SGVs for which no updated SGV has been published;
The 2009 Chartered Institute of Environmental Health (CIEH)/Land Quality
Management (LQM) Generic Assessment Criteria (GAC);
The 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; and
In house Generic Screening Values (HH-GSVs) and other non UK values
where considered relevant.
These guidance values are presented in Appendix VI.
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3.0 RESULTS & INTERPRETATION
3.1 Desk Study Summary
To avoid unnecessary repetition, a brief desk study summary has been presented. Site Description & Walkover
A walkover was performed to assess the property for the fieldwork, setting out and observation for relevant aspects. No changes were observed in the land condition since the existing report. In brief the Site comprised approximately 1.4 hectare rectangle of school field open space of slightly sloping grass with an asphalt games court in the north-centre area. The main school buildings were located north of the Site, with a modern commercial football pitch facility “Goals” situated to the south. To the west was the A140 Ipswich Road, and to the west was the rest of the school playing fields.
Map Geology & Commentary (British Geological Survey (BGS) 1:50,000 Scale Online Mapping)
The BGS mapping shows the Site is situated on superficial deposits of the Lowestoft Formation (Diamicton). The underlying bedrock geology is Crag Group (Sand and Gravel). Leet Hill Sand and Gravel Member is shown off-Site to the north. Historical small-scale mineral extraction has been recorded off-Site There is no evidence in the mapping researched that the Site has been affected. A low risk of dissolution features was identified.
Topographic Elevation (OS Map)
Approximately 35 to 37 m above Ordnance Datum (m aOD).
Depth to Groundwater (Interpretation from OS Map, Geology)
Assumed to be at least 20 m below the surface.
Key Contaminants and CSM Aspects
The Site does not have a clearly identified significant former industrial land use and there are no related key contaminants. The Site comprised a grass landscaped school field, with an existing playing court with asphalt surfacing. On-Site potential sources of contamination include:
Potential Made Ground below hardstanding; and Unknown demolition including the potential for asbestos
containing material (ACM) in soil. Off-Site potential sources of contamination are considered small, distant or are unlikely to have affected the Site. No significant sources of ground gas have been identified on/off-Site. The Site is on the boundary between a Secondary A/Secondary
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Undifferentiated Aquifer with respect to superficial geology, and Principal Aquifer with respect to the bedrock geology. The Site is within an SPZ; Zone 2. Redevelopment is proposed that will introduce sensitive receptors. The surrounding area was subject to WWII bombing but there was no evidence that the Site area was affected. There is uncertainty because unrecorded potentially contaminative activities could have taken place.
3.2 Fieldworks Interpretation
Scope of Investigation
Hand excavated trial pits – 36 No. (including 15 No. pilot holes prepared for CPT). Mechanical excavator trial pits – 3 No. for soakaway tests. Static cone penetrometer tests – 15 No. Site area – 1.4 ha approximately.
Geology from the Trial Pits
Hand excavated trial pits encountered topsoil and made ground to depths between 0.2 m and 1.2 m depth below existing ground level (typically 0.4 m depth). Made Ground generally comprised topsoil of clay, sand and gravel with fragments of brick. Topsoil was differentiated from Made Ground by appearance and the observed absence of man-made items. Beneath topsoil and made ground, natural brown clay or sand was recorded before each trial pit was terminated. Occasionally the hand auger was used to extend the trial pit below 1.0 m depth. Groundwater was not encountered during field work. The natural soil was considered to be representative of the published geology for the Site and similar to the findings of the existing report.
Static Cone Penetration Test Data
The static cone penetration test data provides a laboratory quality measurement of soil resistance to a constant rate of penetration at 1 cm intervals (a frequency of 100 per metre). The frequent data collection at high quality allows for soil engineering parameters to be derived with a higher degree of confidence than traditional techniques. Furthermore, the soil measurements are made without introducing sampling uncertainty and associated variables. By inspection of the CPT data, the resistance measurements show variable ground conditions of generally stiff clay with medium dense sand layers. Some silts are also reported. The CPTs do also reveal occasional soft conditions in the influence of new traditional foundations. The CPT records are believed to be consistent with the variable geology from superficial deposits of glacial origin.
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The geology identified in the CPTs is considered to be consistent with the existing report and observations in the trial pits.
BRE Digest 365 Results
Three trial pits were selected by the Engineers for construction of trial soakaways and a compliant filling and monitoring cycle was achieved over three days. The results summary is listed below. SA201 – 2.1 x 10-5 m/s SA202 – 1.2 x 10-6 m/s SA203 – 1.5 x 10-6 m/s All the tests were completed to virtually empty in 24 hours, but two of the three were considered to provide poor discharge of water to land (worse than 5 x 10-6 m/s infiltration). The single test that provided good drainage (SA201) was potentially favourably located in a location with a sand layer which could not be expected to be reliably repeated. If a widespread infiltration rate was to be recommended it would be 1 x 10-6 m/s at design stage which could result in very large traditional soakaways to cope with the worst-case scenario. If the soakaways could be biased to more sandy areas in the construction phase and verification tests undertaken then a design value of 5 x 10-6 m/s may be able to be justified. In practice soakage design rate in the best case may be in the order of 2 x 10-5 m/s but that would be difficult to use in design given results elsewhere. Variable infiltration rates may be mitigated by sustainable design strategies like storage, swales and deep borehole soakaways.
Chemical Analysis for Soil
Samples of soil from widespread across the Site were scheduled for the following analytes: CLEA metals suite, TPH (total), speciated PAH (EPA-16) and asbestos screen. No samples were considered to contain concentrations of contaminants that exceeded relevant screening levels for the proposed development. Samples were assessed conservatively against residential land use. Asbestos fibres were not detected in the samples tested. Topsoil analysis was undertaken to the British Standard for potential use as part of the supply chain and recycling. Re-use of topsoil may be required for the project.
Chemical Analysis for Asphalt
Old asphalt may be made with bitumen or coal tar binder. Coal tar asphalt is generally considered to be hazardous waste as detailed in guidance provided by the EA. Bitumen asphalt may be considered for recycling and re-use in construction. The chemical analysis demonstrated the asphalt was bitumen based.
Chemical Analysis for Waste Acceptance Criteria (WAC)
Samples of soil for the supply chain were analysed for the WAC inert part of the guidance. None of the samples tested were found to exceed any of the
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criteria. Geotechnical Testing
California Bearing Ratio (CBR) was requested by Mott MacDonald but suitable samples were not to be collected from the Site. The ground conditions in the supplementary investigation did not provide encouragement that CBR values would be better than the low values achieved in the existing report which were approximately 1 % only.
Foundation Recommendations
The existing report made a recommendation for traditional foundations at a low allowable bearing pressure of 75kN/m2 at a minimum depth of 0.9 m (and below unsuitable materials such as made ground). This recommendation was based on limited investigation information and took into account other factors. The CPTs have been used to demonstrate that the ground conditions are better than was originally indicated, but still do contain areas of weak geology with soft clay and loose sand. The variable conditions are considered to be typical for the glacial deposits in this area and weak zones are possibly exacerbated by the presence of percolating water at a topographical plateau in generally low permeability soil. Taking into account the data from the CPTs, it is recommended that generally at 0.9 m depth an allowable bearing pressure of 125kN/m2 is applicable in firm to stiff clays and medium dense sand for a traditional form of foundation construction. This recommendation is made on the basis that maximum settlements should not exceed 25 mm which is a typical service limit for property of this type. To limit differential settlements further, an allowable bearing pressure of 100kN/m2 may be considered by the designers. In all cases, should obviously loose/soft zones be encountered, foundation depth should be increased to more competent strata. Alternatively, spanning the zone may be recommended if the soft zone is discovered to be deeper than can be economically trenched. If a continuous formation inspection by the engineer could be afforded, then an allowable bearing pressure recommendation of 200kN/m2 may be adopted in stiff clay geology probably at more than 1.5 m depth. Such a recommendation carries a higher risk of delays during construction. Steel reinforcement of foundations is recommended due to the variable resistance in the penetration tests and what may be long brick walls in the construction. Despite there being only a low risk of dissolution features and no evidence of them discovered in the fieldworks, vigilance is required during groundworks for the presence of significant very loose/soft zones or unusual ground conditions. If encountered, these should be reported for further investigation. A formation of fine sand/silt and clay is sensitive to potential degradation through being exposed to weather and water. Unless foundation concrete is to be poured in good time then the contractor may need to consider the use of blinding concrete. Surface water ingress to foundations should be avoided as it may lead to a significant reduction in bearing capacity.
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Ground conditions are in general terms considered suitable for ground bearing floor slabs assuming an engineering treatment to the formation of a suitable sub-base. In this case, ground floor slabs are recommended to be suspended, with a naturally ventilated void and damp proof membrane (DPM) provision. Where the loadings or service performance described is insufficient for the purpose of the engineering design of suitable structures, alternative foundations may be required. Should the recommendations made above not be adoptable by the developer for any reason, then the foundation type may need to be an alternative such as ground improvement or piles. Alternative foundation types should be designed in accordance with specialist contractor’s own proprietary systems and further investigation may be required to establish relevant engineering parameters although that seems unlikely given the extent of existing information. Ground improvement by stone columns would not normally be recommended for the soils at this location due to the presence of stiff clay in the CPTs. However, concrete columns and/or pre-auger techniques may be offered by the specialists. The most effective piled foundation system may be the use of driven pre-cast piles combined possibly with pre-cast ground beams to off-set potential programme advantages against extra materials, plant and labour. Continuous flight auger piles are generally acknowledge to be the most economic form of pile based on linear metre, but mobilisation and pile mat costs can skew the overall budget. Small piling rigs may not require an engineer designed pile working platform.
Pavement Design CBR was approximately 1 %. A design CBR of <1% is recommended subject to formation checks in construction. It may be possible to zone CBR following Site strip and an inspection of the formation. CBR is dependent on the condition of the strata and could be different upon excavation to the formation subject to seasonal conditions. Care is required over plant selection and consideration for the use of a geotextile is recommended. If groundworks are unable to progress, particularly in poor weather, then an effective approach may be to adopt soil stabilisation by a specialist.
Contamination Strategy
The supplementary report has concentrated on three aspects of the contamination as follows:
1. Widespread soil contaminants; and 2. Asphalt binder.
Soil inspection in trial pits did not record widespread presence of materials that were of concern such as asbestos or chemical staining. Soil analysis did not identify contaminants above the criteria.
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The asphalt did not contain coal tar, and the binder was bitumen based. No special precautions are recommended for dealing with the observed soil conditions at the Site. The developer is recommended to be vigilant during groundworks for the occurrence of soil materials different to those identified in the ground investigation. Discovery of other made ground may require further investigation for assessment of contamination and suitability in the development scenario or for recycling and re-use on-Site.
Fresh Water Pipes The local water authority should be contacted at an early stage in order that any abnormal costs can be calculated, if required.
Excavations Trench excavation sides cannot be guaranteed to be stable at this Site, therefore, batters and/or suitable support would be required for excavations. This would also be required where human entry is necessary.
Materials Management
Excavated soils may be suitable for use on-Site or elsewhere subject to suitability for use and any necessary regulator protocols. A materials management plan would help in providing information to the groundworks contractor as to what is expected to be re-cycled in the local supply chain market. Additional testing may be required for optimised off-Site disposal of spoil subject to supply chain demands. It is recommended that the contractor uses a waste management exemption U1 form available from the relevant government web site for re-use of relevant materials in construction up to the various quantity limits.
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Table 1: Initial Conceptual Site Model & Risk Assessment
Source Pathway Receptor Matrix Assessment Justification
Potentially contaminated soils (from identified on-Site sources
and unrecorded on/off-Site sources)
Geology (Vertical migration through permeable deposits
below the Site) Controlled Waters Low Risk
Limited on-Site sources. Overlies a Secondary A and Principal Aquifer and is within a SPZ.
Low permeability soils and a thick unsaturated zone are present.
Direct contact/ingestion and inhalation of dust/fibres and
volatile vapours, oral via plant uptake
Human Health (including groundworkers)
Low Risk Limited potential sources identified.
Direct contact and leaching Property, Buildings and
Structures Low Risk Limited potential sources identified.
Potential ground gas (from unrecorded on/off-Site
sources) Vertical & lateral migration Human Health, Property Very Low Risk No significant on -Site sources identified.
Standard risk definitions and matrices are presented in Appendix II.
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4.0 LIMITATIONS TO ENVIRONMENTAL ASSESSMENTS
This Report does not constitute a full site investigation, flood risk assessment,
invasive plant assessment, waste classification exercise, contamination, geotechnical
or asbestos survey to fulfil any particular specification except where stated explicitly.
Information was obtained, reviewed and evaluated in preparing this Report from
various external sources. Our conclusions, opinions and recommendations are
based upon this information and the information obtained during the walkover, the
Consultant does not warrant the accuracy of the information provided and will not be
responsible for any opinions expressed, or conclusions reached in reliance upon
information which is subsequently proven to be inaccurate.
The recommendations contained in this Report represent our professional opinions.
These opinions were arrived at in accordance with good practice at this time and
location, and as such are not a guarantee that the Site is free of hazardous or
potentially hazardous materials or conditions.
This Report was prepared for the sole and exclusive use of the Client and for the
specific purpose instructed as defined in Section 1 of this Report. Nothing contained
in this Report shall be construed to give any rights or benefits to anyone other than
ourselves and the Client, and all duties and responsibilities undertaken are for the
sole and exclusive benefit of the Client and not for the benefit of any other party. In
particular, this Report should not be disseminated to anyone other than the Client or
to be used or relied upon by anyone other than the Client. Use of the Report by any
other person is unauthorised and such use is at the sole risk of the user. Anyone
using or relying upon this Report, other than the Client, agrees by virtue of its use to
indemnify and hold harmless the authors from and against all claims, losses and
damages (of whatsoever nature and howsoever or whensoever arising), arising out
of or resulting from the performance of the work by the Consultant.
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This Report was prepared by:
_____________________ 03/05/16
Malcolm Tolley Date
Geoenvironmental Engineer
This Report was reviewed by:
______________________ 03/05/16
Tim Wheeler Date
Project Manager
This Report was authorised by:
______________________ 03/05/16
James Harrison Date
Technical Director
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Appendix I
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TA
BL
E O
F C
ON
TE
NT
S
1.0
IN
TR
OD
UC
TIO
N ..
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. 1
1.1
A
utho
risa
tion
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.. 1
1
.2
Con
text
& P
urpo
se ..
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... 1
1
.3
Sco
pe ..
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... 2
2
.0
INV
ES
TIG
AT
ION
ME
TH
OD
OLO
GY
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.. 4
2
.1
Des
k S
tudy
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. 4
2.2
C
once
ptu
al S
ite M
odel
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... 4
2.
3
Pla
nnin
g, S
ettin
g O
ut &
Ser
vice
s, P
rese
ntat
ion
....
....
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....
....
....
....
....
....
....
.. 5
2.
4
Dyn
amic
Sam
pler
Bor
eh
ole
s ..
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6
2.5
S
tand
pipe
In
sta
llatio
ns ..
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. 7
2.6
D
ynam
ic P
enet
ratio
n T
est
s ..
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.. 7
2.
7
Sta
ndar
d P
enet
ratio
n T
est
s ..
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.. 7
2
.8
Bor
ehol
e F
alli
ng H
ead
Te
st ..
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....
.. 7
2.
9
Mon
itorin
g G
roun
dwat
er
& G
roun
d G
as
....
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....
....
....
....
....
....
. 7
2.1
0
Che
mic
al A
naly
sis
....
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8
2.1
1 G
eot
ech
nica
l Te
stin
g ..
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.. 8
2.
12
Scr
eeni
ng A
sses
sme
nt C
riter
ia ..
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....
.. 8
3
.0
RE
SU
LT
S &
INT
ER
PR
ET
AT
ION
....
....
....
....
....
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....
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....
....
....
....
....
....
....
....
. 10
3.1
D
esk
Stu
dy ..
....
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....
....
....
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....
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....
....
....
....
. 10
3.2
F
ield
wor
ks I
nter
pre
tatio
n ..
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12
4.0
LI
MIT
AT
ION
S T
O E
NV
IRO
NM
EN
TA
L A
SS
ES
SM
EN
TS
....
....
....
....
....
....
....
....
. 18
T
ab
les
T
able
1
Initi
al C
once
ptua
l Site
Mod
el &
Ris
k A
sses
smen
t
F
igu
res
F
igur
e 1
S
ite L
ocat
ion
Pla
n F
igur
e 2
R
elev
ant
Fea
ture
s P
lan
Fig
ure
3
App
roxi
mat
e Lo
catio
ns o
f B
oreh
ole
s an
d P
enet
ratio
n T
estin
g
Ap
pen
dic
es
A
ppen
dix
I
Ris
k D
efin
ition
s A
ppen
dix
II
Key
to
Log
s, F
ield
Rec
ords
& C
ompl
ianc
e C
ertif
icat
es
App
endi
x II
I M
onito
ring
Rec
ords
A
ppen
dix
IV
C
hem
ical
Ana
lysi
s A
ppen
dix
V
G
eote
chni
cal T
estin
g
App
endi
x V
I G
ener
ic A
sses
smen
t Crit
eria
FIN
AL
GE
OE
NV
IRO
NM
EN
TA
L R
EP
OR
T
GE
OT
EC
HN
ICA
L C
AT
EG
OR
Y 1
PR
OP
OS
ED
NE
W D
EV
EL
OP
ME
NT
HE
WE
TT
SC
HO
OL
, N
OR
WIC
H
FO
R M
AC
E G
RO
UP
DE
LT
A-S
IMO
NS
PR
OJE
CT
NO
. 15-1
091.0
1
1.0
IN
TR
OD
UC
TIO
N
1.1
A
uth
ori
sati
on
Del
ta-S
imon
s E
nviro
nmen
tal
Con
sulta
nts
Lim
ited
(D
elta
-Sim
ons
) w
as i
nstr
ucte
d by
Mac
e G
roup
(th
e C
lient
/Eng
inee
r) t
o ca
rry
out
a si
te i
nve
stig
atio
n at
the
He
wet
t
Sch
ool,
Nor
wic
h (h
erea
fter
refe
rred
to a
s th
e “S
ite”)
, pr
ior
to d
evel
opm
ent
if a
new
sch
ool b
uild
ing
. T
he
loca
tion
of t
his
Site
is s
how
n on
Fig
ure
1.
1.2
C
on
text
& P
urp
ose
The
re i
s an
exi
stin
g t
hird
par
ty r
epor
t (E
PS
, G
eo-E
nviro
nme
nta
l D
esk
Stu
dy R
epor
t
ref.
: U
K15
.206
0,
date
d D
ecem
ber
2
015)
an
d U
XO
re
port
(M
AC
C
Inte
rnat
iona
l
Lim
ited,
Pro
ject
Num
ber
4172
) fo
r th
e S
ite,
whi
ch s
houl
d be
rea
d in
con
junc
tion
with
this
Rep
ort.
A b
rief
revi
ew o
f th
e E
PS
rep
ort h
as b
een
incl
uded
in s
ectio
n 3.
1.
At
the
time
of t
he w
ork,
the
lan
d co
ncer
ned
had
not
been
ide
ntifi
ed a
s re
qui
ring
deta
iled
inve
stig
atio
n fo
r th
e pu
rpos
es
of
plan
ning
as
soci
ated
w
ith
eith
er
cont
amin
ated
or
unst
able
land
.
Thi
s R
epor
t ha
s be
en u
nder
take
n g
ener
ally
in
acc
orda
nce
with
Brit
ish
Sta
ndar
d B
S
5930
:199
9+A
2:20
10 C
ode
of p
ract
ice
for
site
inv
estig
atio
ns,
and
is
inte
nded
as
a
Geo
tech
nica
l C
ateg
ory
1 re
port
in
acco
rdan
ce w
ith
Brit
ish
Sta
ndar
d B
SE
N19
97-
1:20
04 E
uroc
ode
7: G
eote
chni
cal
Des
ign
– P
art
1: G
ener
al r
ules
, or
as
part
of
a
prel
imin
ary
inve
stig
atio
n in
a G
eote
chni
cal C
ateg
ory
2 si
tuat
ion.
The
pur
pose
of
this
inv
est
igat
ion
was
to
unde
rtak
e an
ini
tial
limite
d ap
prai
sal
of t
he
geo
-env
ironm
enta
l gr
ound
con
ditio
ns a
nd o
btai
n da
ta o
n ch
emic
al a
nd g
eote
chni
cal
para
met
ers
at
the
Site
fo
r us
e by
th
e C
lient
co
nsid
erin
g
pote
ntia
l de
velo
pmen
t
plan
ning
, de
sig
n an
d en
gin
eerin
g fo
r co
nstr
uctio
n.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
2
FIN
AL
Thi
s R
epor
t ha
s be
en b
ased
on
a br
ief
desk
stu
dy r
evie
w t
oget
her
with
fie
ldw
orks
com
pris
ing
soi
l sa
mpl
ing
and
in-
situ
geo
tech
nica
l te
stin
g.
Sel
ecte
d so
il sa
mpl
es
wer
e sc
hedu
led
for
labo
rato
ry c
hem
ical
ana
lysi
s an
d ge
otec
hnic
al t
estin
g. M
onito
ring
was
car
ried
out
on
the
Site
for
wat
er le
vels
and
con
cent
ratio
ns o
f ha
zard
ous
grou
nd
gas
.
The
res
ults
of
the
sam
plin
g w
ith t
he r
elev
ant
labo
rato
ry w
ork
have
bee
n pr
esen
ted
in
the
App
endi
ces.
The
met
hods
of t
he f
ield
wor
ks h
ave
been
des
crib
ed in
Sec
tion
2.
The
inte
rpre
tatio
n of
the
res
ults
has
bee
n pr
esen
ted
as a
tab
le in
Sec
tion
3 w
ith d
esk
stud
y, a
con
cept
ual
site
mod
el (
CS
M)
and
initi
al r
isk
asse
ssm
ent
base
d on
the
sour
ce-p
athw
ay-r
ecep
tor
prin
cipl
e an
d re
com
men
datio
ns
for
aspe
cts
of
plan
ning
desi
gn
and
cons
truc
tion.
Fou
ndat
ion
desi
gn
may
be
unde
rtak
en b
y en
gin
eers
usi
ng m
etho
ds a
s de
scrib
ed
in
Bui
ldin
g R
egul
atio
ns/S
tand
ards
, N
atio
nal H
ouse
Bui
ldin
g C
ounc
il (N
HB
C)
Sta
ndar
ds,
Bui
ldin
g R
esea
rch
Est
ablis
hmen
t (B
RE
) g
uida
nce
or i
f ap
prop
riate
Brit
ish
Sta
ndar
d
BS
810
3-1:
1995
Str
uctu
ral d
esig
n of
low
-ris
e bu
ildin
gs
— P
art
1: C
ode
of p
ract
ice
for
stab
ility
, si
te i
nves
tigat
ion,
fou
ndat
ions
and
gro
und
floor
sla
bs f
or h
ousi
ng.
Del
ta-
Sim
ons
has
also
pr
ovid
ed
furt
her
reco
mm
enda
tions
w
ith
resp
ect
to
the
grou
nd
cond
ition
s fo
r th
e as
sist
ance
of
the
eng
inee
r as
des
igne
r ba
sed
on l
ocal
kno
wle
dge
and
expe
rienc
e of
pas
t pro
ject
s in
the
reg
ion.
1.3
S
co
pe
The
sco
pe o
f w
orks
per
form
ed f
or t
his
Rep
ort
has
been
des
igne
d in
con
junc
tion
with
the
Clie
nt/E
ngin
eer
and
com
pris
ed t
he f
ollo
win
g:
R
evie
w o
f th
ird-p
arty
des
k st
udy;
S
oil s
ampl
ing
;
In
-situ
pen
etra
tion
test
ing;
In
-situ
per
mea
bilit
y te
stin
g;
La
bora
tory
tes
ting;
G
roun
d ga
s m
onito
ring;
C
onta
min
atio
n as
sess
men
t; an
d
G
eote
chni
cal a
sses
smen
t.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew
Dev
elo
pmen
t at H
ewe
tt S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Num
ber
15-1
091.
01
P
age
3
FIN
AL
Acc
ordi
ng t
o B
SE
N 1
997
-1,
Geo
tech
nica
l C
ateg
ory
1 (G
C1)
sho
uld
only
inc
lude
smal
l an
d re
lativ
ely
sim
ple
stru
ctur
es f
or w
hich
it
is p
ossi
ble
to
ensu
re t
hat
the
fund
amen
tal r
equi
rem
ents
will
be
sat
isfie
d on
the
bas
is o
f ex
perie
nce
and
qua
litat
ive
geo
tech
nica
l in
vest
igat
ions
; -
with
ne
glig
ible
ris
k.
The
de
sig
ner/
eng
inee
r is
resp
onsi
ble
for
chec
king
th
e C
lient
’s
requ
irem
ents
fo
r co
mpl
ianc
e w
ith
the
Eur
ocod
es, a
nd G
C1.
Thi
s R
epor
t m
ay e
xcee
d th
e m
inim
um s
tand
ards
by
incl
usio
n of
som
e q
uant
itativ
e
data
to s
uppo
rt lo
cal k
now
ledg
e an
d ex
perie
nce
in m
akin
g re
com
men
datio
ns.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
4
FIN
AL
2.0
IN
VE
ST
IGA
TIO
N M
ET
HO
DO
LO
GY
2.1
D
esk S
tud
y
Gui
danc
e on
des
k st
udy
prac
tice
and
inte
rpre
tatio
n fo
r co
ntam
inat
ed la
nd is
pro
vide
d
in B
ritis
h S
tand
ard
BS
1017
5:20
11 C
ode
of p
ract
ice
for
inve
stig
atio
n of
pot
entia
lly
cont
amin
ated
si
tes,
an
d th
e E
nviro
nmen
t A
genc
y pu
blic
atio
n C
LR11
“M
odel
Pro
cedu
res
for
the
ma
nag
eme
nt o
f lan
d co
ntam
inat
ion”
, pl
us a
ssoc
iate
d do
cum
ents
incl
udin
g D
epar
tmen
t of
the
Env
ironm
ent
Indu
stry
Pro
files
. A
s th
e S
ite h
as n
ot b
een
iden
tifie
d as
pot
entia
lly c
onta
min
ated
, th
e fu
ll ris
k as
sess
men
t pr
oces
s m
ay n
ot h
ave
been
und
erta
ken
at th
is s
tag
e.
Des
k st
udy
prac
tice
for
geo
tech
nica
l as
pect
s is
des
crib
ed i
n B
S59
30:1
999+
A2:
2010
and
to
a lim
ited
exte
nt
in
Brit
ish
Sta
ndar
d B
SE
N19
97-2
:200
4 E
uroc
ode
7:
Geo
tech
nica
l D
esig
n –
Par
t 2:
Gro
und
inve
stig
atio
n an
d te
stin
g.
As
part
of
a lim
ited
inve
stig
atio
n,
the
full
req
uire
men
ts
of
a g
eote
chni
cal
desk
st
udy
may
no
t be
com
plet
ed.
The
des
k st
udy
repo
rt i
s in
tend
ed t
o co
mp
ly w
ith N
atio
nal
Hou
se-B
uild
ing
Cou
ncil
(NH
BC
) S
tand
ards
Cha
pter
4.1
'La
nd q
ualit
y -
man
agin
g g
roun
d co
nditi
ons'
, an
d
min
imum
req
uire
men
ts fo
r lo
cal p
lann
ing
auth
oriti
es (
LPA
s) fo
r lo
w r
isk
proj
ects
.
Bas
ic r
isk
asse
ssm
ent
in g
eote
chni
cs a
nd c
onta
min
atio
n is
pro
vide
d by
the
thi
rd
part
y re
port
.
A
wal
kove
r ha
s be
en
cond
ucte
d by
an
e
xper
ienc
ed
scie
ntis
t or
eng
inee
r to
a s
tand
ard
met
hodo
log
y an
d w
here
app
ropr
iate
rel
evan
t fe
atur
es h
ave
been
mar
ked
on F
igur
e 2.
2.2
C
on
cep
tual S
ite M
od
el
A c
once
ptua
l ex
posu
re m
odel
rep
rese
nts
the
rela
tions
hips
bet
wee
n co
ntam
inan
t
sour
ces,
pat
hway
s an
d re
cept
ors,
to
supp
ort
the
iden
tific
atio
n an
d as
sess
men
t of
poss
ible
pol
luta
nt l
inka
ges
(PP
L) -
and
an
asse
ssm
ent
of k
now
n po
lluta
nt l
inka
ges
,
whe
re id
entif
ied
from
exi
stin
g in
form
atio
n.
Whe
re P
PLs
are
iden
tifie
d, a
pre
limin
ary
risk
asse
ssm
ent
is c
arrie
d ou
t to
ass
ess
the
likel
ihoo
d th
at
each
po
ssib
le
linka
ge
exis
ts
and
to
de
cide
w
heth
er
thes
e po
se
pote
ntia
lly u
nacc
epta
ble
risks
to
iden
tifie
d re
cept
ors
and
req
uire
fur
ther
ass
essm
ent.
Whe
re t
his
linka
ge
is o
f a
form
tha
t su
bseq
uent
ly l
eads
to
land
bei
ng i
dent
ified
as
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew
Dev
elo
pmen
t at H
ewe
tt S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Num
ber
15-1
091.
01
P
age
5
FIN
AL
‘con
tam
inat
ed la
nd’ u
nder
the
term
s of
Par
t 2A
of th
e E
nviro
nmen
tal
Pro
tect
ion
Act
1990
, the
link
age
is t
erm
ed a
sig
nific
ant p
ollu
tant
link
age
.
At
the
prel
imin
ary
risk
asse
ssm
ent
stag
e, w
hich
is
usua
lly b
ased
upo
n de
sk t
op
info
rmat
ion,
the
dec
isio
n on
whe
ther
a P
PL
pose
s a
pote
ntia
lly u
nacc
epta
ble
risk
is
base
d up
on
prof
essi
onal
ju
dgem
ent.
T
he
sign
ifica
nce
of
the
PP
L w
ill
als
o be
dete
rmin
ed
depe
ndan
t on
th
e co
ntex
t of
th
e la
nd
use
and
the
purp
ose
of
the
asse
ssm
ent.
Ass
essi
ng r
isks
fro
m la
nd c
onta
min
atio
n un
derp
ins
the
“sui
tabl
e fo
r us
e” a
ppro
ach
adop
ted
for
Par
t 2A
of
the
Env
ironm
enta
l Pro
tect
ion
Act
199
0 re
gul
ator
y re
gim
e an
d
the
Nat
iona
l Pla
nnin
g P
olic
y F
ram
ewor
k (N
PP
F),
Mar
ch 2
012.
Bas
ed
on
the
info
rmat
ion
obta
ined
fr
om
this
as
sess
men
t, a
prel
imin
ary
risk
asse
ssm
ent
usin
g
the
sour
ce-p
athw
ay-r
ecep
tor
appr
oach
ha
s be
en
form
ulat
ed,
wh
ich
iden
tifie
s P
PLs
at t
he S
ite in
the
cont
ext
of th
e pr
opos
ed e
nd-u
se.
A C
SM
and
pre
limin
ary
risk
asse
ssm
ent
is p
rese
nted
at
the
end
of S
ectio
n 3
and
it
take
s in
to
acco
unt
the
rele
vant
fin
ding
s of
th
e fie
ld
and
labo
rato
ry
out
com
es.
App
endi
x I
cont
ains
ris
k de
finiti
ons.
2.3
P
lan
nin
g,
Se
ttin
g O
ut
& S
erv
ice
s, P
res
en
tati
on
Unl
ess
othe
rwis
e st
ated
, th
e in
vest
igat
ion
has
been
pla
nned
on
a sc
ope
of w
orks
agre
ed w
ith t
he C
lient
whi
ch i
s ty
pica
lly b
ased
on
mul
tiple
s of
one
day
on
-Site
with
vario
us
drill
ing
an
d sa
mpl
ing
eq
uipm
ent,
or
a
mea
sure
d am
ount
of
dr
illin
g
and
test
ing
.
Clie
nts
are
req
uest
ed t
o pr
ovid
e al
l ser
vice
pla
ns in
orig
inal
for
m f
rom
sup
plie
rs s
o a
serv
ices
ris
k as
sess
men
t ca
n be
und
erta
ken
as p
art
of a
for
mal
Site
-spe
cific
Hea
lth
and
Saf
ety
Pla
n. T
he s
ervi
ces
risk
asse
ssm
ent
is b
ased
on
gui
danc
e pr
ovid
ed i
n
HS
G47
Avo
idin
g d
ang
er fr
om u
nder
gro
und
serv
ices
.
Exp
lora
tory
hol
e an
d su
bseq
uent
sam
ple
loca
tions
wer
e se
lect
ed t
o pr
ovid
e su
itabl
e
cove
rag
e of
the
Site
, ha
ving
reg
ard
for
the
likel
y pr
esen
ce o
f se
rvic
es a
nd
any
othe
r
Site
-spe
cific
con
stra
ints
suc
h as
exi
stin
g s
truc
ture
s an
d fin
ishe
s. W
here
app
licab
le,
susp
ecte
d em
issi
ons
loca
tions
, or
geo
log
y va
riatio
ns m
ay h
ave
been
targ
eted
.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
6
FIN
AL
Prio
r to
any
exc
ava
tion,
spe
cial
ist
utili
ties
and
une
xplo
ded
ord
nanc
e cl
ear
ance
was
com
plet
ed a
t th
e lo
catio
ns o
f th
e in
trus
ive
hole
s.
In a
dditi
on,
a ca
ble
dete
ctor
was
used
at
sam
plin
g p
ositi
ons
to a
void
ele
ctri
c ca
bles
and
han
d to
ols
we
re u
sed
as
thou
gh
serv
ices
wer
e lo
cate
d cl
ose
by.
The
loc
atio
ns o
f th
e in
vest
igat
ions
are
sho
wn
on F
igur
e 3
and
the
field
rec
ords
are
prov
ided
in A
ppen
dix
II.
2.4
D
yn
am
ic S
am
ple
r B
ore
ho
les
Dyn
amic
sam
pler
bor
ehol
e sy
stem
s ar
e no
t ex
plic
itly
desc
ribed
in
Eur
ocod
es,
or i
n
the
rele
vant
Brit
ish
Sta
ndar
d B
SE
NIS
O 2
2475
-1:2
006
Geo
tech
nica
l inv
estig
atio
n an
d
test
ing
– S
ampl
ing
met
hods
and
gro
undw
ater
mea
sure
men
ts –
Par
t 1:
Tec
hnic
al
prin
cipl
es f
or e
xecu
tion.
The
dyn
amic
sam
pler
sys
tem
com
pris
es a
ser
ies
of v
aryi
ng d
iam
eter
met
al t
ubes
of
1 m
or
2 m
len
gth,
wh
ich
allo
ws
a lin
er t
o be
ins
erte
d. T
he t
ubes
are
driv
en i
nto
the
gro
und
usin
g a
per
cuss
ive
wei
ght
fal
ling
thro
ugh
a st
anda
rd d
rop
onto
an
anvi
l
atta
ched
to
solid
rod
s, a
nd w
ithdr
awn
by
use
of a
hyd
raul
ic ja
ck.
The
soi
l is
push
ed
into
the
tub
e/lin
er d
urin
g t
he d
rivin
g,
and
sam
ples
are
rec
over
ed fr
om th
e tu
be o
nce
it
has
been
spl
it fo
r de
scrip
tion
. A
ltern
ativ
ely,
lin
ers
are
omitt
ed a
nd t
he m
etal
tub
es
have
slo
ts o
r w
indo
ws
cut
into
the
sid
es w
here
sam
ples
can
be
take
n di
rect
ly b
y
hand
.
The
line
r m
etho
d po
tent
ially
off
ers
a lo
wer
deg
ree
of s
ampl
e di
stur
banc
e.
The
sys
tem
can
ach
ieve
typ
ical
dep
ths
of a
roun
d 3
m t
o 5
m i
n fa
vour
able
soi
l
cond
ition
s.
The
sys
tem
is li
mite
d by
coa
rse
gra
vel o
r ot
her
larg
e fr
agm
ents
, an
d al
so
in w
et s
ands
whe
re t
he h
ole
colla
pse
s. S
ome
casi
ng s
yste
ms
exis
t.
The
det
ails
of
the
gro
und
cond
ition
s en
coun
tere
d ar
e pr
esen
ted
on t
he r
elev
ant
field
reco
rd s
heet
s, w
hich
als
o de
tail
the
type
and
dep
ths
of s
ampl
es t
aken
and
the
res
ults
of a
ny i
n-s
itu t
ests
. O
ther
rel
evan
t in
form
atio
n m
ay a
lso
be r
ecor
ded
incl
udin
g
gro
undw
ater
leve
ls a
nd d
etai
ls o
f any
sta
ndpi
pe in
stal
latio
ns.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew
Dev
elo
pmen
t at H
ewe
tt S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Num
ber
15-1
091.
01
P
age
7
FIN
AL
2.5
S
tan
dp
ipe I
nsta
lla
tio
ns
Thr
ee o
f th
e dy
nam
ic s
ampl
er b
oreh
oles
hav
e be
en f
itted
with
a g
as/
wat
er
mo
nito
ring
stan
dpip
e of
50
mm
inte
rnal
dia
met
er U
PV
C s
lotte
d an
d pl
ain
casi
ng t
o th
e re
qui
red
dept
h as
app
ropr
iate
, ca
pped
by
a g
as t
ap b
ung
and
cove
r g
ener
ally
in
acco
rdan
ce
with
BS
EN
ISO
224
75-1
:200
6 fo
r an
ope
n st
andp
ipe
. T
he lo
catio
ns
of t
he m
onito
ring
inst
alla
tions
are
sho
wn
on F
igur
e 3.
2.6
D
yn
am
ic P
en
etr
ati
on
Te
sts
Dyn
amic
pen
etra
tion
test
ing
is
unde
rtak
en g
ener
ally
in
acco
rdan
ce w
ith B
S E
N I
SO
2247
6-2:
2005
+A
1:20
11 G
eote
chni
cal i
nves
tigat
ion
and
test
ing.
Fie
ld t
estin
g D
ynam
ic
prob
ing.
2.7
S
tan
dard
Pen
etr
ati
on
Tests
Sta
ndar
d pe
netr
atio
n te
stin
g i
s un
dert
aken
gen
eral
ly i
n ac
cord
ance
with
BS
EN
IS
O
2247
6-3:
2005
+A
1:20
11
Geo
tech
nica
l in
vest
igat
ion
and
test
ing
. F
ield
te
stin
g
Sta
ndar
d pe
netr
atio
n te
st.
2.8
B
ore
ho
le F
allin
g H
ead
Test
A
bore
hole
fa
lling
he
ad
test
in
volv
es
fillin
g
a sh
allo
w
dept
h dy
nam
ic
sam
pler
bore
hole
with
wat
er.
The
dep
th t
o th
e w
ater
lev
el i
n th
e ho
le i
s re
cord
ed u
sing
an
elec
tron
ic d
ip m
eter
at
reg
ular
int
erva
ls u
ntil
the
wat
er h
as d
issi
pate
d, o
r ov
er a
suita
ble
perio
d of
ty
pica
lly
60
min
utes
.
The
re
sults
ar
e us
ed
to
dete
rmin
e an
appr
oxim
ate
soil
perm
eabi
lity
in
acco
rdan
ce
with
a
met
hod
deriv
ed
from
BS
5930
:199
9+A
2:20
10.
Thi
s m
etho
d of
tes
ting
sho
uld
only
be
cons
ider
ed
to g
ive
an
indi
catio
n of
th
e po
tent
ial
suita
bilit
y of
us
ing
co
nven
tiona
l so
akaw
ays
and
may
req
uire
co
nfirm
atio
n of
des
ign
par
amet
ers
thro
ugh
othe
r te
chni
ques
.
2.9
M
on
ito
rin
g G
rou
nd
wa
ter
& G
rou
nd
Ga
s
Gro
undw
ater
mon
itorin
g is
un
dert
aken
usi
ng a
n el
ectr
onic
dip
met
er,
whi
ch r
ecor
ds
the
dept
h to
wat
er in
a s
tand
pipe
.
Gro
und
gas
com
posi
tion
and
flow
mon
itorin
g i
s un
dert
aken
whe
re s
tand
pipe
s ha
ve
been
ins
talle
d.
Bot
h flo
w (
litre
s pe
r ho
ur)
and
com
posi
tion
(%)
are
mea
sure
d us
ing
an in
fra-
red
gas
mon
itor,
cal
ibra
ted
for
met
hane
, ca
rbon
dio
xide
& o
xyg
en.
Rec
ords
are
also
tak
en o
f at
mos
pher
ic p
ress
ure.
The
mon
itorin
g f
ield
rec
ords
are
pre
sent
ed in
App
endi
x II
I.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
8
FIN
AL
2.1
0 C
hem
ical
An
aly
sis
The
res
ults
of t
he c
hem
ical
ana
lysi
s ar
e pr
esen
ted
in A
ppen
dix
IV.
2.1
1 G
eo
tech
nic
al T
esti
ng
The
res
ults
of t
he g
eote
chni
cal t
estin
g a
re p
rese
nted
in A
ppen
dix
V.
2.1
2 S
cre
en
ing
Asses
sm
en
t C
rite
ria
In t
he a
bsen
ce o
f a
com
plet
e re
gul
ator
y se
t of
scr
eeni
ng v
alue
s de
rived
usi
ng t
he
Con
tam
inat
ed L
and
Exp
osur
e A
sses
smen
t (C
LEA
) F
ram
ewor
k, D
elta
-Sim
ons
will
refe
r to
the
follo
win
g:
T
he S
oil G
uida
nce
Val
ues
(SG
Vs)
pub
lishe
d by
the
Env
ironm
ent
Ag
ency
;
C
ateg
ory
4 S
cree
ning
Lev
els
(C4S
Ls)
publ
ishe
d by
Def
ra;
S
uita
ble
for
Use
Le
vels
fo
r H
uman
H
ealth
R
isk
Ass
essm
ent
(S4U
Ls)
publ
ishe
d by
La
nd
Qua
lity
Man
agem
en
t (L
QM
)/C
hart
ere
d In
stitu
te
of
Env
ironm
ent
al H
ealth
(C
IEH
);
T
he g
uida
nce
valu
es p
rodu
ced
by t
he E
nvi
ronm
enta
l In
dust
ries
Com
mis
sion
(EIC
),
the
Ass
ocia
tion
of
Geo
tech
nica
l an
d G
eoen
viro
nmen
tal
Spe
cial
ists
(AG
S)
and
Con
tam
inat
ed L
and:
App
licat
ion
in R
eal
Env
ironm
ents
(C
L:A
IRE
)
in D
ecem
ber
2009
; and
In
hou
se G
ener
ic S
cree
ning
Val
ues
(HH
-GS
Vs)
der
ived
by
De
lta-S
imon
s an
d
othe
r no
n U
K v
alue
s w
here
con
side
red
rele
vant
.
Del
ta-S
imon
s ad
opte
d H
uman
Hea
lth G
ener
ic A
sses
smen
t C
riter
ia f
or a
com
mer
cial
end-
use
are
pres
ente
d in
App
endi
x V
I.
The
Del
ta-S
imon
s m
etho
dolo
gy
for
soil
scre
enin
g a
sses
smen
t co
mpr
ises
co
mpa
rison
of l
imite
d ch
emic
al a
naly
sis
resu
lts w
ith t
he
crite
ria f
or t
he m
ost
sens
itive
pla
usib
le
end-
use
scen
ario
in th
e pr
opos
ed s
chem
e.
Exc
eeda
nce
of c
riter
ia in
dica
tes
that
ris
k ab
ove
“min
imal
” le
vel m
ay e
xist
in a
wor
st-
case
sce
nario
acr
oss
the
who
le s
ite.
The
pre
caut
iona
ry p
rinci
ple
is a
pplie
d w
ith
resp
ect
to
prot
ectio
n of
hu
man
he
alth
re
com
men
ding
; fu
rthe
r ris
k as
sess
men
t
(incr
ease
d ch
arac
teris
atio
n in
clud
ing
ext
ents
/zon
es),
or
site
-wid
e re
med
iatio
n.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew
Dev
elo
pmen
t at H
ewe
tt S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Num
ber
15-1
091.
01
P
age
9
FIN
AL
Crit
eria
suc
h as
C4S
Ls m
ay b
e us
ed t
o de
scrib
e si
tes
with
a “
low
” le
vel o
f ris
k th
at
coul
d be
con
side
red
acce
ptab
le i
n a
spec
ific
deve
lopm
ent
scen
ario
fol
low
ing
fur
ther
asse
ssm
ent.
Rem
edia
tion
is
likel
y to
be
re
com
men
ded
whe
re
C4S
L cr
iteria
is
exce
eded
.
If n
o cr
iteri
a ex
ceed
ance
is
obse
rved
, th
e R
epor
t m
ay s
till
reco
mm
end
furt
her
risk
asse
ssm
ent,
or r
emed
iatio
n du
e to
unc
erta
inty
ove
r fu
ll ch
arac
teris
atio
n of
the
Site
.
Pos
t-re
port
ac
tion
shou
ld
be
Site
-spe
cific
and
bas
ed o
n a
Clie
nt’s
res
ourc
e/ris
k
prof
ile in
und
erta
king
dev
elop
men
ts in
acc
orda
nce
with
any
reg
ulat
or r
equi
rem
ents
.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
10
FIN
AL
3.0
R
ES
UL
TS
& I
NT
ER
PR
ET
AT
ION
3.1
D
esk S
tud
y
Sit
e D
esc
rip
tio
n &
W
alk
ov
er
(Rec
onna
issa
nce,
In
tern
et A
ir P
hoto
gra
phy)
The
Site
com
pris
ed a
n irr
egu
lar
shap
ed p
arce
l of
la
nd m
easu
ring
appr
oxim
atel
y 85
m b
y 14
7 m
(at
its
gre
ates
t ex
tent
s) l
ocat
ed o
n
the
He
wet
t S
cho
ol S
ite,
off
Cec
il R
oad,
Nor
wic
h;
appr
oxim
ate
ly 1
.9
km s
outh
of
the
cent
re o
f N
orw
ich,
Nor
folk
. A
w
alko
ver
was
un
dert
aken
on
6th
Ja
nuar
y 20
16.
The
re
leva
nt
feat
ures
ide
ntifi
ed
duri
ng t
he w
alk
over
are
sho
wn
in F
igur
e 2
and
are
desc
ribed
bel
ow
. T
he
Site
co
mpr
ised
a
gras
s la
ndsc
aped
sc
hoo
l fie
ld,
with
an
ex
istin
g p
layi
ng
cour
t w
ith a
spha
lt su
rfac
ing.
T
he S
ite
was
bou
nde
d b
y a
met
al s
ecur
ity f
ence
to
the
sou
th,
hedg
ero
w t
o th
e e
ast
and
mat
ure
and
sem
i m
atur
e tr
ees
to t
he
wes
t. T
he n
orth
of
the
Site
was
ope
n to
the
sur
rou
ndin
g sc
hool
bu
ildin
gs.
The
adj
acen
t sc
hoo
l b
uild
ings
wer
e lo
w r
ise,
and
of
a m
ixtu
re o
f br
ick
and
woo
den
clad
ding
con
stru
ctio
n.
The
re w
ere
no b
uild
ings
on
-Site
. T
he S
ite w
as g
ener
ally
fla
t in
acc
orda
nce
with
the
surr
ound
ing
are
a.
Bel
ow
gro
und
serv
ices
are
kno
wn
to c
ross
the
Site
.
The
sur
roun
ding
are
a co
mpr
ised
sch
ool
bu
ildin
gs a
nd
field
to
th
e
nort
h a
nd
wes
t, fo
otba
ll pi
tche
s to
th
e so
uth
, a
nd
resi
den
tial
prop
ertie
s to
the
eas
t.
No
evid
enc
e w
as
obs
erve
d of
po
tent
ial
cont
amin
atio
n fr
om
fuel
ta
nks,
ha
zard
ous
mat
eria
l sto
res,
soi
l sto
ckpi
les
or in
vasi
ve p
lant
s.
Onl
ine
aer
ial
imag
ery
sho
ws
the
Site
as
unch
ang
ed
fro
m 1
999
to
the
pres
ent
da
y.
Ma
p G
eo
log
y &
C
om
me
nta
ry (
Brit
ish
G
eolo
gica
l Sur
vey
(BG
S)
1:50
,000
S
cale
Ma
ppin
g)
The
BG
S m
appi
ng s
ho
ws
the
Site
is s
ituat
ed o
n su
per
ficia
l dep
osits
of
the
Low
esto
ft F
orm
atio
n (D
iam
icto
n).
The
und
erly
ing
bedr
ock
geol
og
y is
Cra
g G
rou
p (S
and
and
Gra
vel)
to
the
wes
t, w
ith b
edr
ock
of C
halk
pos
sibl
y to
the
eas
t.
Leet
Hill
Sa
nd a
nd G
rave
l Mem
ber
are
sho
wn
off-
Site
to th
e n
orth
. H
isto
rica
l sm
all-
scal
e m
iner
al e
xtra
ctio
n ha
s b
een
reco
rded
off
-Site
T
here
is
no e
vid
ence
in
the
map
ping
res
earc
hed
th
at t
he S
ite h
as
been
aff
ecte
d.
The
geo
log
y is
sus
cept
ible
to
the
form
atio
n of
dis
solu
tion
feat
ure
s w
hich
ma
y ha
ve a
n i
ncre
ased
fre
que
ncy
at g
eol
og
y ch
ang
es f
or
inst
ance
fro
m c
lay
to g
ran
ular
mat
eria
ls.
U
ne
xp
lod
ed
O
rdn
an
ce
(U
XO
) (N
orfo
lk
Cou
nty
C
ounc
il W
WII
Bom
b M
ap)
Wor
ld W
ar I
I b
omb
strik
es w
ere
reco
rded
off
-Site
in t
he
surr
ound
ing
ar
ea to
the
sou
th-e
ast.
M
AC
C i
nter
natio
nal
cate
go
rise
the
Site
as
hav
ing
a l
ow
UX
O r
isk
ratin
g.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew
Dev
elo
pmen
t at H
ewe
tt S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Num
ber
15
-109
1.01
Pag
e 11
FIN
AL
Rad
on
(E
PS
E
nviro
nm
ent
al D
esk
S
tudy
Rep
ort)
The
Site
is
in a
lo
wer
pro
bab
ility
ra
don
area
, as
les
s th
an 1
% o
f ho
mes
ar
e ab
ove
the
actio
n le
vel
and
whe
re
rad
on
prot
ectio
n
mea
sure
s ar
e no
t req
uire
d.
T
op
og
rap
hic
E
lev
ati
on
(O
rdna
nce
S
urve
y (O
S)
Ma
p)
App
roxi
mat
ely
35 t
o 37
m a
bove
Ord
nanc
e D
atum
(m
aO
D).
D
ep
th t
o
Gro
un
dw
ate
r (I
nter
pret
atio
n fr
om
O
S M
ap
, Ge
olo
gy)
At
leas
t 2
0 m
dep
th b
elo
w g
roun
d le
vel
and
not
ant
icip
ate
d w
ithin
th
e d
epth
of
norm
al e
xcav
atio
ns.
Per
ched
gro
und
wat
er m
ay
be p
rese
nt a
bove
coh
esiv
e la
yers
in t
he
un
satu
rate
d zo
ne.
W
ide
r E
nv
iro
nm
en
t S
en
sit
ive
Re
ce
pto
rs (
EA
Web
S
ite, O
S M
ap)
In t
erm
s of
gro
und
wa
ter
vuln
erab
ility
, th
e S
ite is
on
th
e b
ound
ary
of
an a
rea
clas
sifie
d as
a S
econ
dary
A/S
econ
dar
y U
ndi
ffer
entia
ted
A
quife
r w
ith r
espe
ct t
o su
perf
icia
l ge
olog
y, a
nd
Prin
cipa
l A
quife
r w
ith r
esp
ect t
o th
e be
droc
k ge
olo
gy.
T
he S
ite is
with
in a
Sou
rce
Pro
tect
ion
Zon
e (S
PZ
); Z
one
2.
The
Site
has
no
sig
nific
ant
wat
er f
eatu
res
with
in a
250
m r
adiu
s.
T
he S
ite is
not
ind
icat
ed
to b
e at
ris
k fr
om f
lood
ing
from
riv
ers
or t
he
sea.
P
rev
iou
s T
hir
d
Part
y R
ep
ort
(E
PS
E
nviro
nm
ent
al D
esk
S
tudy
Rep
ort)
The
rep
ort
was
com
plet
ed f
or a
n a
rea
com
pris
ing
the
Site
, in
clud
ing
gr
ass
lan
dsca
ped
scho
ol f
ield
s, a
nd t
he e
xist
ing
har
d pl
ay
cour
t.
His
toric
ally
, th
e a
rea
com
pris
ed u
ndev
elo
ped
agr
icul
tura
l la
nd u
ntil
1928
. M
app
ing
fro
m 1
938
sho
we
d d
eve
lopm
ent
off-
Site
to
the
no
rth-
east
, w
ith s
ome
build
ings
enc
roac
hing
the
Site
to
the
nort
h
and
east
. M
app
ing
from
195
8-1
959
sho
wed
bui
ldin
gs p
rese
nt
on t
he e
ast
of
the
Site
, an
d s
ubst
ant
ial r
esi
dent
ial d
eve
lopm
ent
in t
he
surr
oun
ding
ar
ea.
B
y 1
969-
197
0 th
ese
build
ings
are
ass
umed
dem
olis
hed,
and
the
S
ite is
as
it is
in t
he p
rese
nt d
ay.
Off
-Site
, T
ucks
woo
d F
arm
is
note
d to
th
e so
uth
we
st u
ntil
195
8.
A
llotm
ent
gard
ens
wer
e a
lso
pres
ent
to t
he n
orth
un
til 1
938
. T
he
mai
n sc
hool
bu
ildin
g b
eco
mes
app
aren
t in
the
nor
th f
rom
at
leas
t 19
58.
T
he
repo
rt
was
co
mpl
ete
d
for
assu
med
de
velo
pmen
t of
a
new
sc
hool
, an
d as
soci
ate
d co
mm
unity
fac
ilitie
s.
W
orld
War
II
bom
b st
rikes
wer
e re
cord
ed o
ff-S
ite in
th
e su
rrou
ndin
g
area
to
the
sout
h ea
st,
alth
ough
MA
CC
int
ern
atio
nal c
ateg
oris
e th
e
Site
as
hav
ing
a lo
w U
XO
ris
k ra
ting.
Ke
y C
on
tam
ina
nts
a
nd
CS
M A
sp
ec
ts
The
S
ite
doe
s no
t ha
ve
a cl
earl
y id
ent
ifie
d si
gnifi
cant
fo
rmer
in
dus
tria
l lan
d us
e a
nd t
here
are
no
rela
ted
key
cont
am
inan
ts.
T
he
Site
co
mpr
ised
a
gras
s la
ndsc
aped
sc
hoo
l fie
ld,
with
an
ex
istin
g p
layi
ng
cour
t w
ith a
spha
lt su
rfac
ing.
O
n-S
ite p
ote
ntia
l sou
rces
of
cont
amin
atio
n in
clud
e:
P
ote
ntia
l mad
e gr
oun
d b
elo
w h
ards
tand
ing;
an
d
U
nkno
wn
dem
oliti
on in
clud
ing
the
pot
entia
l for
AC
M in
soi
l.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
12
FIN
AL
Off
-Site
pot
ent
ial
sour
ces
of c
onta
min
atio
n ar
e co
nsid
ere
d sm
all,
dist
ant o
r ar
e u
nlik
ely
to h
ave
aff
ecte
d th
e S
ite.
No
sign
ifica
nt s
ourc
es o
f gr
oun
d ga
s h
ave
bee
n id
ent
ified
on/
off-
Site
.
The
Site
is
on t
he
boun
dar
y be
twee
n a
Sec
onda
ry A
/Sec
ond
ary
Und
iffer
entia
ted
Aq
uife
r w
ith
resp
ect
to
sup
erfic
ial
geo
log
y,
and
P
rinci
pal A
quife
r w
ith r
esp
ect
to th
e b
edr
ock
geol
og
y.
The
Site
is w
ithin
an
SP
Z;
Zon
e 2
. R
ede
velo
pmen
t is
pro
pose
d th
at
will
intr
oduc
e s
ensi
tive
rece
ptor
s.
The
sur
roun
ding
are
a w
as s
ubje
ct to
WW
II bo
mbi
ng.
T
he g
eolo
gy
has
pot
entia
l for
dis
solu
tion
feat
ures
.
The
re i
s un
cert
ain
ty b
ecau
se u
nrec
orde
d po
tent
ially
con
tam
inat
ive
ac
tiviti
es c
ould
hav
e ta
ken
plac
e.
3.2
F
ield
wo
rks I
nte
rpre
tati
on
Sc
op
e o
f In
ve
sti
ga
tio
n
Dyn
amic
sam
pler
bor
eho
les
– 5
No
. D
ynam
ic p
enet
ratio
n te
sts
– 10
No.
B
oreh
ole
falli
ng
head
tes
t – 3
No.
S
ite A
rea
= 1
.4 h
ecta
res
(app
rox.
)
Ge
olo
gy
fro
m t
he
B
ore
ho
les
M
ade
Gro
und
/tops
oil c
ompr
isin
g da
rk o
rang
e br
ow
n v
aria
ble
slig
htly
cl
aye
y gr
ave
lly s
and
to d
epth
s of
0.2
2 m
bgl
and
0.8
8 m
bgl
. G
rave
l w
as a
mix
ture
of
bric
k, fl
int
and
conc
rete
. D
S10
1 h
ad a
sur
face
la
yer
of a
spha
lt fr
om g
roun
d le
vel
to 0
.09
m
bgl.
The
un
derl
ying
n
atur
al
soils
co
mpr
ised
va
riab
le
ora
nge
bro
wn
cl
aye
y gr
ave
lly
sand
, an
d
varia
ble
oran
ge
bro
wn
sand
y/gr
ave
lly
cla
ys.
Gra
vel w
as c
hal
k an
d fli
nt.
The
re
wer
e n
o vi
sua
l or
ol
fact
ory
ind
icat
ions
of
si
gnifi
cant
co
ntam
inat
ion
in t
he M
ade
Gro
und
or t
he n
atur
al s
oil.
T
he
natu
ral
soil
was
co
nsid
ered
to
re
pres
ent
th
e pu
blis
hed
supe
rfic
ial
geo
log
y fo
r th
e S
ite.
Bed
rock
was
not
bel
ieve
d to
ha
ve
been
enc
oun
tere
d.
Gro
und
wat
er w
as n
ot e
nco
unte
red
dur
ing
dri
lling
. T
here
w
ere
no
ind
icat
ions
th
at
diss
olut
ion
feat
ures
w
ere
enco
unte
red
, bu
t th
e bo
reh
oles
wer
e w
ide
ly s
pace
d.
Pe
ne
tra
tio
n T
es
t D
ata
(D
PT
s o
r S
PT
s)
DP
T10
1 to
DP
T10
5 ge
ner
ally
rec
orde
d v
aria
ble
low
to
mod
erat
e
resi
stan
ce t
o pe
net
ratio
n t
o s
ched
ule
d co
mpl
etio
n de
pth
s of
6.0
0 m
bg
l.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew
Dev
elo
pmen
t at H
ewe
tt S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Num
ber
15
-109
1.01
Pag
e 13
FIN
AL
DP
T10
6 to
DP
T11
0 re
cord
ed v
aria
ble
low
to
mod
erat
e r
esis
tanc
e to
pe
netr
atio
n to
sch
edul
ed
com
plet
ion
de
pths
of
10.0
0 m
bgl
.
Hig
h
resi
sta
nce
is
sho
wn
in
DP
T10
6,
DP
T10
7,
DP
T10
9 a
nd
DP
T11
0 fr
om
appr
oxim
atel
y 8.
50
m
bgl
whi
ch
is
antic
ipat
ed
to
refle
ct a
cha
nge
in g
eolo
gy.
T
he v
aria
tion
in p
enet
ratio
n re
sist
ance
is
cons
ider
ed
to
be d
ue t
o
the
pres
ence
of
mix
ed a
nd l
aye
red
dis
trib
utio
n of
sof
t to
stif
f cl
ays
an
d lo
ose
to m
ediu
m d
ense
gra
velly
san
d.
B
ore
ho
le F
all
ing
H
ead
Test
Da
ta
One
fil
l of
bo
reho
les
DS
104,
D
S1
05,
DS
107
wer
e co
mpl
eted
. F
allin
g he
ad t
est
resu
lts o
f 3.
75 x
10-7
, 1.
95
x 10
-7 a
nd
1.1
1 x
10-7
m
/s w
ere
ca
lcul
ated
. G
rou
nd
wate
r in
S
tan
dp
ipe
s
13/0
1/20
16,
20/0
1/2
016
an
d 27
/01/
201
6.
DS
101:
Gro
und
wat
er a
t 1.9
2 m
bgl
. D
S10
2: d
ry t
o ba
se 2
.89
m b
gl.
DS
103:
Gro
und
wat
er a
t 1.8
4 m
bgl
..
Gas in
Sta
nd
pip
es
13
/01/
2016
, 20
/01/
201
6 a
nd
27/0
1/20
16.
D
S10
1, D
S1
02, D
S1
03 s
um
mar
y of
wor
st c
ase
rea
ding
s:
The
pea
k co
ncen
trat
ion
for
met
hane
was
1.6
% v
.v (
stea
dy
0.1
%
v.v.
) an
d fo
r ca
rbon
dio
xide
was
1.6
% v
.v.
The
min
imum
con
cent
ratio
n fo
r ox
yge
n w
as 1
6.5
% v
.v.
The
max
imum
flow
rat
e w
as
< 0
.1 l/
hr.
Atm
osph
eric
pr
essu
re
at
grou
nd
leve
l ra
nge
d b
etw
een
997
and
1012
mb.
C
hem
ica
l A
naly
sis
S
ix
sam
ples
w
ere
sc
hed
ule
d fo
r th
e
follo
win
g an
alyt
es:
CLE
A
met
als
suite
, T
PH
(to
tal),
spe
ciat
ed P
AH
(E
PA
-16)
an
d an
asb
esto
s sc
reen
. T
he r
esu
lts h
ave
bee
n co
mpa
red
to t
he
mos
t se
nsiti
ve la
nd
us
es
due
to
unc
erta
inty
ov
er
expo
sure
ci
rcum
stan
ces
and
the
as
sess
men
t is
ther
efor
e co
nser
vativ
e.
Thr
ee o
f th
e sa
mpl
es t
este
d ex
ceed
ed t
he
low
est
ado
pted
crit
eria
fo
r le
ad,
but
the
C4S
L th
resh
old
for
resi
dent
ial
use
was
n
ot
exce
eded
.
DS
101
show
ed i
ncre
ased
lev
els
of n
umer
ous
PAH
’s r
elat
ed t
o co
ntam
inat
ion
in im
port
ed e
ngin
eer
ing
mat
eria
ls.
Thr
ee o
f th
e sa
mpl
es t
este
d w
ere
abo
ve t
he m
ost
cons
erva
tive
UK
cr
iteria
for
be
nzo
(a)p
yren
e.
T
hree
sa
mpl
es
test
ed
wer
e ab
ove
the
LQM
cr
iteri
a fo
r be
nzo
(b)f
luor
ant
hen
e,
and
tw
o sa
mpl
es
abov
e th
e cr
iteria
fo
r di
ben
z(a,
h)a
nthr
ace
ne.
T
PH
was
ab
ove
the
labo
rato
ry m
etho
d de
tect
ion
limit
in t
hree
of
the
sa
mpl
es te
ste
d.
Asb
esto
s fib
res
wer
e no
t det
ecte
d in
the
sam
ples
test
ed.
G
eo
tech
nic
al
Moi
stur
e co
nte
nt
det
erm
inat
ions
, p
last
ic
and
liq
uid
limits
, an
d
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
14
FIN
AL
Te
sti
ng
C
alifo
rnia
Bea
ring
Rat
io (
CB
R)
test
s w
ere
car
ried
out
.
Moi
stur
e co
nten
t w
as in
the
ran
ge o
f 10
to 2
5 %
.
Pla
stic
and
liq
uid
limits
pro
duce
d a
pla
stic
ity
ind
ex o
f 17
% f
or
DS
102
at 1
.50
m b
gl.
C
BR
’s w
ere
in t
he r
ang
e 0.
7 %
to 1
.2 %
.
F
ou
nd
ati
on
R
ec
om
me
nd
ati
on
s
The
bo
reho
les
and
pe
net
ratio
n te
sts
have
id
ent
ified
va
riab
le
stre
ngth
and
var
iabl
e m
ixed
san
d/gr
ave
l/cla
y so
il ty
pe
s at
tra
ditio
nal
sp
read
fou
ndat
ion
dep
ths
and
this
is
bel
ieve
d to
be
the
Lo
wes
toft
F
orm
atio
n. T
he L
ow
esto
ft F
orm
atio
n is
a k
now
n va
riabl
e d
epos
it an
d ca
n be
con
sist
ent
firm
to
stiff
cla
y, b
ut h
ere
it is
muc
h m
ore
vari
able
with
fre
quen
t sa
nd
la
yers
an
d lo
w b
low
coun
t re
cord
s. T
he
Low
esto
ft F
orm
atio
n ap
pe
ars
to b
e un
der
lain
by
the
Cra
g in
ferr
ed
from
gr
eate
r re
sist
ance
to
p
enet
ratio
n in
so
me
of
the
DP
Ts.
U
nfor
tuna
tely
, th
e be
droc
k m
ay
als
o b
e va
riab
le a
nd a
lthou
gh n
ot
disc
over
ed i
n th
e in
vest
igat
ion
wea
k C
halk
ma
y be
enc
ount
ered
be
low
sup
erfic
ial d
epos
its.
T
he g
roun
d co
nditi
ons
are
con
side
red
to b
e p
oten
tially
su
itabl
e fo
r tr
aditi
onal
st
rip
or
pad
fo
unda
tions
fo
r sm
all
low
-ris
e st
ruct
ures
. U
sing
ju
dgem
ent
and
expe
rienc
e w
ith
chec
k ca
lcul
atio
ns,
initi
al
asse
ssm
ents
indi
cate
tha
t a
site
-wid
e a
llow
abl
e b
eari
ng p
ress
ure
of
75 k
N/m
2 w
oul
d b
e a
ppr
opr
iate
at
a m
inim
um d
epth
of
0.9
m b
elo
w
exis
ting
gro
und
leve
l a
nd b
ene
ath
any
Mad
e G
roun
d o
r u
nsu
itab
le
soil
in o
rang
e b
row
n sa
nd
or
firm
cla
y. T
he l
imita
tion
on b
eari
ng
capa
city
is
mai
nly
due
to
the
pote
ntia
l fo
r di
ffer
entia
l se
ttle
men
ts
from
wea
k an
d co
mpr
essi
ble
cla
y so
ils d
emon
stra
ted
in t
he
DP
Ts
adja
cent
to
mor
e co
mpe
tent
str
ata.
Loc
al s
hea
r fa
ilure
in
soft
cla
y so
ils is
als
o a
fact
or.
R
einf
orce
men
t of
fo
unda
tions
is
re
com
men
ded
whe
re
vari
able
gr
oun
d co
nditi
ons
are
enc
ount
ered
(sa
nd/c
lay)
or
the
foun
datio
ns
deep
ene
d w
hol
ly to
fou
nd w
ithin
one
mat
eria
l typ
e.
Sho
uld
obvi
ous
ly
loos
e/s
oft
zone
s be
en
coun
tere
d,
foun
datio
n
dept
h sh
ould
be
in
crea
sed
to
mor
e co
mpe
tent
st
rata
or
th
e
foun
datio
n de
sign
ed
to s
pan
the
zon
e.
In
crea
sed
dens
ity o
f gr
oun
d in
vest
igat
ion
ma
y a
llow
zon
ing
of t
he
prop
ose
d ar
ea o
f de
velo
pmen
t to
giv
e a
llow
abl
e be
arin
g pr
essu
re t
o
say
100
-12
5kN
/m2
in id
entif
ied
zone
s.
Due
to
the
pres
ence
of
tree
s/he
dger
ow
s, f
oun
datio
n d
epth
sho
uld
be
rev
iew
ed
in a
ccor
danc
e w
ith g
uida
nce
such
as
NH
BC
Sta
ndar
ds
Cha
pter
4.2
as
adv
ised
by
Bui
ldin
g R
egu
latio
ns.
W
here
the
load
ings
or
serv
ice
per
form
ance
des
crib
ed i
s in
suff
icie
nt
for
the
purp
ose
of t
he e
ngin
eeri
ng d
esig
n of
sui
tab
le s
truc
ture
s,
alte
rnat
ive
foun
dat
ions
may
be
req
uire
d a
nd t
his
is l
ikel
y to
be
the
ca
se d
ue t
o ty
pic
al c
olum
n lo
adi
ngs
of
educ
atio
nal
fac
ilitie
s. F
urth
er
inve
stig
atio
n o
f th
e de
eper
geo
log
y is
rec
omm
ende
d w
ith r
esp
ect
to
sele
ctio
n of
pot
ent
ial
alte
rnat
ive
fou
ndat
ions
. G
roun
d i
mpr
ovem
ent
by
ston
e co
lum
ns
may
be
feas
ible
, b
ut
pre
-au
gerin
g m
ay
be
nece
ssar
y to
pe
netr
ate
stiff
cla
ys a
nd t
he c
olu
mn
toe
may
inte
rcep
t w
eak
chal
k in
pl
aces
lim
iting
th
e te
chn
iqu
e ca
paci
ty.
Pile
d
foun
datio
ns a
re c
ons
ider
ed to
be
pot
entia
lly c
ost
effe
ctiv
e co
mpa
red
to
gro
und
im
prov
emen
t us
ing
the
cont
inuo
us f
ligh
t a
uger
sys
tem
.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew
Dev
elo
pmen
t at H
ewe
tt S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Num
ber
15
-109
1.01
Pag
e 15
FIN
AL
Eac
h sy
stem
is
likel
y to
re
quire
hea
vy p
lant
an
d a
suita
ble
wor
king
pl
atfo
rm.
Gro
und
con
ditio
ns
are
in
gen
eral
te
rms
cons
ider
ed
suita
ble
for
grou
nd
bear
ing
floor
sla
bs f
ollo
win
g su
itab
le e
ngin
eer
ed
prep
ara
tion
of
the
form
atio
n.
H
owev
er,
for
smal
l sp
ans,
if
incl
uded
in
re
deve
lopm
ent
prop
osa
ls,
grou
nd
floor
sla
bs a
re r
ecom
men
ded
to
be
susp
end
ed,
with
a
natu
rally
ve
ntila
ted
void
a
nd
dam
p pr
oof
mem
bran
e (D
PM
) pr
ovis
ion
.
Alth
ough
not
enc
oun
tere
d i
n th
e bo
reho
les,
th
ere
is p
oten
tial
for
diss
olu
tion
feat
ures
an
d re
lic b
elo
w g
rou
nd s
truc
ture
s as
soci
ate
d
with
pas
t us
e of
the
Site
. V
igila
nce
is r
equ
ired
dur
ing
gro
und
wor
ks
for
any
unus
ual
grou
nd
cond
itio
ns w
hic
h, i
f en
coun
tere
d,
shou
ld b
e
repo
rted
to t
he C
lient
an
d m
ay w
arra
nt f
urth
er in
vest
igat
ion.
F
urth
er
inve
stig
atio
n an
d
rede
velo
pmen
t p
hase
s w
hich
in
clud
e
brea
king
th
e gr
ound
re
qu
ire
appr
opri
ate
cons
ider
atio
n of
an
d m
itiga
tion
aga
inst
UX
O r
isk.
P
av
em
en
t D
esig
n
CB
R w
as i
n th
e ap
prox
imat
e ra
nge
0.7
to
1.2
% f
or s
and
in D
S10
4
and
cla
yey
sand
in D
S10
5 fr
om b
etw
een
0.5
and
1.0
m b
gl.
CB
R
is
dep
end
ent
on
th
e co
nditi
on
of
the
st
rata
an
d co
uld
be
diff
eren
t up
on
exca
vatio
n
to
the
form
atio
n su
bjec
t to
se
aso
nal
cond
itio
ns.
The
use
of
a ge
otex
tile
is r
ecom
men
ded
whe
re v
aria
ble
gro
und
co
nditi
ons
are
enc
ount
ere
d or
acr
oss
cha
nges
in
stra
ta t
o pr
ote
ct
aga
inst
pot
entia
l diff
eren
tial s
ettle
men
t.
Co
nta
min
ati
on
T
he
Site
d
oes
not
have
a
clea
rly
ide
ntifi
ed
sign
ifica
nt
form
er
ind
ustr
ial l
and
use
and
the
re a
re n
o re
late
d ke
y co
nta
min
ants
. T
he
Site
co
mpr
ised
a
gras
s la
ndsc
aped
sc
hoo
l fie
ld,
with
an
ex
istin
g p
layi
ng
cour
t w
ith a
spha
lt su
rfac
ing.
O
n-S
ite p
ote
ntia
l sou
rces
of
cont
amin
atio
n in
clud
e:
P
ossi
ble
m
ade
gro
und
/impo
rted
en
gine
erin
g
fill
belo
w
hard
stan
ding
; an
d
U
nkno
wn
dem
oliti
on in
clud
ing
the
pot
entia
l for
AC
M in
soi
l. R
ede
velo
pmen
t is
pro
pos
ed
that
will
int
rodu
ce s
ensi
tive
rece
ptor
s an
d la
nd-
use
spec
ific
risk
asse
ssm
ents
are
rec
omm
ende
d b
ased
on
the
resu
lts
in
this
in
vest
igat
ion
. A
ro
bust
a
ppro
ach
ma
y b
e to
en
caps
ula
te s
oil
from
exp
osed
re
cept
ors
usin
g ha
rdst
andi
ngs
and
cl
ean
soil
cove
r.
Vig
ilanc
e on
the
par
t of
the
dev
elop
er t
o e
nsur
e a
ny
unu
sual
gro
und
co
nditi
ons
th
at
cou
ld
repr
esen
t co
nta
min
atio
n is
re
port
ed
to
the
C
lient
. A
lthou
gh c
onsi
dere
d un
likel
y to
be
req
uire
d, t
he
advi
ce o
f th
e lo
cal
pla
nnin
g a
uth
ority
sh
ould
be
so
ught
to
de
term
ine
whe
ther
a
gr
oun
dw
ater
ris
k as
sess
men
t is
nee
ded
.
Fre
sh
Wa
ter
Pip
es
T
he l
ocal
wat
er a
uth
ority
sho
uld
be
con
tact
ed a
t an
ear
ly s
tage
in
or
der
that
an
y ab
nor
mal
cos
ts c
an b
e ca
lcul
ate
d,
if re
qui
red.
C
on
cre
te G
rad
e
Wat
er s
olub
le s
ulp
hat
e co
nce
ntra
tions
wer
e fo
und
to b
e lo
w a
nd t
he
Site
can
pro
visi
onal
ly b
e c
lass
ified
as
Des
ign
Su
lfate
Cla
ss D
S-1
an
d A
ggr
essi
ve
Ch
emic
al
Env
ironm
ent
Cla
ss
AC
EC
A
C-1
in
ac
cord
ance
with
the
BR
E S
peci
al D
iges
t 1.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
eve
lopm
ent a
t H
ewet
t S
choo
l, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
16
FIN
AL
Gro
un
d G
as
N
o si
gnifi
cant
pot
ent
ial
sour
ces
of g
roun
d ga
s o
n o
r of
f-S
ite h
ave
been
iden
tifie
d.
The
gas
mon
itori
ng r
eve
ale
d lo
w c
once
ntr
atio
ns o
f ca
rbon
dio
xid
e an
d m
etha
ne
and
flow
was
low
. T
he f
ound
atio
n re
com
men
datio
ns i
ncor
por
ate
a de
gree
of
inhe
rent
ga
s pr
otec
tion
in a
ccor
danc
e w
ith B
S 8
485:
2015
. G
rou
nd
wa
ter/
D
rain
ag
e
The
gro
und
con
diti
ons
at
the
Site
wer
e f
ound
to
com
pris
e va
riabl
e cl
aye
y gr
ave
lly s
ands
, an
d s
and
y/gr
ave
lly c
lays
. G
roun
dw
ater
was
not
enc
ount
ered
dur
ing
fie
ldw
ork,
ho
wev
er w
as
enco
unte
red
du
ring
re
turn
m
onito
ring
as
sum
ed
to
be
perc
hed/
perc
olat
ing
.
The
fal
ling
hea
d te
sts
wer
e u
nder
take
n in
san
d an
d re
sults
of
3.75
x
10-7
, 1
.95
x 10
-7 a
nd 1
.11
x 10
-7 m
/s w
ere
calc
ulat
ed w
hich
ind
icat
es
poor
dra
inag
e in
coh
esiv
e s
oils
. S
urfa
ce
wat
er
dra
ina
ge
to
land
m
ay
be
feas
ible
vi
a tr
aditi
onal
so
akaw
ays
pro
vide
d t
hat
can
be
site
d w
ithin
dry
sa
nd
wh
ich
ma
y oc
cur
in p
arts
of
the
dev
elo
pmen
t lan
d.
S
houl
d so
akaw
ays
be
pro
pose
d, f
ull-
scal
e te
stin
g to
BR
E 3
65 i
s re
com
men
ded
to c
onfir
m s
uita
bilit
y an
d de
sig
n pa
ram
eter
s.
Car
e is
re
quire
d in
pla
nnin
g so
akaw
ay
loca
tions
and
the
y sh
oul
d b
e lo
cate
d at
sui
tabl
e di
sta
nces
fro
m s
ensi
tive
stru
ctur
es d
ue t
o di
ssol
utio
n
feat
ure
risk.
A
ltern
ativ
es s
uch
as d
isch
arge
to
an e
xist
ing
faci
lity
shou
ld a
lso
be
inve
stig
ate
d.
Exc
av
ati
on
s
Tre
nch
exca
vatio
n si
des
cann
ot
be g
uar
ante
ed t
o be
sta
ble
at t
his
Site
, th
eref
ore,
bat
ters
and
/or
suita
ble
su
ppor
t w
ould
be
requ
ired
for
exca
vatio
ns.
T
his
wou
ld a
lso
be
requ
ired
whe
re h
uman
ent
ry is
nec
essa
ry.
M
ate
rials
M
an
ag
em
en
t E
xcav
ated
so
ils
ma
y be
su
itab
le
for
use
els
ew
her
e su
bjec
t to
su
itab
ility
for
use
an
d an
y ne
cess
ary
reg
ulat
or p
roto
cols
. A
dditi
ona
l te
stin
g m
ay
be r
equ
ired
for
opt
imis
ed o
ff-S
ite d
ispo
sal o
f sp
oil.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
po
sed
Ne
w D
eve
lopm
en
t at
He
we
tt S
cho
ol,
No
rwic
h
Del
ta-S
imon
s P
roje
ct N
umbe
r 15
-109
1.0
1
P
age
17
FIN
AL
Ta
ble
1:
Init
ial C
on
ce
ptu
al S
ite
Mo
de
l &
Ris
k A
ss
es
sm
en
t
So
urc
e
Pa
thw
ay
Re
ce
pto
r M
atr
ix A
ss
ess
me
nt
Ju
sti
fica
tio
n
Po
ten
tially
co
nta
min
ate
d s
oils
a
nd
gro
un
dw
ate
r (f
rom
on
/off
-S
ite s
ou
rce
s o
f co
nta
min
atio
n
and
unre
cord
ed o
n/o
ff-S
ite
sou
rce
s)
A
ssum
es a
sbes
tos
surv
ey
and
re
mo
val o
f al
l id
en
tifie
d A
CM
Ge
olo
gy
(Ve
rtic
al m
igra
tion
thro
ugh
pe
rme
able
de
posi
ts
be
low
th
e S
ite)
Co
ntr
olle
d W
ate
rs
Lo
w R
isk
Sm
all S
ite.
No
sign
ifica
nt o
n/o
ff-S
ite s
our
ces
ide
ntif
ied
. O
verl
ies
Se
con
da
ry A
an
d P
rinci
pal
A
quife
rs. W
ithin
SP
Z.
Lo
w p
erm
eab
ility
so
ils a
nd
thic
k u
n sa
tura
ted
zon
e.
Dir
ect
co
nta
ct/in
ge
stio
n a
nd
inh
ala
tion
of d
ust/
fibre
s a
nd
vap
ou
rs, o
ral v
ia p
lan
t up
take
H
um
an
Hea
lth
Lo
w R
isk
Po
ten
tial l
imite
d s
ourc
es
ide
ntifi
ed
. S
en
sitiv
e
rece
pto
rs t
o b
e in
tro
duce
d.
Lim
ited
exp
osu
re
pa
thw
ays
th
roug
h e
nca
psu
latio
n o
f th
e g
rou
nd.
Dire
ct c
ont
act
an
d le
ach
ing
B
uild
ings
, se
rvic
es a
nd
st
ruct
ure
s L
ow
Ris
k P
oten
tial l
imite
d so
urce
s id
entif
ied.
Gen
eral
ly
rob
ust
rec
ep
tors
.
Gro
un
d g
as
(fro
m u
nre
cord
ed
o
n/o
ff-S
ite s
ou
rces
)
Ver
tical
an
d la
tera
l mig
ratio
n fr
om u
nre
cord
ed o
n-S
ite a
nd
o
ff-S
ite s
ourc
es
Hum
an H
ealth
and
b
uild
ings
V
ery
Low
Ris
k N
o si
gnifi
can
t so
urc
es
iden
tifie
d.
Se
nsiti
ve
rece
pto
rs t
o b
e in
tro
duce
d.
Sta
nda
rd r
isk
defin
itio
ns a
nd
mat
rices
are
pre
sent
ed
in A
ppen
dix
I.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
pose
d N
ew D
evel
opm
ent a
t Hew
ett
Sch
ool,
Nor
wic
h
De
lta-S
imo
ns P
roje
ct N
um
be
r 1
5-1
091
.01
P
ag
e 1
8
FIN
AL
4.0
L
IMIT
AT
ION
S T
O E
NV
IRO
NM
EN
TA
L A
SS
ES
SM
EN
TS
Thi
s R
epor
t do
es
not
cons
titut
e a
full
site
in
vest
igat
ion,
flo
od
risk
asse
ssm
ent,
inva
sive
pla
nt a
sses
smen
t, w
aste
cla
ssifi
catio
n ex
erci
se,
cont
amin
atio
n, g
eote
chni
cal
or a
sbes
tos
surv
ey t
o fu
lfil a
ny p
artic
ular
spe
cific
atio
n ex
cept
whe
re s
tate
d ex
plic
itly.
Info
rmat
ion
was
obt
aine
d, r
evie
wed
and
eva
lua
ted
in p
repa
ring
this
Rep
ort
from
vario
us
exte
rnal
so
urce
s.
O
ur
conc
lusi
ons,
op
inio
ns
and
re
com
men
datio
ns
are
base
d up
on t
his
info
rmat
ion
and
the
info
rmat
ion
obta
ined
dur
ing
the
wal
kove
r, t
he
Con
sulta
nt d
oes
not
war
rant
the
acc
urac
y of
the
info
rmat
ion
prov
ided
and
will
not
be
resp
onsi
ble
for
any
opin
ions
exp
ress
ed,
or c
oncl
usio
ns r
each
ed i
n re
lianc
e up
on
info
rmat
ion
whi
ch is
sub
seq
uent
ly p
rove
n to
be
inac
cura
te.
The
rec
omm
enda
tions
con
tain
ed i
n th
is R
epor
t re
pres
ent
our
prof
essi
onal
opi
nion
s.
The
se o
pini
ons
wer
e ar
rived
at
in a
ccor
danc
e w
ith g
ood
prac
tice
at t
his
time
and
loca
tion,
an
d as
su
ch
are
not
a gu
aran
tee
that
th
e S
ite
is f
ree
of
haza
rdou
s or
pote
ntia
lly h
azar
dous
mat
eria
ls o
r co
nditi
ons.
Thi
s R
epor
t w
as p
repa
red
for
the
sole
and
exc
lusi
ve u
se o
f th
e C
lient
and
for
the
spec
ific
purp
ose
inst
ruct
ed a
s de
fined
in S
ect
ion
1 of
thi
s R
epor
t. N
othi
ng c
onta
ined
in t
his
Rep
ort
shal
l be
con
stru
ed t
o g
ive
any
right
s or
ben
efits
to
anyo
ne o
ther
tha
n
ours
elve
s an
d th
e C
lient
, an
d al
l du
ties
and
resp
onsi
bilit
ies
unde
rtak
en a
re f
or t
he
sole
and
exc
lusi
ve b
enef
it of
the
Clie
nt a
nd n
ot f
or t
he b
ene
fit o
f an
y ot
her
part
y.
In
part
icul
ar,
this
Rep
ort
shou
ld n
ot b
e di
sse
min
ated
to
anyo
ne o
ther
tha
n th
e C
lient
or
to b
e us
ed o
r re
lied
upon
by
anyo
ne o
ther
tha
n th
e C
lient
. U
se o
f th
e R
epor
t by
any
othe
r pe
rson
is
unau
thor
ised
and
suc
h us
e is
at
the
sole
ris
k of
the
use
r.
Any
one
usin
g o
r re
lyin
g u
pon
this
Rep
ort,
othe
r th
an t
he C
lient
, ag
rees
by
virt
ue o
f its
use
to
inde
mni
fy a
nd h
old
harm
less
the
aut
hors
fro
m a
nd a
gai
nst
all
clai
ms,
los
ses
and
dam
ages
(of
wha
tsoe
ver
natu
re a
nd h
owso
ever
or
whe
nsoe
ver
aris
ing
), a
risin
g ou
t
of o
r re
sulti
ng fr
om th
e pe
rfor
man
ce o
f th
e w
ork
by t
he C
onsu
ltant
.
Ge
oe
nvi
ronm
en
tal R
epo
rt
Pro
po
sed
Ne
w D
eve
lopm
en
t at H
ew
ett
Sch
ool
, N
orw
ich
D
elta
-Sim
ons
Pro
ject
Nu
mb
er
15
-10
91.0
1
Pa
ge
19
FIN
AL
Thi
s R
epor
t was
pre
pare
d by
:
____
____
____
____
____
_
Mal
colm
Tol
ley
D
ate
10th F
ebru
ary
2016
Geo
en
vir
on
men
tal
En
gin
eer
Thi
s R
epor
t was
rev
iew
ed b
y:
____
____
____
____
____
__
Tim
Whe
eler
D
ate
10th F
ebru
ary
2016
Pro
ject
Ma
na
ger
Thi
s R
epor
t was
aut
horis
ed b
y:
____
____
____
____
____
__
Jam
es H
arris
on
D
ate
10th F
ebru
ary
2016
Tec
hn
ica
l D
ire
cto
r
Fig
ure
s
TIT
LE:
Site
Loc
atio
n P
lan
Cec
il R
d, N
orw
ich,
Nor
folk
NR
1 2P
L F
IGU
RE
NO
.:
1D
AT
E: Ja
n 20
16
PR
OJE
CT
NO
.:
15-1
091.
01D
WN
:
NK
T
ITLE
:
Rel
evan
t Fea
ture
s P
lan
Hew
ett S
choo
l, N
orw
ich
FIG
UR
E N
O.:
2D
AT
E: Ja
n 20
16
PR
OJE
CT
NO
.:
15-1
091.
01D
WN
:
NK
Com
men
ts: T
here
is u
ncer
tain
ty a
s un
reco
rded
land
use
may
hav
e oc
curr
ed a
nd c
ause
d co
ntam
inat
ion
that
has
not
bee
n id
entif
ied
by
the
obse
rvat
ions
.
PH
04: E
xist
ing
hard
sta
ndin
g co
urt.
PH
05:N
orth
ern
bou
ndar
y an
d su
rrou
ndin
g sc
hoo
l bui
ldin
gs.
PH
06:M
eta
l fen
ce a
long
so
uth
ern
boun
dary
.
PH
01: N
orth
ern
bou
ndar
y an
d su
rrou
ndin
g sc
hoo
l bui
ldin
gs.
PH
02:G
ener
al s
ite v
iew
and
wes
tern
bo
und
ary.
PH
03:H
edg
ero
w a
long
eas
tern
bou
ndar
y.
TIT
LE:
App
roxi
mat
e Lo
catio
ns o
f B
oreh
oles
and
Pen
etra
tion
Tes
ting
Hew
ett S
choo
l, N
orw
ich
FIG
UR
E N
O.:
3D
AT
E: Dec
201
5
PR
OJE
CT
NO
.:
15-1
091.
01D
WN
:
MT
Nor
th
Not
to
scal
e
Lege
ndD
S101/
DP
T101
Dyn
am
ic S
amp
ler
with
D
yna
mic
Pe
netr
atio
n T
est
DP
T101
Dyn
am
ic P
ene
tra
tion
Te
st
(S)
Sta
ndp
ipe
(SA
) S
oa
kaw
ay
Te
st
(CB
R)
Ca
lifo
rnia
Be
arin
g R
atio
Te
st
DS
10
1/D
PT
10
1
(S)
DS
10
2/D
PT
10
2
(S)
DS
10
3/D
PT
10
3
(S)
DS
10
4/D
PT
10
4
(SA
, C
BR
)
DS
10
5/D
PT
10
5
(SA
, C
BR
)
DP
T110
DP
T108
DP
T107
(SA
, C
BR
)
DP
T106
D
PT
109
Ap
pe
nd
ix I
Apr
il20
09P
age
1of
2
A
cute
orch
roni
cpe
rman
enti
mpa
cton
hum
anhe
alth
.
S
ens
itive
cont
rolle
dw
ater
pollu
tion
ongo
ing,
orju
stab
outt
ooc
cur.
C
atas
trop
hic
colla
pse
C
hron
icpe
rman
ent
impa
cton
hum
anhe
alth
G
radu
alpo
llutio
nof
sen
sitiv
eco
ntr
olle
dw
ater
D
egra
datio
nof
mat
eria
ls
C
hron
icte
mpo
rary
impa
cton
hum
anhe
alth
G
radu
alpo
llutio
nof
non-
sen
sitiv
eco
ntr
olle
dw
ater
N
otic
eabl
ech
ange
,no
n-st
ruct
ural
V
ery
Hig
hR
isk
H
igh
Ris
k
M
ediu
mR
isk
H
igh
Ris
k
M
ediu
mR
isk
Lo
wR
isk
M
ediu
mR
isk
L
ow
Ris
k
V
ery
Low
Ris
k
De
lta-S
imo
nsE
nvi
ron
me
nta
lC
on
sulta
nts
Lim
ited
3 H
enle
y O
ffice
Par
k, D
oddi
ngto
n R
oad,
Linc
oln
LN6
3QR
. S
witc
hboa
rd:0
870
0400
012
Apr
il20
09P
age
2of
2
P
ositi
veev
iden
ceof
haza
rd,p
athw
ayan
dre
cept
or
S
uspe
ctha
zard
,pat
hway
,and
rece
ptor
N
oev
iden
ceof
haza
rd,p
athw
ay,a
ndre
cept
or
D
emon
stra
ble
cont
amin
ated
land
situ
atio
n,hi
ghes
t thr
eat &
liab
ility
leve
l,ur
gent
actio
nre
com
men
ded.
Li
kely
co
ntam
inat
ed
land
si
tuat
ion,
ris
k
asse
ssm
ent
and
ac
tion
reco
mm
ende
d.
P
laus
ible
cont
amin
ated
land
situ
atio
n,ris
k a
sses
smen
tan
dpo
ssib
leac
tion
reco
mm
ende
d.
U
nlik
ely
cont
amin
ated
land
si
tuat
ion,
poss
ible
risk
asse
ssm
ent
and
poss
ible
actio
n.
N
egl
igib
leris
k,n
oac
tion
reco
mm
end
ed
exce
pt
vigi
lan
cefo
rch
ange
sin
cond
ition
s.
De
lta-S
imo
nsE
nvi
ron
me
nta
lC
on
sulta
nts
Lim
ited
3 H
enle
y O
ffice
Par
k, D
oddi
ngto
n R
oad,
Linc
oln
LN6
3QR
. S
witc
hboa
rd:0
870
0400
012
Ap
pe
nd
ix I
I
of
k3.5
40E
-07
unsa
t =m
/sSat
urat
ed
Lo
ca
tio
n:
DS
10
4B
ore
ho
le F
all
ing
He
ad
Te
st
Eng
inee
r:
Sta
tus:
Hew
ett S
choo
lJa
mes
and
Milt
on D
rillin
g Lt
d
Han
d to
ols
RESULT RULES
2. E
nter
all
valu
es in
sha
ded
cells
: A
,F
,L
and
k a
re c
alcu
late
d au
tom
atic
ally
in th
e sp
read
shee
t.
5. If
gro
undw
ater
leve
l is
belo
w te
st, k
is n
ot p
erm
eabi
lity,
but
a r
esul
t of t
he te
st.
6. U
sual
ly t1
=0
and
t2=
60, i
nput
H a
t the
se ti
mes
.
Nor
wic
h
1. A
bor
ehol
e lo
catio
n M
US
T b
e en
tere
d to
gen
erat
e k
.
3. H
ead
is m
easu
red
to th
e ba
se o
f the
BH
, or
use
WL
if hi
gher
.
4. E
nd c
ondi
tions
ref
eren
ced
in B
S 5
930
see
note
s. U
sual
ly d
.
e= S
oil i
n ca
sing
with
bot
tom
at i
mpe
rvio
us b
ound
ary
f= S
oil i
n ca
sing
with
bot
tom
in u
nifo
rm s
oil
d =
Wel
l poi
nt o
r ho
le e
xten
ded
in u
nifo
rm s
oil
GRAPH
Bor
ehol
e E
nd C
ondi
tion
(impo
rtan
t to
get r
ight
)
Inta
ke fa
ctor
, F
Var
iabl
e H
ead,
H1
Tim
e,t 1
Var
iabl
e H
ead,
H2
Tim
e,t 2a =
Soi
l flu
sh w
ith b
otto
m a
t im
perv
ious
bou
ndar
y
b= S
oil f
lush
with
bot
tom
in u
nifo
rm s
oil
Cas
ing
Dep
th
Cas
ing
Dia
met
er,
D
Cro
ss s
ectio
nal a
rea
of c
asin
g, A
Hei
ght o
f cas
ing
abov
e gr
ound
leve
l
App
roxi
mat
e lo
ng te
rm w
ater
tabl
e (o
r ba
se o
f BH
see
rul
es)
c =
Wel
l poi
nt o
r ho
le e
xten
ded
at im
perv
ious
bou
ndar
y
mmin
min
0.64
0 60
0.01
19 3
2.08
48
m
0.33
00
1.87
86
m m m m
d
0.80
0
m
0.01
1m
2.08
48
m
0.01
21
0.24
00
Diff
eren
ce in
Len
gth
betw
een
botto
m o
f cas
ing/
bore
hole
, L
Wat
er D
epth
1.20
0
0.00
0
0.12
0
1.20
0
60.0
00.
560
0.64
0
40.0
00.
550
0.65
0
50.0
00.
550
0.65
0
20.0
00.
520
0.68
0
30.0
00.
540
0.66
0
12.0
00.
480
0.72
0
15.0
00.
500
0.70
0
7.00
0.44
00.
760
10.0
00.
460
0.74
0
3.00
0.40
00.
800
5.00
0.43
00.
770
0.00
0.30
01.
200
0.90
0
1.00
0.38
00.
820
0.90
0
0.30
0
INPUT PARAMETERS
Gen
eral
App
roac
h (a
fter
BS
593
0:19
99):
Whe
re :
Tim
e (m
in)
Wat
er D
epth
(m
)H
ead
(m)
mB
oreh
ole
Dep
th
A
is th
e pe
rmea
bilit
y of
the
soil
(see
rul
es b
elow
)
F H1
H2
is th
e va
riabl
e he
ad m
easu
red
at ti
me
t 2 a
fter
the
com
men
cem
ent o
f the
test
is th
e va
riabl
e he
ad m
easu
red
at ti
me
t 1 a
fter
the
com
men
cem
ent o
f the
test
is th
e in
take
fact
or
is th
e cr
oss
sect
iona
l are
a of
the
bore
hole
cas
ing
©D
elta
-Sim
ons
Env
ironm
enta
lC
onsu
ltant
sLi
mite
d.N
opa
rtof
this
docu
men
tm
aybe
repr
oduc
edun
less
prio
rw
ritte
npe
rmis
sion
has
bee
n gr
ante
d.P
rofo
rma:
C130
Pro
ject
No:
Clie
nt:
Loca
tion:
Pro
ject
Nam
e:
k
FIELD MEASUREMENTS
Dat
e:
She
et:
MT
06/0
1/20
16
11
Mac
e G
roup
15-1
091.
01
Co-
ords
(X
,Y):
Pla
nt U
sed:
Con
trac
tor:
Leve
l (Z
):
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
0.00
10.0
020
.00
30.0
040
.00
50.0
060
.00
Head (m)
Tim
e (
min
)
1
21
2
log
eA
Hk
Ft
tH
of
k1.9
52E
-07
unsa
t =m
/sSat
urat
ed
Lo
ca
tio
n:
DS
10
5B
ore
ho
le F
all
ing
He
ad
Te
st
Eng
inee
r:
Sta
tus:
Hew
ett S
choo
lJa
mes
and
Milt
on D
rillin
g Lt
d
Han
d to
ols
RESULT RULES
2. E
nter
all
valu
es in
sha
ded
cells
: A
,F
,L
and
k a
re c
alcu
late
d au
tom
atic
ally
in th
e sp
read
shee
t.
5. If
gro
undw
ater
leve
l is
belo
w te
st, k
is n
ot p
erm
eabi
lity,
but
a r
esul
t of t
he te
st.
6. U
sual
ly t1
=0
and
t2=
60, i
nput
H a
t the
se ti
mes
.
Nor
wic
h
1. A
bor
ehol
e lo
catio
n M
US
T b
e en
tere
d to
gen
erat
e k
.
3. H
ead
is m
easu
red
to th
e ba
se o
f the
BH
, or
use
WL
if hi
gher
.
4. E
nd c
ondi
tions
ref
eren
ced
in B
S 5
930
see
note
s. U
sual
ly d
.
e= S
oil i
n ca
sing
with
bot
tom
at i
mpe
rvio
us b
ound
ary
f= S
oil i
n ca
sing
with
bot
tom
in u
nifo
rm s
oil
d =
Wel
l poi
nt o
r ho
le e
xten
ded
in u
nifo
rm s
oil
GRAPH
Bor
ehol
e E
nd C
ondi
tion
(impo
rtan
t to
get r
ight
)
Inta
ke fa
ctor
, F
Var
iabl
e H
ead,
H1
Tim
e,t 1
Var
iabl
e H
ead,
H2
Tim
e,t 2a =
Soi
l flu
sh w
ith b
otto
m a
t im
perv
ious
bou
ndar
y
b= S
oil f
lush
with
bot
tom
in u
nifo
rm s
oil
Cas
ing
Dep
th
Cas
ing
Dia
met
er,
D
Cro
ss s
ectio
nal a
rea
of c
asin
g, A
Hei
ght o
f cas
ing
abov
e gr
ound
leve
l
App
roxi
mat
e lo
ng te
rm w
ater
tabl
e (o
r ba
se o
f BH
see
rul
es)
c =
Wel
l poi
nt o
r ho
le e
xten
ded
at im
perv
ious
bou
ndar
y
mmin
min
0.63
0 60
0.01
51 3
1.78
50
m
0.33
00
1.59
25
m m m m
d
0.70
0
m
0.01
1m
1.78
50
m
0.01
54
0.24
00
Diff
eren
ce in
Len
gth
betw
een
botto
m o
f cas
ing/
bore
hole
, L
Wat
er D
epth
1.20
0
0.00
0
0.12
0
1.20
0
60.0
00.
570
0.63
0
40.0
00.
550
0.65
0
50.0
00.
560
0.64
0
20.0
00.
530
0.67
0
30.0
00.
540
0.66
0
12.0
00.
530
0.67
0
15.0
00.
530
0.67
0
7.00
0.52
00.
680
10.0
00.
530
0.67
0
3.00
0.50
00.
700
5.00
0.51
00.
690
0.00
0.50
01.
200
0.70
0
1.00
0.50
00.
700
0.70
0
0.50
0
INPUT PARAMETERS
Gen
eral
App
roac
h (a
fter
BS
593
0:19
99):
Whe
re :
Tim
e (m
in)
Wat
er D
epth
(m
)H
ead
(m)
mB
oreh
ole
Dep
th
A
is th
e pe
rmea
bilit
y of
the
soil
(see
rul
es b
elow
)
F H1
H2
is th
e va
riabl
e he
ad m
easu
red
at ti
me
t 2 a
fter
the
com
men
cem
ent o
f the
test
is th
e va
riabl
e he
ad m
easu
red
at ti
me
t 1 a
fter
the
com
men
cem
ent o
f the
test
is th
e in
take
fact
or
is th
e cr
oss
sect
iona
l are
a of
the
bore
hole
cas
ing
©D
elta
-Sim
ons
Env
ironm
enta
lC
onsu
ltant
sLi
mite
d.N
opa
rtof
this
docu
men
tm
aybe
repr
oduc
edun
less
prio
rw
ritte
npe
rmis
sion
has
bee
n gr
ante
d.P
rofo
rma:
C130
Pro
ject
No:
Clie
nt:
Loca
tion:
Pro
ject
Nam
e:
k
FIELD MEASUREMENTS
Dat
e:
She
et:
MT
06/0
1/20
16
11
Mac
e G
roup
15-1
091.
01
Co-
ords
(X
,Y):
Pla
nt U
sed:
Con
trac
tor:
Leve
l (Z
):
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.00
10.0
020
.00
30.0
040
.00
50.0
060
.00
Head (m)
Tim
e (
min
)
1
21
2
log
eA
Hk
Ft
tH
of
k1.1
07E
-07
unsa
t =m
/sSat
urat
ed
Lo
ca
tio
n:
DS
10
7B
ore
ho
le F
all
ing
He
ad
Te
st
Eng
inee
r:
Sta
tus:
Hew
ett S
choo
lJa
mes
and
Milt
on D
rillin
g Lt
d
Han
d to
ols
RESULT RULES
2. E
nter
all
valu
es in
sha
ded
cells
: A
,F
,L
and
k a
re c
alcu
late
d au
tom
atic
ally
in th
e sp
read
shee
t.
5. If
gro
undw
ater
leve
l is
belo
w te
st, k
is n
ot p
erm
eabi
lity,
but
a r
esul
t of t
he te
st.
6. U
sual
ly t1
=0
and
t2=
60, i
nput
H a
t the
se ti
mes
.
Nor
wic
h
1. A
bor
ehol
e lo
catio
n M
US
T b
e en
tere
d to
gen
erat
e k
.
3. H
ead
is m
easu
red
to th
e ba
se o
f the
BH
, or
use
WL
if hi
gher
.
4. E
nd c
ondi
tions
ref
eren
ced
in B
S 5
930
see
note
s. U
sual
ly d
.
e= S
oil i
n ca
sing
with
bot
tom
at i
mpe
rvio
us b
ound
ary
f= S
oil i
n ca
sing
with
bot
tom
in u
nifo
rm s
oil
d =
Wel
l poi
nt o
r ho
le e
xten
ded
in u
nifo
rm s
oil
GRAPH
Bor
ehol
e E
nd C
ondi
tion
(impo
rtan
t to
get r
ight
)
Inta
ke fa
ctor
, F
Var
iabl
e H
ead,
H1
Tim
e,t 1
Var
iabl
e H
ead,
H2
Tim
e,t 2a =
Soi
l flu
sh w
ith b
otto
m a
t im
perv
ious
bou
ndar
y
b= S
oil f
lush
with
bot
tom
in u
nifo
rm s
oil
Cas
ing
Dep
th
Cas
ing
Dia
met
er,
D
Cro
ss s
ectio
nal a
rea
of c
asin
g, A
Hei
ght o
f cas
ing
abov
e gr
ound
leve
l
App
roxi
mat
e lo
ng te
rm w
ater
tabl
e (o
r ba
se o
f BH
see
rul
es)
c =
Wel
l poi
nt o
r ho
le e
xten
ded
at im
perv
ious
bou
ndar
y
mmin
min
0.83
0 60
0.01
19 3
2.08
48
m
0.33
00
1.87
86
m m m m
d
0.89
0
m
0.01
1m
2.08
48
m
0.01
21
0.24
00
Diff
eren
ce in
Len
gth
betw
een
botto
m o
f cas
ing/
bore
hole
, L
Wat
er D
epth
1.20
0
0.00
0
0.12
0
1.20
0
60.0
00.
370
0.83
0
40.0
00.
350
0.85
0
50.0
00.
360
0.84
0
20.0
00.
330
0.87
0
30.0
00.
340
0.86
0
12.0
00.
320
0.88
0
15.0
00.
320
0.88
0
7.00
0.31
00.
890
10.0
00.
310
0.89
0
3.00
0.31
00.
890
5.00
0.31
00.
890
0.00
0.30
01.
200
0.90
0
1.00
0.30
00.
900
0.90
0
0.30
0
INPUT PARAMETERS
Gen
eral
App
roac
h (a
fter
BS
593
0:19
99):
Whe
re :
Tim
e (m
in)
Wat
er D
epth
(m
)H
ead
(m)
mB
oreh
ole
Dep
th
A
is th
e pe
rmea
bilit
y of
the
soil
(see
rul
es b
elow
)
F H1
H2
is th
e va
riabl
e he
ad m
easu
red
at ti
me
t 2 a
fter
the
com
men
cem
ent o
f the
test
is th
e va
riabl
e he
ad m
easu
red
at ti
me
t 1 a
fter
the
com
men
cem
ent o
f the
test
is th
e in
take
fact
or
is th
e cr
oss
sect
iona
l are
a of
the
bore
hole
cas
ing
©D
elta
-Sim
ons
Env
ironm
enta
lC
onsu
ltant
sLi
mite
d.N
opa
rtof
this
docu
men
tm
aybe
repr
oduc
edun
less
prio
rw
ritte
npe
rmis
sion
has
bee
n gr
ante
d.P
rofo
rma:
C130
Pro
ject
No:
Clie
nt:
Loca
tion:
Pro
ject
Nam
e:
k
FIELD MEASUREMENTS
Dat
e:
She
et:
MT
06/0
1/20
16
11
Mac
e G
roup
15-1
091.
01
Co-
ords
(X
,Y):
Pla
nt U
sed:
Con
trac
tor:
Leve
l (Z
):
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
0.00
10.0
020
.00
30.0
040
.00
50.0
060
.00
Head (m)
Tim
e (
min
)
1
21
2
log
eA
Hk
Ft
tH
K
EY
TO
BO
RE
HO
LE
AN
D T
RIA
L P
IT L
OG
S
Do
cu
men
t N
o:
D10
4 V
ers
ion
: 1.
0 Is
su
e D
ate
: 30
/04/
15
Au
tho
r: D
Elli
s A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
1 of
2
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d. N
o p
art
of th
is d
ocu
me
nt m
ay
be r
epr
oduc
ed
unl
ess
prio
r w
ritte
n p
erm
issi
on h
as
bee
n g
ran
ted.
M
AT
ER
IAL
LE
GE
ND
S
Top
soil
Mad
e G
roun
d
Mad
e G
roun
d 2
Con
cret
e
Cla
y
Silt
San
d
Gra
vel
Pea
t
Cob
bles
Bou
lder
s
Mud
ston
e
Silt
ston
e
San
dsto
ne
Lim
esto
ne
Cha
lk
Coa
l
Bre
ccia
Con
glo
mer
ate
Igne
ous
Met
amor
phic
Vol
cano
clas
tic
Gyp
sum
Sha
le
Iron
ston
e
Bed
rock
(U
nide
ntifi
ed)
Voi
d
IN
ST
AL
LA
TIO
N /
BA
CK
FIL
L L
EG
EN
DS
San
d
Gra
vel
Ben
toni
te
Cem
ent/G
rout
Aris
ing
s
Con
cret
e
Pla
in P
ipe
Slo
tted
Pip
e
Pie
zom
eter
Tip
Le
ge
nd s
ymb
ols
in g
ene
ral a
cco
rdan
ce w
ith B
S 5
930
(1
999
) a
nd
AG
S.
K
EY
TO
BO
RE
HO
LE
AN
D T
RIA
L P
IT L
OG
S
Do
cu
men
t N
o:
D10
4 V
ers
ion
: 1.
0 Is
su
e D
ate
: 30
/04/
15
Au
tho
r: D
Elli
s A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
2 of
2
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d. N
o p
art
of th
is d
ocu
me
nt m
ay
be r
epr
oduc
ed
unl
ess
prio
r w
ritte
n p
erm
issi
on h
as
bee
n g
ran
ted.
SA
MP
LE
TY
PE
S
AC
M
Asb
esto
s C
on
tain
ing
Ma
teri
al S
am
ple
B
Bu
lk D
istu
rbe
d S
am
ple
BL
K
Blo
ck S
amp
le
C
Cor
e S
amp
le
CB
R
Un
dis
turb
ed S
am
ple
fo
r C
alifo
rnia
Bea
ring
Ra
tio T
est
– 1
54m
m d
iam
ete
r
D
Dis
turb
ed S
ampl
e -
Tu
b
ES
S
oil
Sam
ple
fo
r E
nvi
ronm
en
tal T
est
ing
EW
W
ate
r S
ampl
e f
or
En
viro
nme
nta
l Te
stin
g
J
Dis
turb
ed S
ampl
e -
Jar
U
Un
dis
turb
ed D
rive
n T
ub
e S
am
ple
– 7
0/1
02m
m d
iam
ete
r, 4
50m
m lo
ng
U(P
) U
nd
istu
rbed
Pu
she
d P
isto
n S
amp
le –
10
2m
m d
iam
ete
r, 4
50m
m lo
ng
U(T
W)
Und
istu
rbed
Th
in W
alle
d P
ush
In S
amp
le –
10
0m
m d
iam
ete
r, 4
50m
m lo
ng
V
Dis
turb
ed S
ampl
e -
Via
l
TE
ST
TY
PE
S
CP
T
Con
e P
ene
trom
eter
Te
st (
kN/m
2)
FID
F
lam
e Io
nisa
tion
Det
ecto
r T
est
(pp
m)
HS
V
In-S
itu H
an
d S
hee
r V
an
e T
est
(kN
/m2)
PID
P
ho
toio
nis
atio
n D
ete
cto
r T
est
(p
pm
)
SP
T (
S)
Sta
nd
ard
Pe
netr
atio
n T
est
– S
plit
Sp
oo
n S
am
ple
r
SP
T (
C)
Sta
nd
ard
Pe
netr
atio
n T
est
– S
olid
60
Deg
ree
Con
e
CO
RE
DE
TA
ILS
If
Fra
ctur
e S
paci
ng
(mm
) –
Min
imu
m, A
vera
ge
, Ma
xim
um
NI
Non
-Int
act w
her
e >
25 f
ract
ure
sp
acin
gs p
er
met
re
TC
R
To
tal C
ore
Rec
ove
ry (
%)
SC
R
Sol
id C
ore
Rec
ove
ry (
%)
RQ
D
Roc
k Q
ualit
y D
esig
nat
ion
(%)
AF
A
ir F
lush
Ret
urn
(%)
WF
W
ate
r F
lush
Ret
urn
(%
)
W
AT
ER
CO
LU
MN
DE
TA
ILS
F
irst
Wat
er S
trik
e,
Sec
ond
Wat
er S
trik
e e
tc.
S
tan
din
g W
ate
r Le
vel –
Firs
t S
trik
e, S
eco
nd
Str
ike
etc
.
S
ee
pa
ge
Ap
pe
nd
ix I
II
Pro
ject
Num
ber:
Per
sonn
el:
Flow Peak
Flow Steady
CH4 Peak
CH4 Steady
CO2 Peak
CO2 Steady
O2 Min.
O2 Steady
Atmospheric Pressure
PID
Well I.D.
Depth to Product (DTP)
Product Thickness
Depth to Water (DTW)
Depth to Base (DTB)
Height of Water Column
(L/h
r)(L
/hr)
(%v/
v)(%
v/v)
(%v/
v)(%
v/v)
(%v/
v)(%
v/v)
(mb)
(ppm
)(m
m)
(m)
(m)
(m)
(m)
(m)
DS
101
<0.
1<
0.1
<0.
1<
0.1
0.5
0.4
19.5
19.7
1006
1.92
02.
940
DS
102
<0.
1<
0.1
<0.
1<
0.1
0.5
0.5
20.3
20.3
1006
Dry
2.77
0
DS
103
<0.
1<
0.1
<0.
1<
0.1
1.1
1.1
16.5
16.5
1006
2.50
02.
970
1935
5050
7510
0
1819
1938
3838
412
226
1323
Do
cu
me
nt
No
. C
10
1
© D
elt
a-S
imo
ns E
nvir
on
men
tal C
on
su
ltan
ts L
imit
ed
. N
o p
art
of
this
do
cu
men
t m
ay b
e r
ep
rod
uced
un
less p
rio
r w
ritt
en
perm
issio
n h
as b
een
gra
nte
d.
LOC
AT
ION
Wea
ther
Con
ditio
ns:
Dia
met
er o
f Cas
ing
(mm
)
Gas
Kit
Mod
el:
15-1
091.
01
Ove
rcas
t
To
calc
ulat
e th
e nu
mbe
r of
litr
es to
be
purg
ed fr
om a
wel
l with
a d
iffer
ent d
iam
eter
, use
the
form
ula
3r2
h (
whe
re r
= r
adiu
s of
the
wel
l and
h =
hei
ght
of th
e w
ater
col
umn)
. U
se th
e fo
rmul
a r2
h to
cal
cula
te th
e vo
lum
e of
a b
aile
r. P
leas
e no
te th
at th
e st
anda
rd b
aile
rs D
elta
-Sim
ons
use
are
typi
cally
0.
95 m
in le
ngth
.
NO
TE
S
NK
Gas
Dat
a G
FM
430
Gas
Kit
Ser
ial N
o:
Sh
ee
t:
1o
f1
G
RO
UN
DW
AT
ER
AN
D G
RO
UN
D G
AS
MO
NIT
OR
ING
RE
CO
RD
SH
EE
T
Ver
sion
: 4.0
Aut
hor:
C R
amsb
otto
mA
utho
rise
d B
y: R
Gri
ffith
s
No.
bai
ls p
er m
GU
IDE
TO
PU
RG
ING
VO
LUM
ES
Dia
met
er o
f Bai
ler
(mm
)
Issu
e D
ate:
13/
01/1
2
13
/00
1/2
01
6
Pro
ject
Nam
e:H
ewet
t Sch
ool,
Nor
wic
hD
ate
:
Pro
ject
Num
ber:
Per
sonn
el:
Flow Peak
Flow Steady
CH4 Peak
CH4 Steady
CO2 Peak
CO2 Steady
O2 Min.
O2 Steady
Atmospheric Pressure
PID
Well I.D.
Depth to Product (DTP)
Product Thickness
Depth to Water (DTW)
Depth to Base (DTB)
Height of Water Column
(L/h
r)(L
/hr)
(%v/
v)(%
v/v)
(%v/
v)(%
v/v)
(%v/
v)(%
v/v)
(mb)
(ppm
)(m
m)
(m)
(m)
(m)
(m)
(m)
DS
101
<0.
1<
0.1
<0.
1<
0.1
1.2
0.4
19.8
20.7
1012
2.32
02.
990
DS
102
<0.
1<
0.1
0.1
<0.
10.
60.
620
.420
.410
12D
ry2.
890
DS
103
<0.
1<
0.1
<0.
1<
0.1
1.6
1.6
19.6
19.7
1012
2.67
03.
010
1935
5050
7510
0
1819
1938
3838
412
226
1323
Do
cu
me
nt
No
. C
10
1
© D
elt
a-S
imo
ns E
nvir
on
men
tal C
on
su
ltan
ts L
imit
ed
. N
o p
art
of
this
do
cu
men
t m
ay b
e r
ep
rod
uced
un
less p
rio
r w
ritt
en
perm
issio
n h
as b
een
gra
nte
d.
20
/01
/20
16
Pro
ject
Nam
e:H
ewet
t Sch
ool,
Nor
wic
hD
ate
:
Ver
sion
: 4.0
Aut
hor:
C R
amsb
otto
mA
utho
rise
d B
y: R
Gri
ffith
s
No.
bai
ls p
er m
GU
IDE
TO
PU
RG
ING
VO
LUM
ES
Dia
met
er o
f Bai
ler
(mm
)
Issu
e D
ate:
13/
01/1
2
Sh
ee
t:
1o
f1
G
RO
UN
DW
AT
ER
AN
D G
RO
UN
D G
AS
MO
NIT
OR
ING
RE
CO
RD
SH
EE
T
Ove
rcas
t
To
calc
ulat
e th
e nu
mbe
r of
litr
es to
be
purg
ed fr
om a
wel
l with
a d
iffer
ent d
iam
eter
, use
the
form
ula
3r2
h (
whe
re r
= r
adiu
s of
the
wel
l and
h =
hei
ght
of th
e w
ater
col
umn)
. U
se th
e fo
rmul
a r2
h to
cal
cula
te th
e vo
lum
e of
a b
aile
r. P
leas
e no
te th
at th
e st
anda
rd b
aile
rs D
elta
-Sim
ons
use
are
typi
cally
0.
95 m
in le
ngth
.
NO
TE
S
NK
Gas
Dat
a G
FM
430
Gas
Kit
Ser
ial N
o:
LOC
AT
ION
Wea
ther
Con
ditio
ns:
Dia
met
er o
f Cas
ing
(mm
)
Gas
Kit
Mod
el:
15-1
091.
01P
roje
ct N
umbe
r:
Per
sonn
el:
Flow Peak
Flow Steady
CH4 Peak
CH4 Steady
CO2 Peak
CO2 Steady
O2 Min.
O2 Steady
Atmospheric Pressure
PID
Well I.D.
Depth to Product (DTP)
Product Thickness
Depth to Water (DTW)
Depth to Base (DTB)
Height of Water Column
(L/h
r)(L
/hr)
(%v/
v)(%
v/v)
(%v/
v)(%
v/v)
(%v/
v)(%
v/v)
(mb)
(ppm
)(m
m)
(m)
(m)
(m)
(m)
(m)
DS
101
<0.
1<
0.1
<0.
1<
0.1
0.8
0.4
20.4
20.5
997
2.54
02.
980
DS
102
<0.
1<
0.1
<0.
1<
0.1
0.5
0.5
20.4
20.4
997
Dry
2.88
0
DS
103
<0.
1<
0.1
1.6
<0.
11.
20.
920
.419
.999
81.
840
2.99
0
1935
5050
7510
0
1819
1938
3838
412
226
1323
Do
cu
me
nt
No
. C
10
1
© D
elt
a-S
imo
ns E
nvir
on
men
tal C
on
su
ltan
ts L
imit
ed
. N
o p
art
of
this
do
cu
men
t m
ay b
e r
ep
rod
uced
un
less p
rio
r w
ritt
en
perm
issio
n h
as b
een
gra
nte
d.
27
/01
/20
16
Pro
ject
Nam
e:H
ewet
t Sch
ool,
Nor
wic
hD
ate
:
Ver
sion
: 4.0
Aut
hor:
C R
amsb
otto
mA
utho
rise
d B
y: R
Gri
ffith
s
No.
bai
ls p
er m
GU
IDE
TO
PU
RG
ING
VO
LUM
ES
Dia
met
er o
f Bai
ler
(mm
)
Issu
e D
ate:
13/
01/1
2
Sh
ee
t:
1o
f1
G
RO
UN
DW
AT
ER
AN
D G
RO
UN
D G
AS
MO
NIT
OR
ING
RE
CO
RD
SH
EE
T
Ove
rcas
t
To
calc
ulat
e th
e nu
mbe
r of
litr
es to
be
purg
ed fr
om a
wel
l with
a d
iffer
ent d
iam
eter
, use
the
form
ula
3r2
h (
whe
re r
= r
adiu
s of
the
wel
l and
h =
hei
ght
of th
e w
ater
col
umn)
. U
se th
e fo
rmul
a r2
h to
cal
cula
te th
e vo
lum
e of
a b
aile
r. P
leas
e no
te th
at th
e st
anda
rd b
aile
rs D
elta
-Sim
ons
use
are
typi
cally
0.
95 m
in le
ngth
.
NO
TE
S
NK
Gas
Dat
a G
FM
430
Gas
Kit
Ser
ial N
o:
LOC
AT
ION
Wea
ther
Con
ditio
ns:
Dia
met
er o
f Cas
ing
(mm
)
Gas
Kit
Mod
el:
15-1
091.
01
Ap
pe
nd
ix I
VC
hem
test
Ltd
.
Dep
ot
Ro
ad
New
mark
et
CB
8 0
AL
Tel:
01638 6
06070
Em
ail
: in
fo@
ch
em
test.
co
.uk
Rep
ort
No
.:16
-004
90-1
Init
ial
Date
of
Iss
ue
:18
-Jan
-201
6
Cli
en
tD
elta
Sim
ons
Cli
en
t A
dd
res
s:
3 H
enle
y O
ffic
e P
ark
Dod
ding
ton
Roa
d Li
ncol
n Li
ncol
nshi
re
LN6
3QR
Co
nta
ct(
s):
Mal
colm
Tol
ley
Pro
ject
15-1
091.
01 H
ewet
t S
choo
l, N
orw
ich
Qu
ota
tio
n N
o.:
Date
Receiv
ed
:12
-Jan
-201
6
Ord
er
No
.:45
74D
ate
In
str
uc
ted
:12
-Jan
-201
6
No
. o
f S
am
ple
s:
9T
arg
et
Date
:18
-Jan
-201
6
Tu
rnaro
un
d (
Wkd
ays):
5R
esu
lts D
ue:
18-J
an-2
016
Date
Ap
pro
ved
:18
-Jan
-201
6
Ap
pro
ved
By:
Deta
ils
:P
hil H
ellie
r, P
roje
ct D
irect
or
Fin
al R
ep
ort
Page
1 o
f 4
Resu
lts -
So
il
Cli
en
t: D
elt
a S
imo
ns
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
Quo
tatio
n N
o.:
2389
6923
8970
2389
7123
8972
2389
7323
8974
2389
7523
8976
2389
77O
rder
No.
: 45
74D
S10
1D
S10
2D
S10
2D
S10
3D
S10
4D
S10
5D
S10
1D
S10
1D
S10
2E
S2
ES
1E
S2
ES
1E
S1
ES
2E
S3
D4
D4
SO
ILS
OIL
SO
ILS
OIL
SO
ILS
OIL
SO
ILS
OIL
SO
IL0.
300.
100.
300.
100.
100.
300.
501.
001.
0006
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
6D
ete
rmin
an
dA
ccre
d.
SO
PU
nit
sL
OD
AC
M T
ype
U21
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/A-
--
--
-
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esto
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entif
icat
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sbes
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brow
nbr
own
brow
nbr
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brow
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ater
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root
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root
sro
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root
sst
ones
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extu
reN
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N/A
sand
sand
loam
sand
loam
sand
sand
clay
loam
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2010
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7.3
9.3
8.0
7.6
Mag
nesi
um (
Wat
er S
olub
le)
N21
20g/
l0.
010
< 0
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< 0
.010
< 0
.010
< 0
.010
Sul
phat
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:1 W
ater
Sol
uble
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SO
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g/l
0.01
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0.0
10<
0.0
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0.0
10<
0.0
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otal
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phur
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0.01
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9C
hlor
ide
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ract
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0.01
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itrat
e (E
xtra
ctab
le)
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l0.
010
< 0
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< 0
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Am
mon
ium
M24
25m
g/kg
0.50
3.2
0.87
Sul
phat
e (A
cid
Sol
uble
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2430
%0.
010
0.03
60.
061
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enic
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50m
g/kg
1.0
2015
116.
27.
24.
0C
adm
ium
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50m
g/kg
0.10
0.28
0.23
0.19
0.12
0.17
0.13
Cop
per
M24
50m
g/kg
0.50
2224
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Mer
cury
M24
50m
g/kg
0.10
0.13
0.25
0.18
< 0
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0.16
0.11
Nic
kel
M24
50m
g/kg
0.50
2817
2016
2115
Lead
M24
50m
g/kg
0.50
7812
083
2787
54S
elen
ium
M24
50m
g/kg
0.20
< 0
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0.53
0.28
0.26
0.26
0.22
Zin
cM
2450
mg/
kg0.
5069
8982
4777
55C
hrom
ium
(T
rival
ent)
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90m
g/kg
5.0
2615
1713
1713
Chr
omiu
m (
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aval
ent)
N24
90m
g/kg
0.50
< 0
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< 0
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< 0
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< 0
.50
< 0
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< 0
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Tot
al T
PH
>C
6-C
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2670
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kg10
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0<
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kg0.
107.
90.
200.
34<
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0.1
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eM
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106.
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180.
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0.1
0<
0.1
0<
0.1
0A
cena
phth
ene
M27
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0<
0.1
0F
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260.
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29<
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0<
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0<
0.1
0P
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0.10
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< 0
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< 0
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hrac
ene
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00m
g/kg
0.10
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610.
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0.1
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0.1
0<
0.1
0F
luor
anth
ene
M27
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0.10
240
4.3
6.9
0.39
0.92
1.6
Pyr
ene
M27
00m
g/kg
0.10
220
4.1
6.8
0.36
0.64
1.4
Ben
zo[a
]ant
hrac
ene
M27
00m
g/kg
0.10
942.
02.
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0.1
0<
0.1
0<
0.1
0C
hrys
ene
M27
00m
g/kg
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2.3
3.4
< 0
.10
< 0
.10
< 0
.10
Ben
zo[b
]flu
oran
then
eM
2700
mg/
kg0.
1012
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34.
7<
0.1
0<
0.1
0<
0.1
0B
enzo
[k]f
luor
anth
ene
M27
00m
g/kg
0.10
481.
71.
8<
0.1
0<
0.1
0<
0.1
0
Pro
ject:
15-1
091.0
1 H
ew
ett
Sch
oo
l, N
orw
ich
Top
Dep
th (
m):
Ch
em
test
Jo
b N
o.:
Ch
em
test
Sam
ple
ID
.:
Clie
nt S
ampl
e R
ef.:
Clie
nt S
ampl
e ID
.:S
ampl
e T
ype:
Dat
e S
ampl
ed:
Pag
e 2
of 4
Resu
lts -
So
il
Cli
en
t: D
elt
a S
imo
ns
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
16-0
0490
Quo
tatio
n N
o.:
2389
6923
8970
2389
7123
8972
2389
7323
8974
2389
7523
8976
2389
77O
rder
No.
: 45
74D
S10
1D
S10
2D
S10
2D
S10
3D
S10
4D
S10
5D
S10
1D
S10
1D
S10
2E
S2
ES
1E
S2
ES
1E
S1
ES
2E
S3
D4
D4
SO
ILS
OIL
SO
ILS
OIL
SO
ILS
OIL
SO
ILS
OIL
SO
IL0.
300.
100.
300.
100.
100.
300.
501.
001.
0006
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
606
-Jan
-201
6D
ete
rmin
an
dA
cc
red
.S
OP
Un
its
LO
D
Pro
ject:
15-1
091.0
1 H
ew
ett
Sch
oo
l, N
orw
ich
Top
Dep
th (
m):
Ch
em
test
Jo
b N
o.:
Ch
em
test
Sam
ple
ID
.:
Clie
nt S
ampl
e R
ef.:
Clie
nt S
ampl
e ID
.:S
ampl
e T
ype:
Dat
e S
ampl
ed:
Ben
zo[a
]pyr
ene
M27
00m
g/kg
0.10
872.
53.
0<
0.1
0<
0.1
0<
0.1
0In
deno
(1,2
,3-c
,d)P
yren
eM
2700
mg/
kg0.
1058
1.3
2.1
< 0
.10
< 0
.10
< 0
.10
Dib
enz(
a,h)
Ant
hrac
ene
M27
00m
g/kg
0.10
150.
240.
52<
0.1
0<
0.1
0<
0.1
0B
enzo
[g,h
,i]pe
ryle
neM
2700
mg/
kg0.
1056
1.1
1.4
< 0
.10
< 0
.10
< 0
.10
Tot
al O
f 16
PA
H's
M27
00m
g/kg
2.0
1400
2737
< 2
.0<
2.0
3.0
Pag
e 3
of 4
Rep
ort
In
form
ati
on
Key U
UK
AS
acc
redi
ted
MM
CE
RT
S a
nd U
KA
S a
ccre
dite
dN
Una
ccre
dite
dS
Thi
s an
alys
is h
as b
een
subc
ontr
acte
d to
a U
KA
S a
ccre
dite
d la
bora
tory
that
is a
ccre
dite
d fo
r th
is a
naly
sis
SN
Thi
s an
alys
is h
as b
een
subc
ontr
acte
d to
a U
KA
S a
ccre
dite
d la
bora
tory
that
is n
ot a
ccre
dite
d fo
r th
is a
naly
sis
TT
his
anal
ysis
has
bee
n su
bcon
trac
ted
to a
n un
accr
edite
d la
bora
tory
I/SIn
suff
icie
nt S
ampl
eU
/SU
nsui
tabl
e S
ampl
eN
/E
not e
valu
ated
<"l
ess
than
">
"gre
ater
than
"
Com
men
ts o
r in
terp
reta
tions
are
bey
ond
the
scop
e of
UK
AS
acc
redi
tatio
nT
he r
esul
ts r
elat
e on
ly to
the
item
s te
sted
Unc
erta
inty
of
mea
sure
men
t for
the
dete
rmin
ands
test
ed a
re a
vaila
ble
upon
req
uest
N
one
of th
e re
sults
in th
is r
epor
t hav
e be
en r
ecov
ery
corr
ecte
dA
ll re
sults
are
exp
ress
ed o
n a
dry
wei
ght b
asis
The
fol
low
ing
test
s w
ere
anal
ysed
on
sam
ples
as
rece
ived
and
the
resu
lts s
ubse
quen
tly c
orre
cted
to a
dry
w
eigh
t bas
is T
PH
, BT
EX
, VO
Cs,
SV
OC
s, P
CB
s, P
heno
lsF
or a
ll ot
her
test
s th
e sa
mpl
es w
ere
drie
d at
< 3
7°C
pri
or to
ana
lysi
sA
ll A
sbes
tos
test
ing
is p
erfo
rmed
at o
ur C
oven
try
labo
rato
ry
Issu
e nu
mbe
rs a
re s
eque
ntia
l sta
rtin
g w
ith 1
all
subs
eque
nt r
epor
ts a
re in
crem
ente
d by
1
Sam
ple
Devia
tio
n C
od
es
A -
Dat
e of
sam
plin
g no
t sup
plie
dB
- S
ampl
e ag
e ex
ceed
s st
abili
ty ti
me
(sam
plin
g to
ext
ract
ion)
C -
Sam
ple
not r
ecei
ved
in a
ppro
pria
te c
onta
iner
sD
- B
roke
n C
onta
iner
Sam
ple
Rete
nti
on
an
d D
isp
osal
All
soil
sam
ples
will
be
reta
ined
for
a p
erio
d of
60
days
fro
m th
e da
te o
f re
ceip
tA
ll w
ater
sam
ples
will
be
reta
ined
for
14
days
fro
m th
e da
te o
f re
ceip
tC
harg
es m
ay a
pply
to e
xten
ded
sam
ple
stor
age
If y
ou r
equi
re e
xten
ded
rete
ntio
n of
sam
ples
, ple
ase
emai
l you
r re
quir
emen
ts to
: cu
stom
erse
rvic
es@
chem
test
.co.
uk
Pag
e 4
of 4
Ap
pe
nd
ix V
5–
7 H
exth
orpe
Roa
d, H
exth
orpe
,D
onca
ster
DN
4 0A
Rte
l: +4
4 (0
)844
815
664
1fa
x: +
44 (0
)844
815
664
2e-
mai
l: rg
unso
n@pr
osoi
ls.c
o.uk
aw
atki
ns@
pros
oils
.co.
uk
A c
opy
of th
e La
bora
tory
Sch
edul
e of
acc
redi
ted
test
s as i
ssue
d by
UK
AS
is a
ttach
ed to
this
repo
rt. T
his c
ertif
icat
e is
issu
ed in
acc
orda
nce
with
the
accr
edita
tion
requ
irem
ents
of th
e U
nite
d K
ingd
om A
ccre
dita
tion
Serv
ice.
The
resu
lts
repo
rted
here
in re
late
onl
y to
the
mat
eria
l sup
plie
d to
the
labo
rato
ry. T
his c
ertif
icat
e sh
all n
ot b
e re
prod
uced
in fu
ll,
with
out t
he p
rior w
ritte
n ap
prov
al o
f the
labo
rato
ry.
Che
cked
and
App
rove
d Si
gnat
orie
s:
R
Gun
son
A
Wat
kins
M B
east
all
(Dire
ctor
)
(Dire
ctor
)
(Lab
orat
ory
Man
ager
)
D L
ambe
S R
oyle
(
Seni
or T
echn
icia
n)(S
enio
r Tec
hnic
ian)
Page
1of
LA
BO
RA
TO
RY
RE
PO
RT
4043
Con
trac
t Num
ber:
PSL
16/0
161
Rep
ort D
ate:
20
Janu
ary
2016
Clie
nt’s
Ref
eren
ce:
15-1
091.
01
Clie
nt N
ame:
Del
ta S
imon
s3
Hen
ley
Off
ice
Park
Dod
ding
ton
Roa
dLi
ncol
nLN
6 3Q
R
For
the
atte
ntio
n of
:M
alco
lm T
olle
y
Con
tract
Titl
e:
Hew
ett S
choo
l, N
orw
ich
Dat
e R
ecei
ved:
13/0
1/20
16
Dat
e C
omm
ence
d:
13/0
1/20
16
Dat
e C
ompl
eted
: 20
/01/
2016
Not
es:
Opi
nion
s an
d In
terp
reta
tions
are
out
side
the
UK
AS
Acc
redi
tatio
n*
Den
otes
test
not
incl
uded
in la
bora
tory
scop
e of
acc
redi
tatio
n$
Den
otes
test
car
ried
out
by
appr
oved
con
trac
tor
PS
L001
Issu
e 2
Nov
15
Pag
e
of
.
Hol
eSa
mpl
eSa
mpl
eT
opB
ase
Num
ber
Num
ber
Typ
eD
epth
Dep
th
mm
DS1
015
D1.
50B
row
n fin
e to
med
ium
SA
ND
.D
S101
7D
2.50
Bro
wn
grav
elly
ver
y sa
ndy
CL
AY
. San
d is
fine
to c
oars
e. G
rave
l is f
ine
to m
ediu
m su
b an
gula
r an
d su
b ro
unde
d -
chal
k an
d fli
nt.
DS1
025
D1.
50B
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y. S
and
is fi
ne to
coa
rse.
Gra
vel i
s fin
e to
med
ium
sub
angu
lar
and
sub
-ro
unde
d fli
nt.
DS1
027
D2.
50B
row
n ve
ry sa
ndy
CL
AY
. San
d is
fine
to m
ediu
m.
DS1
034
D1.
00B
row
n fin
e to
med
ium
SA
ND
.D
S103
7D
2.50
Bro
wn
slig
htly
gra
velly
sand
y C
LA
Y. S
and
is fi
ne to
coa
rse.
Gra
vel i
s fin
e to
med
ium
sub
angu
lar
and
sub
-ro
unde
d fli
nt.
DS1
041
B0.
501.
00B
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y. S
and
is fi
ne to
coa
rse.
Gra
vel i
s fin
e to
coa
rse
sub
angu
lar
and
sub
-ro
unde
d fli
nt.
DS1
045
D1.
50B
row
n ve
ry sa
ndy
CL
AY
. San
d is
fine
to m
ediu
m.
DS1
048
D3.
00B
row
n gr
avel
ly v
ery
sand
y C
LA
Y. S
and
is fi
ne to
coa
rse.
Gra
vel i
s fin
e to
med
ium
sub
angu
lar
and
sub
roun
ded
-ch
alk
and
flint
.D
S105
1B
0.50
1.00
Dar
k br
own
grav
elly
ver
y sa
ndy
CL
AY
. San
d is
fine
to c
oars
e. G
rave
l is f
ine
to c
oars
e su
b an
gula
r an
d su
b -
roun
ded
flint
.D
S105
4D
1.00
Bro
wn
slig
htly
gra
velly
ver
y sa
ndy
CL
AY
. San
d is
fine
to c
oars
e. G
rave
l is f
ine
to m
ediu
m su
b an
gula
r an
d su
b -
roun
ded
flint
.D
S105
6D
2.00
Bro
wn
grav
elly
ver
y sa
ndy
CL
AY
. San
d is
fine
to c
oars
e. G
rave
l is f
ine
to m
ediu
m su
b an
gula
r an
d su
b ro
unde
d -
flint
.
Che
cked
/ A
ppro
ved
Dat
e20
/01/
16C
ontr
act N
o:
PSL
16/0
161
Clie
nt R
ef:
4043
15-1
091.
01
Hew
ett S
choo
l, N
orw
ich
SUM
MA
RY
OF
LA
BO
RA
TO
RY
SO
IL D
ESC
RIP
TIO
NS
Des
crip
tion
of S
ampl
e
PS
L001
Issu
e 2
Nov
15
Pag
e
of
.
Hol
eSa
mpl
eSa
mpl
eT
opB
ase
Num
ber
Num
ber
Typ
eD
epth
Dep
th
mm
DS1
058
D3.
00B
row
n sa
ndy
CL
AY
. San
d is
fine
to m
ediu
m.
DS1
071
B0.
501.
00B
row
n sl
ight
ly g
rave
lly v
ery
sand
y C
LA
Y. S
and
is fi
ne to
med
ium
. Gra
vel i
s fin
e to
coa
rse
sub
angu
lar
and
sub
-ro
unde
d fli
nt. C
heck
ed /
App
rove
dD
ate
20/0
1/16
Con
trac
t No:
PSL
16/0
161
Clie
nt R
ef:
4043
15-1
091.
01
SUM
MA
RY
OF
LA
BO
RA
TO
RY
SO
IL D
ESC
RIP
TIO
NS
Des
crip
tion
of S
ampl
e
Hew
ett S
choo
l, N
orw
ich
PS
L002
Issu
e 2
Nov
15
Pag
e
of
.
(BS1
377
: PA
RT
2 :
1990
)
Moi
stur
eL
inea
r Pa
rtic
leL
iqui
dPl
astic
Plas
ticity
Pass
ing
Hol
eSa
mpl
eSa
mpl
e T
opB
ase
Con
tent
Shri
nkag
eD
ensi
tyL
imit
Lim
itIn
dex
.425
mm
Rem
arks
Num
ber
Num
ber
Typ
eD
epth
Dep
th%
%M
g/m
3%
%%
%m
mC
laus
e 3.
2C
laus
e 6.
5C
laus
e 8.
2C
laus
e 4.
3/4
Cla
use
5.3
Cla
use
5.4
DS1
015
D1.
5014
DS1
017
D2.
5014
DS1
025
D1.
5016
3518
1792
DS1
027
D2.
5018
DS1
034
D1.
0013
DS1
037
D2.
5023
DS1
045
D1.
5016
DS1
048
D3.
0016
DS1
054
D1.
0015
DS1
056
D2.
0010
DS1
058
D3.
0025
SYM
BO
LS
: N
P : N
on P
last
ic*
: Liq
uid
Lim
it an
d Pl
astic
Lim
it W
et S
ieve
d.
Dat
e20
/01/
16
4043
SUM
MA
RY
OF
SOIL
CL
ASS
IFIC
AT
ION
TE
STS
Inte
rmed
iate
pla
stic
ity C
I.
Clie
nt R
ef:
15-1
091.
01
Con
trac
t No:
PSL
16/0
161
Che
cked
/ A
ppro
ved H
ewet
t Sch
ool,
Nor
wic
h
PS
L002
Issu
e 2
Nov
15
Pag
e
of
.
(BS5
930
:201
5)
Dat
e20
/01/
16
4043
15-1
091.
01
Hew
ett S
choo
l, N
orw
ich
Che
cked
/App
rove
dC
ontr
act N
o:
PSL
16/0
161
Clie
nt R
ef:
PLA
STIC
ITY
CH
AR
T F
OR
CA
SAG
RA
ND
E C
LA
SSIF
ICA
TIO
N.
0102030405060708090
010
2030
4050
6070
8090
100
110
120
130
Plasticity Index (PI%).
Liqu
id L
imit
(LL%
).
CL
CI
CH
CV
CE
ML
MI
MH
MV
ME
PS
LR02
4
I
ssue
2N
ov 1
5P
age
of
.
Hol
e N
umbe
r:D
S104
Top
Dep
th (m
):0.
50
Sam
ple
Num
ber:
1B
ase
Dep
th (m
):1.
00
Sam
ple
Typ
e:B
Moi
stur
e C
onte
nt:
15Su
rcha
rge
Kg:
4.20
Sam
ple
Top
16Sa
mpl
e To
p4.
3B
ulk
Den
sity
Mg/
m3:
2.13
Soak
ing
Tim
e hr
s0
Sam
ple
Bot
tom
14Sa
mpl
e B
otto
m6.
2D
ry D
ensi
ty M
g/m
3:1.
85Sw
ellin
g m
m:
0 1
Dat
e20
/01/
16C
ontr
act N
o:PS
L15
/016
1C
lient
Ref
:15
-109
1.01
Perc
enta
ge re
tain
ed o
n 20
mm
BS
test
siev
e:
Initi
al S
ampl
e C
ondi
tions
Sam
ple
Prep
arat
ion
Com
pact
ion
Con
ditio
ns2.
5kg
Ram
mer
Rem
arks
: See
sum
mar
y of
soil
desc
riptio
ns.
Che
cked
/ A
ppro
ved
Hew
ett S
choo
l, N
orw
ich
CA
LIF
OR
NIA
BE
AR
ING
RA
TIO
TE
ST B
S 13
77 :
Part
4 :
1990
4043
C.B
.R. V
alue
%Fi
nal M
oist
ure
Con
tent
%
0
0.2
0.4
0.6
0.81
1.2
1.4
1.6
01
23
45
67
8
Force on plunger (kN)
Pene
tratio
n of
Plu
nger
(mm
)
Top
Bot
tom
PS
LR02
4
I
ssue
2N
ov 1
5P
age
of
.
Hol
e N
umbe
r:D
S105
Top
Dep
th (m
):0.
50
Sam
ple
Num
ber:
1B
ase
Dep
th (m
):1.
00
Sam
ple
Typ
e:B
Moi
stur
e C
onte
nt:
15Su
rcha
rge
Kg:
4.20
Sam
ple
Top
15Sa
mpl
e To
p0.
7B
ulk
Den
sity
Mg/
m3:
2.13
Soak
ing
Tim
e hr
s0
Sam
ple
Bot
tom
15Sa
mpl
e B
otto
m0.
7D
ry D
ensi
ty M
g/m
3:1.
85Sw
ellin
g m
m:
0 3
Dat
e20
/01/
16C
ontr
act N
o:PS
L15
/016
1C
lient
Ref
:15
-109
1.01
Perc
enta
ge re
tain
ed o
n 20
mm
BS
test
siev
e:
Initi
al S
ampl
e C
ondi
tions
Sam
ple
Prep
arat
ion
Com
pact
ion
Con
ditio
ns2.
5kg
Ram
mer
Rem
arks
: See
sum
mar
y of
soil
desc
riptio
ns.
Che
cked
/ A
ppro
ved
Hew
ett S
choo
l, N
orw
ich
CA
LIF
OR
NIA
BE
AR
ING
RA
TIO
TE
ST B
S 13
77 :
Part
4 :
1990
4043
C.B
.R. V
alue
%Fi
nal M
oist
ure
Con
tent
%
0
0.02
0.04
0.06
0.080.1
0.12
0.14
0.16
0.18
01
23
45
67
8
Force on plunger (kN)
Pene
tratio
n of
Plu
nger
(mm
)
Top
Bot
tom
PS
LR02
4
I
ssue
2N
ov 1
5P
age
of
.
Hol
e N
umbe
r:D
S107
Top
Dep
th (m
):0.
50
Sam
ple
Num
ber:
1B
ase
Dep
th (m
):1.
00
Sam
ple
Typ
e:B
Moi
stur
e C
onte
nt:
15Su
rcha
rge
Kg:
4.20
Sam
ple
Top
14Sa
mpl
e To
p1.
2B
ulk
Den
sity
Mg/
m3:
2.15
Soak
ing
Tim
e hr
s0
Sam
ple
Bot
tom
15Sa
mpl
e B
otto
m1.
0D
ry D
ensi
ty M
g/m
3:1.
88Sw
ellin
g m
m:
0 3
Dat
e20
/01/
16C
ontr
act N
o:PS
L15
/016
1C
lient
Ref
:15
-109
1.01
Perc
enta
ge re
tain
ed o
n 20
mm
BS
test
siev
e:
Initi
al S
ampl
e C
ondi
tions
Sam
ple
Prep
arat
ion
Com
pact
ion
Con
ditio
ns2.
5kg
Ram
mer
Rem
arks
: See
sum
mar
y of
soil
desc
riptio
ns.
Che
cked
/ A
ppro
ved
Hew
ett S
choo
l, N
orw
ich
CA
LIF
OR
NIA
BE
AR
ING
RA
TIO
TE
ST B
S 13
77 :
Part
4 :
1990
4043
C.B
.R. V
alue
%Fi
nal M
oist
ure
Con
tent
%
0
0.050.1
0.150.2
0.250.3
0.35
01
23
45
67
8
Force on plunger (kN)
Pene
tratio
n of
Plu
nger
(mm
)
Top
Bot
tom
Ap
pen
dix
VI
De
lta
-Sim
on
s A
do
pte
d H
um
an
He
alt
h G
en
eri
c A
ss
es
sm
en
t C
rite
ria
Fo
r
Re
sid
en
tia
l E
nd
Use
wit
h C
on
su
mp
tio
n o
f H
om
e G
row
n P
rod
uce
Ve
rsio
n 4
.2 –
Se
pte
mb
er
201
5
Col
latio
n of
Hum
an H
ealth
SG
Vs
an
d S
oil
Scr
ee
nin
g V
alu
es –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
2 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
Gu
ida
nc
e N
ote
s –
Usin
g H
um
an
He
alt
h S
oil
Sc
ree
nin
g V
alu
es
A
tie
red
risk
asse
ssm
ent
appr
oac
h is
us
ed
for
the
a
sse
ssm
ent
of
soil
ana
lysi
s re
sults
co
nsid
erin
g th
e ‘p
ollu
tant
link
ages
’ on
the
basi
s of
a ‘s
ourc
e-p
ath
wa
y-re
cept
or’ r
elat
ions
hip.
The
fol
low
ing
tab
les
pres
ent
cons
erva
tive
Tie
r 1
gene
ric
scre
enin
g as
sess
men
t cr
iteria
(G
AC
) us
ed b
y D
elta
-Sim
ons
to p
rovi
de a
n in
itia
l ass
ess
men
t of
ris
k to
Hum
an H
ealth
in t
he c
onte
xt
of th
e pr
opos
ed r
ede
velo
pm
ent o
f th
e S
ite.
G
AC
s a
re in
ten
ded
to
ass
ess:
∆ C
hron
ic (
lon
g-t
erm
) on
-site
exp
osur
e ris
k to
con
tam
ina
nts
in th
e s
oil t
o fu
ture
use
rs a
nd
occu
pier
s of
the
Site
.
∆ C
once
ntra
tions
be
low
the
GA
C c
onsi
dere
d to
lera
ble
or to
pos
e a
min
imal
ris
k to
hu
man
he
alth
, or
low
ris
k in
rel
atio
n to
th
e C
ate
gory
4 S
cree
nin
g L
evel
s (C
4S
Ls).
G
AC
s a
re n
ot
rele
van
t fo
r ass
essin
g:
∆ A
cute
(sh
ort-
term
) ex
posu
re r
isks
(e.
g. c
onst
ruct
ion
wor
kers
dur
ing
deve
lopm
ent)
; ∆
Non
-hum
an r
ecep
tors
suc
h as
con
tro
lled
wa
ters
, ec
osys
tem
s, b
uild
ings
and
ser
vice
s,
anim
als,
dom
estic
pet
s or
pla
nts;
∆
Aes
the
tic is
sues
whi
ch m
ay
rend
er a
soi
l uns
uita
ble
for
use
suc
h as
odo
ur o
r co
lour
;
∆ G
AC
s do
not
tak
e ac
coun
t of
oth
er n
on-s
oil b
ase
d so
urce
s of
con
tam
inat
ion
such
as
cont
amin
atio
n in
gro
und
wat
er o
r su
rfac
e w
ate
rs; a
nd
∆
GA
Cs
are
not s
uita
ble
for
ass
essi
ng w
heth
er a
soi
l pro
vide
s a
suita
ble
gro
win
g m
ediu
m
for
crop
s or
pla
nts.
E
xc
eed
en
ce
s o
f G
en
eri
c A
sse
ssm
en
t C
rite
ria
An
exce
ede
nce
of a
GA
C:
∆ Is
not
an
ind
icat
or o
f a
sign
ifica
nt r
isk
to h
uman
hea
lth;
∆ Is
an
ind
icat
ion
that
the
con
tam
inan
t may
pos
e a
poss
ibili
ty h
arm
to h
uman
hea
lth a
nd,
ther
efor
e, f
urth
er c
onsi
dera
tion
is r
equi
red.
In
ass
essi
ng t
he s
ign
ifica
nce
of a
n ex
cee
denc
e c
onsi
der
atio
n sh
oul
d be
giv
en
to:
∆ T
he n
atur
e of
the
cont
amin
ant (
e.g.
vol
atile
or
non-
vola
tile
con
tam
inan
ts)
∆ S
ite d
esig
n an
d po
tent
ial e
xpos
ure
path
way
s (e
.g. h
ard
cove
r, b
uild
ings
, lan
dsca
pin
g)
∆ T
he
dist
ribut
ion
of
ex
ceed
ence
s (w
ides
prea
d
or
loca
lise
d,
num
erou
s or
fe
w
exc
eed
ence
s –
NB
: Con
side
r dat
a lim
itatio
ns –
site
cov
erag
e an
d ga
ps in
dat
a.
∆ T
he m
argi
n of
the
exce
ede
nce(
s);
∆ T
he d
urat
ion
and
freq
uen
cy o
f ex
posu
re; a
nd
∆ A
ny
othe
r si
te s
peci
fic f
acto
rs.
Gen
eri
c A
ss
ess
men
t C
rite
ria u
sed
by D
elt
a-S
imo
ns
In t
he
abs
ence
of
a co
mpl
ete
reg
ula
tory
se
t of
scr
eeni
ng v
alu
es d
eriv
ed
usin
g th
e C
LE
A
Fra
mew
ork,
Del
ta-S
imon
s sc
reen
ing
val
ues
are
bas
ed o
n th
e fo
llow
ing:
T
he c
urre
nt S
oil
Gui
dan
ce V
alue
s (S
GV
s) p
ublis
hed
by
the
EA
;
C
ateg
ory
4 S
cre
enin
g Le
vels
(C
4SLs
) pu
blis
hed
by
DE
FR
A;
T
he 2
014
Lan
d Q
ual
ity M
anag
emen
t (L
QM
) /
Cha
rter
ed I
nstit
ute
of E
nvi
ronm
enta
l H
ealth
(C
IEH
) S
uita
ble
for
Use
Le
vels
fo
r H
uman
Hea
lth R
isk
Ass
essm
ent
(S4U
Ls)
;
T
he g
uida
nce
val
ues
pro
duce
d b
y th
e E
nvi
ronm
enta
l In
dust
ries
Com
mis
sion
(E
IC),
the
A
ssoc
iatio
n
of
Geo
tech
nica
l a
nd
Geo
en
viro
nmen
tal
Sp
ecia
lists
(A
GS
) an
d C
onta
min
ated
Lan
d: A
pplic
atio
n in
Rea
l En
viro
nmen
ts (
CL:
AIR
E)
in D
ecem
ber
2009
; an
d
In
ho
use
Gen
eric
Scr
een
ing
Va
lues
(D
S-G
AC
s) d
eriv
ed
by
De
lta-S
imon
s.
Co
nta
min
an
ts f
or
wh
ich
Ge
ne
ric
As
se
ss
me
nt
Cri
teri
a a
re U
na
va
ila
ble
In
suff
icie
nt to
xico
logi
cal d
ata
is a
vaila
ble
to d
eriv
e G
AC
for
a nu
mbe
r of
pot
ent
ial c
onta
min
ants
of
con
cern
and
GA
C c
anno
t be
der
ived
for
der
ived
for
mix
ture
s of
com
poun
ds (
e.g.
to
tal
petr
oleu
m h
ydro
carb
ons)
. In
suc
h ca
ses
De
lta-S
imon
s w
ill e
ndea
vour
to
use
con
serv
ativ
e
Col
latio
n of
Hum
an
Hea
lth S
GV
s an
d S
oil S
cre
enin
g V
alue
s –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
3 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
surr
ogat
e G
AC
val
ues
to p
rovi
de a
n in
itia
l scr
een
ing
asse
ssm
ent b
ased
on
the
kno
wn
chem
ical
an
d ph
ysic
al p
rop
ertie
s of
the
cont
amin
ant.
No
tes a
nd
Refe
ren
ces
us
ed
in
th
e T
ab
les
Gen
eri
c A
ss
ess
men
t C
rite
ria S
ou
rce
SG
V
Soi
l Gu
idan
ce V
alue
s p
ublis
hed
by
the
EA
DS
-GA
C
Del
ta-S
imon
s G
ener
ic A
sses
smen
t Crit
eria
der
ived
usi
ng C
LEA
V.1
.06.
C4S
L
Cat
egor
y 4
Scr
een
ing
Leve
ls, D
EF
RA
Dec
embe
r 20
14
SG
V
v.1.
05
En
viro
nmen
t Age
ncy
So
il G
uid
elin
e V
alu
es f
or d
ioxi
ns,
fura
ns a
nd d
ioxi
n-l
ike
PC
Bs
calc
ulat
ed w
ithin
CL
EA
V.1
.05
.
LQM
LQM
/CIE
H S
uita
ble
for
Use
Le
vels
for
Hum
an H
ealth
Ris
k A
sses
smen
t (S
4UL)
, Nov
embe
r 20
14.
(Cop
yrig
ht L
and
Qu
ality
Ma
nage
me
nt L
imite
d, r
educ
ed w
ith p
erm
issi
on;
Pub
licat
ion
Nu
mb
er S
4U
L308
7. A
ll ri
ghts
res
erve
d).
EIC
E
IC/A
GS
/CL:
AIR
E S
oil G
ene
ric A
sses
smen
t Crit
eria
for
Hum
an H
ealth
Ris
k A
sses
smen
t der
ived
usi
ng
CLE
A V
.1.0
6.
Ab
bre
via
tio
ns
Uni
ts
All
valu
es m
g/kg
unl
ess
oth
erw
ise
stat
ed.
SO
M
Soi
l Org
ani
c M
atte
r –
GA
C h
ave
bee
n de
rive
d fo
r a
ran
ge o
f so
il or
gan
ic
mat
ter
cont
ent –
1%
, 2.5
or
3% a
nd
6%.
In th
e ab
senc
e of
site
sp
ecifi
c da
ta o
r ro
bust
soi
l cha
ract
eris
atio
n th
e m
ost
cons
erva
tive
valu
e of
1%
soi
l org
ani
c m
atte
r sh
ould
be
used
as
the
initi
al
scre
enin
g v
alu
e.
(##)
GA
C
exce
ed
satu
ratio
n/v
apou
r co
nce
ntra
tion
(g
ive
n in
br
acke
ts).
Soi
l co
ncen
trat
ions
ab
ove
the
soil
satu
ratio
n m
ay
ind
icat
e th
at n
on
-aqu
eous
ph
ase
liqui
d (N
AP
L) i
s pr
esen
t.
Ris
ks f
rom
NA
PL
ma
y n
eed
to b
e c
onsi
dere
d
sepa
rate
ly.
Ref
eren
ce
shou
ld
alw
ays
be
m
ade
to
the
site
in
vest
igat
ion
obse
rva
tions
an
d so
il lo
gs w
ere
ava
ilabl
e.
ND
Not
der
ived
. I
t w
as c
onsi
der
ed b
eyo
nd t
he s
cope
of
the
EIC
pro
ject
to
colla
te
and
revi
ew
pla
nt c
onc
entr
atio
n fa
ctor
s fo
r th
e m
etal
s a
nd th
eref
ore
GA
C h
ave
on
ly b
een
pro
duce
d fo
r la
nd
-use
s th
at
do
not
invo
lve
pla
nt u
ptak
e. G
AC
hav
e be
en c
alc
ulat
ed f
or a
ntim
ony,
bar
ium
and
mol
ybd
enu
m f
or t
he r
esid
entia
l w
ithou
t pl
an
t upt
ake
scen
ario
. U
se o
f C
4S
Ls a
s S
cre
en
ing
Cri
teri
a
Onl
y th
e l
ead
C4
SL
shou
ld b
e us
ed a
s an
in
itial
scr
eeni
ng
leve
l, as
ther
e is
no
‘min
imal
ris
k’
scre
enin
g v
alu
e a
vaila
ble
. T
houg
h pr
imar
ily d
esig
ned
for
asse
ssin
g th
e ris
k of
lan
d be
ing
de
term
ined
as
‘con
tam
inat
ed’ u
nder
Par
t 2A,
Def
ra h
ave
con
firm
ed1
that
the
C4
SL
coul
d b
e us
ed u
nder
the
pla
nni
ng r
egi
me.
Whe
re a
pplic
able
, the
‘min
imal
risk
’ lev
el s
houl
d be
use
d as
th
e in
itial
scr
eeni
ng le
vel a
nd
wh
ere
exce
eda
nces
are
iden
tifie
d r
efer
ence
to, a
nd c
onsi
der
atio
n of
the
C4
SL
leve
ls m
ay
be
mad
e in
the
ris
k as
sess
men
t pro
cess
.
1 D
efra
/Lor
d d
e M
aule
y le
tter
to a
ll L
ocal
Au
thor
ities
dat
ed 3
rd S
ept
embe
r 20
14.
Col
latio
n of
Hum
an H
ealth
SG
Vs
an
d S
oil
Scr
ee
nin
g V
alu
es –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
4 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
M
eta
ls
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
SO
M
So
urc
e
Ant
imo
ny
ND
-
ND
-
ND
-
Ars
enic
3
2 S
GV
3
2 S
GV
3
2 S
GV
Ars
enic
3
7 LQ
M
37
LQM
3
7 LQ
M
Ars
enic
3
7 C
4SL
37
C4S
L 3
7 C
4SL
Bar
ium
N
D
- N
D
- N
D
-
Be
rylli
um
1.7
LQM
1.
7 LQ
M
1.7
LQM
Bor
on
29
0 LQ
M
29
0 LQ
M
29
0 LQ
M
Cad
miu
m
10
SG
V
10
SG
V
10
SG
V
Cad
miu
m
11
LQM
1
1 LQ
M
11
LQM
Cad
miu
m
22
C4S
L 2
2 C
4SL
22
C4S
L
Chr
omiu
m (
III)
91
0 LQ
M
91
0 LQ
M
91
0 LQ
M
Chr
omiu
m (
VI)
6
LQ
M
6
LQM
6
LQ
M
Chr
omiu
m (
VI)
2
1 C
4SL
21
C4S
L 2
1 C
4SL
Cop
per
24
00
LQM
2
40
0 LQ
M
24
00
LQM
Le
ad
20
0 C
4SL
20
0 C
4SL
20
0 C
4SL
Me
rcu
ry
(ele
me
nta
l) 0
.17
DS
-GA
C
0.5
DS
-GA
C
1.0
SG
V
Me
rcu
ry
(ele
me
nta
l) -
- -
- 1.
2 LQ
M
Me
rcu
ry
(in
org
an
ic)
17
0 D
S-G
AC
1
70
DS
-GA
C
17
0 S
GV
Me
rcu
ry
(in
org
an
ic)
40
LQM
4
0 LQ
M
40
LQM
Me
rcu
ry
(me
thyl
) 7.
4 D
S-G
AC
1
0 D
S-G
AC
1
1 S
GV
Me
rcu
ry
(me
thyl
) -
- -
- 1
1 LQ
M
Mo
lyb
de
nu
m
ND
-
ND
-
ND
-
Nic
kel
13
0 LQ
M
13
0 LQ
M
13
0 LQ
M
Sel
eniu
m
35
0 S
GV
3
50
SG
V
35
0 S
GV
Sel
eniu
m
25
0 LQ
M
25
0 LQ
M
25
0 LQ
M
Van
adiu
m
41
0 LQ
M
41
0 LQ
M
41
0 LQ
M
Zin
c 3
70
0 LQ
M
37
00
LQM
3
70
0 LQ
M
ND
- G
AC
not
der
ived
. It
was
con
side
red
beyo
nd th
e sc
ope
of th
e E
IC p
roje
ct to
col
late
and
rev
iew
pla
nt c
once
ntra
tion
fact
ors
for
the
met
als
and
ther
efor
e G
AC
hav
e on
ly b
een
prod
uced
for
land
-use
s th
at d
o no
t inv
olve
pla
nt u
ptak
e. G
AC
ha
ve b
een
calc
ulat
ed fo
r an
timon
y, b
ariu
m a
nd m
olyd
enum
for
the
resi
dent
ial w
ithou
t pl
ant
upta
ke s
cena
rio.
Ital
ics–
The
se v
alue
s w
ere
deriv
ed b
ased
on
a 6%
SO
M,
how
ever
, th
e su
ppor
ting
docu
men
tatio
n in
dica
tes
that
SO
M
has
a ne
glig
ible
influ
ence
for
thes
e m
etal
s.
Col
latio
n of
Hum
an
Hea
lth S
GV
s an
d S
oil S
cre
enin
g V
alue
s –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
5 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
Petr
ole
um
Hyd
roc
arb
on
s
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
SO
M
So
urc
e
Alip
hatic
EC
5-E
C6
42
LQM
7
8 LQ
M
16
0 LQ
M
Alip
hat
ic >
EC
6-E
C8
10
0 LQ
M
23
0 LQ
M
53
0 LQ
M
Alip
hat
ic >
EC
8-E
C10
2
7 LQ
M
65
LQM
1
50
LQM
Alip
hat
ic >
EC
10
-EC
12
13
0
(48
) LQ
M
33
0
(11
8)
LQM
7
60
(2
83
) LQ
M
Alip
hat
ic >
EC
12
-EC
16
11
00
(24
) LQ
M
24
00
(5
9)
LQM
4
30
0
(14
2)
LQM
Alip
hat
ic >
EC
16
-EC
35
65
00
0 (8
.48
) LQ
M
92
00
0
(21
) LQ
M
11
00
00
LQM
Alip
hat
ic >
EC
35
-EC
44
65
00
0 (8
.48
) LQ
M
92
00
0
(21
) LQ
M
11
00
00
LQM
Aro
ma
tic >
EC
5-E
C7
70
LQM
1
40
LQM
3
00
LQM
Aro
ma
tic >
EC
7-E
C8
13
0 LQ
M
29
0 LQ
M
66
0 LQ
M
Aro
ma
tic >
EC
8-E
C10
3
4 LQ
M
83
LQM
1
90
LQM
Aro
ma
tic >
EC
10
-EC
12
74
LQM
1
80
LQM
3
80
LQM
Aro
ma
tic >
EC
12
-EC
16
14
0 LQ
M
33
0 LQ
M
66
0 LQ
M
Aro
ma
tic >
EC
16
-EC
21
26
0 LQ
M
54
0 LQ
M
93
0 LQ
M
Aro
ma
tic >
EC
21
-EC
35
11
00
LQM
1
50
0 LQ
M
17
00
LQM
Aro
ma
tic >
EC
35
-EC
44
11
00
LQM
1
50
0 LQ
M
17
00
LQM
Aro
ma
tic a
nd
Alip
hatic
>
EC
44-E
C70
1
60
0 LQ
M
18
00
LQM
1
90
0 LQ
M
Col
latio
n of
Hum
an H
ealth
SG
Vs
an
d S
oil
Scr
ee
nin
g V
alu
es –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
6 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
Po
lyc
ycli
c A
rom
ati
c H
yd
roc
arb
on
s (
PA
H)
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
SO
M
So
urc
e
Na
ph
thal
ene
2.
3 LQ
M
5.6
LQM
1
3 LQ
M
Ace
naph
thyl
ene
17
0 LQ
M
42
0 LQ
M
92
0 LQ
M
Ace
nap
hth
en
e 2
10
LQM
5
10
LQM
1
10
0 LQ
M
Flu
oren
e 1
70
LQM
4
00
LQM
8
60
LQM
Ph
en
ant
hre
ne
95
LQM
2
20
LQM
4
40
LQM
Ant
hrac
ene
2
40
0 LQ
M
54
00
LQM
1
10
00
LQM
Flu
ora
nth
ene
28
0 LQ
M
56
0 LQ
M
89
0 LQ
M
Pyr
ene
6
20
LQM
1
20
0 LQ
M
20
00
LQM
Be
nzo
[a]a
nth
race
ne
7.2
LQM
1
1 LQ
M
13
LQM
Chr
ysen
e 1
5 LQ
M
22
LQM
2
7 LQ
M
Be
nzo
[b]f
luo
ran
then
e
2.6
LQM
3.
3 LQ
M
3.7
LQM
Ben
zo[k
]fluo
ran
the
ne
77
LQM
9
3 LQ
M
10
0 LQ
M
Be
nzo
[a]p
yre
ne
2.2
LQM
2.
7 LQ
M
3
LQM
Be
nzo
[a]p
yre
ne
5.0
C4S
L 5.
0 C
4SL
5.0
C4S
L
Ind
eno
[123
-cd]
pyr
en
e
27
LQM
3
6 LQ
M
41
LQM
Dib
en
z[a
h]a
nth
race
ne
0
.24
LQM
0
.28
LQM
0.
3 LQ
M
Be
nzo
[gh
i]pe
ryle
ne
3
20
LQM
3
40
LQM
3
50
LQM
C4S
L fo
r be
nzo(
a)py
rene
is b
ased
on
6% S
OM
onl
y, h
owev
er, t
he p
ublis
hed
C4S
L F
inal
Pro
ject
Rep
ort
indi
cate
s th
at
SO
M h
as a
neg
ligib
le in
fluen
ce fo
r th
is c
ompo
und.
Col
latio
n of
Hum
an
Hea
lth S
GV
s an
d S
oil S
cre
enin
g V
alue
s –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
7 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
Vo
lati
le O
rga
nic
Co
mp
ou
nd
s (
VO
C)
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
SO
M
So
urc
e
BT
EX
/MT
BE
Be
nze
ne
0.3
3 S
GV
Be
nze
ne
0.0
87
LQM
0
.17
LQM
0
.37
LQM
Be
nze
ne
0.2
C4S
L -
- 0
.87
C4S
L
To
lue
ne
61
0 S
GV
To
lue
ne
13
0 LQ
M
29
0 LQ
M
66
0 LQ
M
Eth
ylb
en
zen
e
35
0 S
GV
Eth
ylb
en
zen
e
47
LQM
1
10
LQM
2
60
LQM
Xyl
en
e –
m
24
0 S
GV
Xyl
en
e –
m
59
LQM
1
40
LQM
3
20
LQM
Xyl
en
e –
o
25
0 S
GV
Xyl
en
e –
o
60
LQM
1
40
LQM
3
30
LQM
Xyl
en
e –
p
23
0 S
GV
Xyl
en
e –
p
56
LQM
1
30
LQM
3
10
LQM
Me
thyl
ter
t-bu
tyl e
the
r 4
9 E
IC
84
EIC
1
60
EIC
Ch
lori
na
ted
So
lve
nts
Vin
yl C
hlo
ride
(C
hlo
roet
he
ne)
0.0
006
4 LQ
M
0.0
008
7 LQ
M
0.0
014
LQ
M
Tric
hlo
rom
eth
an
e (C
hlo
rofo
rm)
0.9
1 LQ
M
1.7
LQM
3.
4 LQ
M
1,2
-Dic
hlo
roe
tha
ne
0.0
071
LQ
M
0.0
11
LQM
0
.01
9 LQ
M
Tric
hlo
roe
then
e (
TC
E)
0.0
16
LQM
0
.03
4 LQ
M
0.0
75
LQM
1,1
,1-T
rich
loro
eth
ane
8.8
LQM
1
8 LQ
M
39
LQM
Te
tra
chlo
roe
the
ne
(P
CE
) 0
.18
LQM
0
.39
LQM
0.
9 LQ
M
1,1
,1,2
-T
etr
ach
loro
eth
an
e
1.2
LQM
2.
8 LQ
M
6.4
LQM
1,1
,2,2
-T
etr
ach
loro
eth
an
e
1.6
LQM
3.
4 LQ
M
7.5
LQM
Te
tra
chlo
rom
eth
ane
0
.02
6 LQ
M
0.0
56
LQM
0
.13
LQM
1,1
,2 T
rich
loro
eth
an
e
0.6
EIC
1.
2 E
IC
2.7
EIC
1,1
-Dic
hlo
roe
tha
ne
2.4
EIC
3.
9 E
IC
7.4
EIC
1,1
-Dic
hlo
roe
the
ne
0.2
3 E
IC
0.4
EIC
0
.82
EIC
Cis
1,2
-Dic
hlor
oeth
ene
0.1
1 E
IC
0.1
9 E
IC
0.3
7 E
IC
Tra
ns
1,2
-d
ichl
oro
eth
ene
0.1
9 E
IC
0.3
4 E
IC
0.7
EIC
Be
nze
ne
s
Ch
loro
ben
zen
e 0
.46
LQM
1
LQ
M
2.4
LQM
1,2
,4-T
rime
thyl
ben
zen
e
0.3
5 E
IC
0.8
5 E
IC
2.0
EIC
Iso
-pro
pyl
ben
zen
e
11
EIC
2
7 E
IC
64
EIC
Pro
pyl
be
nze
ne
34
EIC
8
2 E
IC
19
0 E
IC
Oth
er
Bro
mo
ben
zen
e 0
.87
EIC
2.
0 E
IC
4.7
EIC
Bro
mo
dich
loro
me
tha
ne
0.0
16
EIC
0
.03
EIC
0
.06
1 E
IC
Car
bon
Dis
ulph
ide
0.1
4 LQ
M
0.2
9 LQ
M
0.6
2 LQ
M
Ch
loro
eth
ane
8.
3 E
IC
11
EIC
1
8 E
IC
Chl
orom
etha
ne
0.0
083
E
IC
0.0
098
E
IC
0.0
13
EIC
Col
latio
n of
Hum
an H
ealth
SG
Vs
an
d S
oil
Scr
ee
nin
g V
alu
es –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
8 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
SO
M
So
urc
e
Dic
hlo
rom
eth
ane
0.5
8 E
IC
0.9
8 E
IC
1.7
EIC
1,2-
Dic
hlor
opro
pane
0
.02
4 E
IC
0.0
42
EIC
0
.08
4 E
IC
He
xach
loro
bu
tad
ien
e
0.2
9 LQ
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0.7
LQM
1.
6 LQ
M
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rene
8.
1 E
IC
19
EIC
4
3 E
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Col
latio
n of
Hum
an
Hea
lth S
GV
s an
d S
oil S
cre
enin
g V
alue
s –
Re
sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
9 of
11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
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ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
S
em
i-V
ola
tile
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an
ic C
om
po
un
ds
(S
VO
C)
an
d O
the
r O
rga
nic
Co
mp
ou
nd
s
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
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M
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loro
be
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nes
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Col
latio
n of
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an H
ealth
SG
Vs
an
d S
oil
Scr
ee
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g V
alu
es –
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sid
en
tial w
ith c
ons
ump
tion
of
hom
e g
row
n p
rod
uce
_
__
___
___
__
___
___
___
___
___
__
___
___
___
___
__
___
____
__
___
___
__
___
___
___
___
___
__
___
___
_
Do
cu
men
t N
o:
D117
Vers
ion
:4.1
Is
su
e D
ate
: 28
/01/
15
Au
tho
r: J
Rho
ades
A
uth
ori
sed
by:
R G
riffit
hs
Pag
e:
10 o
f 11
© D
elta
-Sim
ons
Env
iron
me
ntal
Co
nsul
tant
s Li
mite
d.
No
par
t of
this
do
cum
ent
ma
y be
re
prod
uce
d u
nles
s p
rior
writ
ten
pe
rmis
sion
ha
s b
een
gra
nte
d.
P
CB
s, F
ura
ns
an
d D
iox
ins
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
SO
M
So
urc
e
Sum
of P
CD
Ds,
PC
DF
s a
nd
dio
xin
-lik
e P
CB
s -
- -
- 0
.00
8 S
GV
v.1
.05
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cid
es a
nd
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rbic
ide
s
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mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
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M
So
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e
6%
SO
M
So
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e
Ald
rin
5.7
LQM
6.
6 LQ
M
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LQM
Die
ldrin
0
.97
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2
LQ
M
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LQM
Atr
azin
e 3.
3 LQ
M
7.6
LQM
17
.4
LQM
Dic
hlor
vos
0.0
32
LQM
0
.06
6 LQ
M
0.1
4 LQ
M
En
do
sulfa
n (
alp
ha
) 7.
4 LQ
M
18
LQM
4
1 LQ
M
En
do
sulfa
n (
bet
a)
7
LQM
1
7 LQ
M
39
LQM
alp
ha
-H
exa
chlo
rocy
clo
he
xan
es
0.2
3 LQ
M
0.5
5 LQ
M
1.2
LQM
be
ta-
He
xach
loro
cycl
oh
exa
ne
s 0
.08
5 LQ
M
0.2
LQM
0
.46
LQM
ga
mm
a-
He
xach
loro
cycl
oh
exa
ne
s (i
nc.
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da
ne)
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6 LQ
M
0.1
4 LQ
M
0.3
3 LQ
M
E
xp
losiv
es
Co
mp
ou
nd
1
% S
OM
S
ou
rce
2.5
- 3
%
SO
M
So
urc
e
6%
SO
M
So
urc
e
2,4
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rinitr
oto
luen
e
(TN
T)
1.6
LQM
3.
7 LQ
M
8.1
LQM
RD
X
12
0 LQ
M
25
0 LQ
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54
0 LQ
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HM
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5.7
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1
3 LQ
M
26
LQM
Appendix II
April 2009 Page 1 of 2
RISK DEFINITIONS
Consequence to Receptor Definition Matrix Human Health Controlled Waters Buildings/Services
Severe Consequence
Acute or chronic permanent impact on
human health.
Sensitive controlled water pollution ongoing, or just about to occur.
Catastrophic collapse
Moderate Consequence
Chronic permanent impact on human health
Gradual pollution of sensitive controlled
water
Degradation of materials
Mild Consequence
Chronic temporary impact on human health
Gradual pollution of non- sensitive controlled
water
Noticeable change, non-structural
Standard Risk Matrix
Severe Consequence
Moderate Consequence
Mild Consequence
Higher Probability
Very High Risk
High Risk
Medium Risk
Median Probability
High Risk
Medium Risk
Low Risk
Lower Probability
Medium Risk
Low Risk
Very Low Risk
Delta-Simons Environmental Consultants Limited
3 Henley Office Park, Doddington Road, Lincoln LN6 3QR. Switchboard: 0870 0400 012
April 2009 Page 2 of 2
Probability Definitions
Probability
Definition in Context
Higher
Positive evidence of hazard, pathway and receptor
Median
Suspect hazard, pathway, and receptor
Lower
No evidence of hazard, pathway, and receptor
Risk Rank Definitions
Rank
Definition in Context
Very High Risk
Demonstrable contaminated land situation, highest threat & liability level, urgent action recommended.
High Risk
Likely contaminated land situation, risk assessment and action recommended.
Medium Risk
Plausible contaminated land situation, risk assessment and possible action recommended.
Low Risk
Unlikely contaminated land situation, possible risk assessment and possible action.
Very Low Risk
Negligible risk, no action recommended except vigilance for changes in conditions.
Delta-Simons Environmental Consultants Limited
3 Henley Office Park, Doddington Road, Lincoln LN6 3QR. Switchboard: 0870 0400 012
Appendix III
KEY TO BOREHOLE AND TRIAL PIT LOGS
Document No: D104 Version: 1.0 Issue Date: 30/04/15 Author: D Ellis Authorised by: R Griffiths Page: 1 of 2
© Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
MATERIAL LEGENDS
Topsoil
Made Ground
Made Ground 2
Concrete
Clay
Silt
Sand
Gravel
Peat
Cobbles
Boulders
Mudstone
Siltstone
Sandstone
Limestone
Chalk
Coal
Breccia
Conglomerate
Igneous
Metamorphic
Volcanoclastic
Gypsum
Shale
Ironstone
Bedrock (Unidentified)
Void
INSTALLATION / BACKFILL LEGENDS
Sand
Gravel
Bentonite
Cement/Grout
Arisings
Concrete
Plain Pipe
Slotted Pipe
Piezometer Tip
Legend symbols in general accordance with BS 5930 (1999) and AGS.
KEY TO BOREHOLE AND TRIAL PIT LOGS
Document No: D104 Version: 1.0 Issue Date: 30/04/15 Author: D Ellis Authorised by: R Griffiths Page: 2 of 2
© Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
SAMPLE TYPES
ACM Asbestos Containing Material Sample B Bulk Disturbed Sample BLK Block Sample C Core Sample CBR Undisturbed Sample for California Bearing Ratio Test – 154mm diameter D Disturbed Sample - Tub ES Soil Sample for Environmental Testing EW Water Sample for Environmental Testing J Disturbed Sample - Jar U Undisturbed Driven Tube Sample – 70/102mm diameter, 450mm long U(P) Undisturbed Pushed Piston Sample – 102mm diameter, 450mm long U(TW) Undisturbed Thin Walled Push In Sample – 100mm diameter, 450mm long V Disturbed Sample - Vial
TEST TYPES
CPT Cone Penetrometer Test (kN/m2) FID Flame Ionisation Detector Test (ppm) HSV In-Situ Hand Sheer Vane Test (kN/m2) PID Photoionisation Detector Test (ppm) SPT (S) Standard Penetration Test – Split Spoon Sampler SPT (C) Standard Penetration Test – Solid 60 Degree Cone
CORE DETAILS
If Fracture Spacing (mm) – Minimum, Average, Maximum NI Non-Intact where >25 fracture spacings per metre TCR Total Core Recovery (%) SCR Solid Core Recovery (%) RQD Rock Quality Designation (%) AF Air Flush Return (%) WF Water Flush Return (%)
WATER COLUMN DETAILS
First Water Strike, Second Water Strike etc.
Standing Water Level – First Strike, Second Strike etc.
Seepage
Description of Strata
TOPSOIL: Soft dark brown slightly silty slightly gravelly CLAY, with occasional roots. Gravel is fine to coarse sub-angular to rounded flintSoft brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))Soft to firm orange brown slightly silty CLAY. Silt content increases with depth. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.40
1.00
Strata Thickness
(m)
(0.20)
(0.20)
(0.60)
Reduced Level
(mAOD)
34.94
34.74
34.14
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.60 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT201Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622845 N:306646 Level:35.14
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty slightly gravelly CLAY, with occasional roots. Gravel is fine to medium sub-angular to rounded brick and flint. Light brown slightly gravelly fine to medium SAND, with occasional pockets of clay. Gravel is fine to coarse sub-angular to rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.30
1.00
Strata Thickness
(m)
(0.30)
(0.70)
Reduced Level
(mAOD)
34.97
34.27
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
Test Details
Depth (m) Results
Backfill
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT202Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622865 N:306682 Level:35.27
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY, with occasional roots and glass fragments. Gravel is fine to coarse angular to subrounded flint. Soft brown slightly silty CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Soft brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse angular to sub-rounded chalk and flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.70
1.00
Strata Thickness
(m)
(0.20)
(0.50)
(0.30)
Reduced Level
(mAOD)
34.92
34.42
34.12
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.40 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT203Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622856 N:306666 Level:35.12
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly silty CLAY, with occasional roots.Soft brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFTFORMATION (DIAMICTON))
Soft to firm orange brown slightly silty slightly sandy CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.60
1.00
Strata Thickness
(m)
(0.20)
(0.40)
(0.40)
Reduced Level
(mAOD)
34.67
34.27
33.87
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT204Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622864 N:306636 Level:34.87
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly silty slightly gravelly CLAY, with occasional roots. Gravel is fine to coarse sub-angular to sub-rounded flint.
Soft to firm orange brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))Soft to firm orange brown clayey gravelly fine to coarse SAND. Gravel is fine to coarse sub-angular to rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.40
0.60
1.00
Strata Thickness
(m)
(0.40)
(0.20)
(0.40)
Reduced Level
(mAOD)
34.17
33.97
33.57
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.80 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT205Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622887 N:306622 Level:34.57
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly silty CLAY, with occasional roots.
Soft dark brown slightly sandy slightly gravelly CLAY, wth occasional flint cobbles. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON)) Soft brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFTFORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.30
0.60
1.00
Strata Thickness
(m)
(0.30)
(0.30)
(0.40)
Reduced Level
(mAOD)
33.95
33.65
33.25
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT206Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622914 N:306607 Level:34.25
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty CLAY, with occasional roots. (TOPSOIL) MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY, with occasional wood fragments. Gravel is fine to coarse sub-angular to sub-rounded brick and flint.Soft to firm orange brown slightly clayey gravelly fine to coarse SAND, with occasional flint cobbles. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.50
1.00
Strata Thickness
(m)
(0.20)
(0.30)
(0.50)
Reduced Level
(mAOD)
34.12
33.82
33.32
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.40 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT207Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622925 N:306625 Level:34.32
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty CLAY, with occasional roots. (TOPSOIL) MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse angular to sub-angular brick and flint.
Soft brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.80
1.00
Strata Thickness
(m)
(0.20)
(0.60)
(0.20)
Reduced Level
(mAOD)
34.58
33.98
33.78
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT208Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622922 N:306649 Level:34.78
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty CLAY. (TOPSOIL)MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse angular to sub-angular brick and flint.
Soft brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFTFORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.70
1.00
Strata Thickness
(m)
(0.20)
(0.50)
(0.30)
Reduced Level
(mAOD)
34.10
33.60
33.30
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.80 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT209Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622939 N:306641 Level:34.30
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown silty CLAY, with occasional roots. Soft brown clayey gravelly fine to coarse SAND, with occasional flint cobbles. Gravel is fine to coarse angular to sub-angular flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
1.00
Strata Thickness
(m)
(0.20)
(0.80)
Reduced Level
(mAOD)
33.98
33.18
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT210Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622952 N:306633 Level:34.18
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty CLAY, with occasional roots. MADE GROUND: Soft dark brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded brick and flint. Soft brown and orange brown slightly sandy slightly gravelly CLAY, with occasional flint cobbles. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.50
1.00
Strata Thickness
(m)
(0.20)
(0.30)
(0.50)
Reduced Level
(mAOD)
33.90
33.60
33.10
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.70 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT211Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622943 N:306617 Level:34.10
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded brick, flint and pottery fragments.
Brown slightly clayey slightly gravelly fine to coarse SAND. Gravelly fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON)) Soft to firm orange brown slightly sandy slightly gravelly CLAY, wih occasional flint cobbles. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.40
0.70
1.00
Strata Thickness
(m)
(0.40)
(0.30)
(0.30)
Reduced Level
(mAOD)
34.02
33.72
33.42
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT212Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622911 N:306623 Level:34.42
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly silty CLAY, with occasional roots. Orange brown slightly clayey slightly gravelly fine to coarse SAND. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
1.00
Strata Thickness
(m)
(0.20)
(0.80)
Reduced Level
(mAOD)
34.43
33.63
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.60 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT213Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622887 N:306637 Level:34.63
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly silty CLAY, with occasional roots. Orange brown slightly gravelly clayey fine to coarse SAND, with occasional flint cobbles. Gravel is fine to coarse sub-angular to sub-rouded flint. (LOWESTOFT FORMATION (DIAMICTON)) Soft to firm brown and orange brown slightly silty CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 0.90 m bgl.
LegendStrata Depth(m bgl)
0.20
0.60
0.90
Strata Thickness
(m)
(0.20)
(0.40)
(0.30)
Reduced Level
(mAOD)
34.70
34.30
34.00
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.40 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
CPT214Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
0.90m 120mm
Coordinates (National Grid) / Level (mAOD):E:622866 N:306651 Level:34.90
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft to firm brown very sandy CLAY.
Soft to firm orange brown sandy CLAY. (LOWESTOFTFORMATION (DIAMICTON)
Orange brown fine to medium SAND. (LOWESTOFTFORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.25
0.50
1.00
Strata Thickness
(m)
(0.25)
(0.25)
(0.50)
Reduced Level
(mAOD)
35.41
35.16
34.66
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
12
Test Details
Depth (m) Results
Backfill
0.20 ES0.30 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP201Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
24/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622841 N:306706 Level:35.66
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:SW
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint.
Soft to firm orange brown sandy CLAY. (LOWESTOFTFORMATION (DIAMICTON))Firm orange brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint and chalk. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.30
0.50
1.00
Strata Thickness
(m)
(0.30)
(0.20)
(0.50)
Reduced Level
(mAOD)
35.17
34.97
34.47
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.60 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP202Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
24/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622858 N:306696 Level:35.47
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:SW
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse angular to sub-rounded brick and flint. Soft brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFTFORMATION (DIAMICTON))
Hand pit complete at 0.30 m bgl.
LegendStrata Depth(m bgl)
0.200.30
Strata Thickness
(m)
(0.20)
(0.10)
Reduced Level
(mAOD)
35.0034.90
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
Test Details
Depth (m) Results
Backfill
0.10 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP203Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
0.30m 120mm
Coordinates (National Grid) / Level (mAOD):E:622866 N:306683 Level:35.20
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft brown sandy CLAY.
Orange brown fine to medium SAND, with occasional clayey horizons. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
1.00
Strata Thickness
(m)
(0.20)
(0.80)
Reduced Level
(mAOD)
35.31
34.51
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.40 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP204Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
24/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622834 N:306687 Level:35.51
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:SW
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft brown slightly gravelly sandy CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint.Orange brown slightly gravelly fine to medium SAND, with occasional clayey horizons. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
1.00
Strata Thickness
(m)
(0.20)
(0.80)
Reduced Level
(mAOD)
35.17
34.37
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP205Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
24/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622824 N:306661 Level:35.37
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:SW
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft brown sandy CLAY.
Orange brown slightly gravelly fine to medium SAND. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.30
1.00
Strata Thickness
(m)
(0.30)
(0.70)
Reduced Level
(mAOD)
34.96
34.26
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP206Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
24/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622850 N:306675 Level:35.26
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:SW
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Asphalt.MADE GROUND: Brown and orange brown gravelly fine to coarse SAND, with occasional cobble sized brick fragments. Gravel is fine to coarse angular to sub-angular brick, flint and concrete. Orange brown slightly gravelly fine to coarse SAND. Gravel is fine to coarse angular to sub-angular flint. (LOWESTOFTFORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.10
0.40
1.00
Strata Thickness
(m)
(0.10)
(0.30)
(0.60)
Reduced Level
(mAOD)
35.18
34.88
34.28
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
23
Test Details
Depth (m) Results
Backfill
0.00 -0.10
D
0.20 ES0.30 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP207Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622880 N:306678 Level:35.28
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Asphalt.
MADE GROUND: Brown and yellowish brown gravelly fine to coarse SAND. Gravel is fine to coarse sub-angular to sub-rounded flint and asphalt.MADE GROUND: Greyish brown clayey gravelly fine to coarse SAND. Gravel is fine to coarse sub-angular to sub-rounded flint and asphalt.Soft to firm orange brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.15
0.30
0.55
1.00
Strata Thickness
(m)
(0.15)
(0.15)
(0.25)
(0.45)
Reduced Level
(mAOD)
35.03
34.88
34.63
34.18
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
3
Test Details
Depth (m) Results
Backfill
0.00 -0.15
D
0.20 ES
0.40 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP208Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622873 N:306664 Level:35.18
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Asphalt.MADE GROUND: Brown gravelly fine to coarse SAND, with occasional half bricks. Gravel is fine to coarse angular to sub-rounded brick and flint.MADE GROUND: Orange brown gravelly fine to coarse SAND, with cobble sized brick fragments. Gravel is fine to coarse angular to sub-angular brick and flint. Brown sandy CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.10
0.30
0.80
1.00
Strata Thickness
(m)
(0.10)
(0.20)
(0.50)
(0.20)
Reduced Level
(mAOD)
35.18
34.98
34.48
34.28
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
3
Test Details
Depth (m) Results
Backfill
0.00 -0.10
D
0.20 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP209Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622908 N:306661 Level:35.28
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: AsphaltMADE GROUND: Brown gravelly fine to coarse SAND, with occasional metal fragments. Gravel fine to coarse angular to sub-angular brick, flint and concreteMADE GROUND: Orange brown gravelly fine to coarse SAND. Gravel is fine to coarse sub-angular to sub-rounded brick, flint and asphalt.Soft to firm brown slightly sandy CLAY. (LOWESTOFTFORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.05
0.25
0.70
1.00
Strata Thickness
(m)
(0.20)
(0.45)
(0.30)
Reduced Level
(mAOD)
35.19
34.99
34.54
34.24
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
12
3
Test Details
Depth (m) Results
Backfill
0.00 -0.05
D
0.10 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP210Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622901 N:306648 Level:35.24
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint.
Soft brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse angular to sub-rounded flint. (LOWESTOFTFORMATION (DIAMICTON))Soft to firm orange brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse angular to subrounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.30
0.60
1.00
Strata Thickness
(m)
(0.30)
(0.30)
(0.40)
Reduced Level
(mAOD)
34.70
34.40
34.00
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.40 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP211Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622855 N:306649 Level:35.00
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly silty CLAY.
Soft to firm dark brown slightly silty slightly sandy CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Orange brown slightly clayey fine to coarse SAND. (LOWESTOFTFORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.30
0.60
1.00
Strata Thickness
(m)
(0.30)
(0.30)
(0.40)
Reduced Level
(mAOD)
34.45
34.15
33.75
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.70 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP212Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622873 N:306638 Level:34.75
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly silty slightly gravelly CLAY, with occasional roots. Gravel is fine to coarse sub-angular to sub-rounded flint. Soft orange brown slightly sandy slightly gravelly CLAY, with occasional flint cobbles. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
From 0.70 m - Becoming clayey.
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.30
1.00
Strata Thickness
(m)
(0.30)
(0.70)
Reduced Level
(mAOD)
34.23
33.53
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP213Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622894 N:306625 Level:34.53
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Soft dark brown slightly sandy slightly gravelly CLAY, with occasional roots. Gravel is fine to coarse sub-angular to sub-rouned flint.
Soft brown slightly sandy CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.50 m bgl.
LegendStrata Depth(m bgl)
1.20
1.50
Strata Thickness
(m)
(1.20)
(0.30)
Reduced Level
(mAOD)
34.63
34.33
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.30 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP214Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.50m 120mm
Coordinates (National Grid) / Level (mAOD):E:622835 N:306638 Level:35.83
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY, with occasional roots and half bricks. Gravel is fine to coarse sub-angular to sub-rounded brick and flint.
Soft brown slightly silty CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.50 m bgl.
LegendStrata Depth(m bgl)
0.80
1.50
Strata Thickness
(m)
(0.80)
(0.70)
Reduced Level
(mAOD)
34.49
33.80
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.30 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP215Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.50m 120mm
Coordinates (National Grid) / Level (mAOD):E:622863 N:306626 Level:35.30
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY, with occasional roots. Gravel is fine to coarse sub-angular to sub-rounded brick and flint.
Soft to firm brown silty CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.20 m bgl.
LegendStrata Depth(m bgl)
0.90
1.20
Strata Thickness
(m)
(0.90)
(0.30)
Reduced Level
(mAOD)
33.91
33.61
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
1.00 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP216Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.20m 120mm
Coordinates (National Grid) / Level (mAOD):E:622893 N:306610 Level:34.81
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty CLAY. (TOPSOIL)
MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY, with occasional flint cobbles. Gravel is fine to coarse angular to sub-rounded brick and flint.
Soft brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.40
0.80
1.00
Strata Thickness
(m)
(0.40)
(0.40)
(0.20)
Reduced Level
(mAOD)
33.99
33.59
33.39
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.80 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP217Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622927 N:306643 Level:34.39
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty CLAY. (TOPSOIL)MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse angular to sub-angular brick and flint.
Soft brown sandy CLAY. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.20
0.60
1.00
Strata Thickness
(m)
(0.20)
(0.40)
(0.40)
Reduced Level
(mAOD)
33.92
33.52
33.12
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.50 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP218Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622947 N:306631 Level:34.12
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown sligtly silty slightly gravelly CLAY, with occasional roots and pottery fragments. Gravel is fine to coarse sub-angular to sub-rounded brick and flint.
Soft brown slightly sandy slightly gravelly CLAY. Gravel is fine to medium sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.55
1.00
Strata Thickness
(m)
(0.55)
(0.45)
Reduced Level
(mAOD)
33.83
33.38
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.70 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP219Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622918 N:306620 Level:34.38
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty slightly gravelly CLAY, with occasional roots. Gravel is fine to coarse sub-angular to rounded brick and flint.
Soft orange brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.50
1.00
Strata Thickness
(m)
(0.50)
(0.50)
Reduced Level
(mAOD)
33.63
33.13
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.20 ES
0.70 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP220Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622935 N:306610 Level:34.13
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse angular to sub-angular brick and flint.
MADE GROUND: Asphalt.Soft to firm brown slightly sandy slightly gravelly CLAY, with occasional lenses of clay. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.10 m bgl.
LegendStrata Depth(m bgl)
0.550.65
1.10
Strata Thickness
(m)
(0.55)
(0.10)
(0.45)
Reduced Level
(mAOD)
33.3733.27
32.82
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.30 ES
0.70 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP221Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.10m 120mm
Coordinates (National Grid) / Level (mAOD):E:622922 N:306577 Level:33.92
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Soft dark brown slightly silty slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded brick and flint. (TOPSOIL)
Soft to firm brown slightly sandy slightly gravelly CLAY. Gravel is fine to coarse sub-angular to sub-rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.00 m bgl.
LegendStrata Depth(m bgl)
0.40
1.00
Strata Thickness
(m)
(0.40)
(0.60)
Reduced Level
(mAOD)
33.64
33.04
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
Test Details
Depth (m) Results
Backfill
0.10 ES
0.60 ES
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.02Hole ID:
HDTP222Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
23/03/2016Client:
Kier
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010. 2. Area CAT scanned prior to excavation. 3. Hand Pit remained dry on completion. 4. Backfilled with arisings.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.00m 120mm
Coordinates (National Grid) / Level (mAOD):E:622930 N:306599 Level:34.04
Excavated By:Delta Drilling
Plant Used:Hand Tools
Logged:NK
Checked:MT
Approved:TW
Scale:1:30
unitsmmmmmmmmminsminsm3m2mins
DEPTH (m)0.0 Arisings 0.0
0.2
Gravel (20mm) 1.2
1.9 1.9
1-3
PROJECT NUMBER
Hewett School, Norwich Mar-16 15-1091.02CLIENT SOAKAWAY NUMFILL NUMBER
PROJECT NAME
SOAKAWAY TEST RESULTSDATE
Kier In accordance with BRE Digest 365 (1991 with amendments in 2003 and 2007) S201
DEPTH (m)
Brown slightly gravelly, sandy CLAY
Orange brown slightly gravelly CLAY
or 3.09E-05 2.24E-05 2.33E-05
LOG BACKFILL
Time for outflow 23.75 32.92 31.66Soil infiltration rate, f = 0.0000309361 0.0000224489 0.0000233427
2.24E-05 m/s
Vp75 - 25 (volume outflowing between 75% and 25% effective depth) 0.127 0.129 0.129Mean surface area for outflow (50% effective depth) 2.88 2.91 2.91
3.75 9.17 9.22Time at 25% full 27.50 42.08 40.88
Depth at 75% full 1.40 1.39 1.40
Fill 1 Fill 2 Fill 3
Time at 75% full
0.67
Recommended soil infiltration rateDepth (final reading) 1.89 1.88 1.90Pit depth 1.90Pit length 2.20Pit width 0.50
Depth at 25% full 1.73 1.72 1.73
Depth to first reading 1.24 1.23 1.23Maximum effective depth 0.65 0.65
0
0.5
1
1.5
2
2.5
3
0 180 360 540 720 900 1080 1260 1440
Dept
h (m
)
Time (minutes)
Infil 1 Infil 2
Infil 3 75% Effective Depth
25% Effective Depth
unitsmmmmmmmmminsminsm3m2mins
DEPTH (m)0.0 Arisings 0.0
0.2
Gravel (20mm) 1.1
1.9 1.9
Recommended soil infiltration rateDepth (final reading) 1.82 1.75 1.83Pit depth 1.90Pit length 2.10Pit width 0.50
Depth at 25% full 1.67 1.61 1.67
Depth to first reading 1.20 1.20 1.20Maximum effective depth 0.62 0.55
660.00 387.50 655.07
Depth at 75% full 1.36 1.34 1.36
Fill 1 Fill 2 Fill 3
Time at 75% full
0.63
Time for outflow 619.64 342.50 609.41Soil infiltration rate, f = 0.0000012055 0.0000021809 0.0000012257
1.21E-06 m/s
Vp75 - 25 (volume outflowing between 75% and 25% effective depth) 0.129 0.129 0.129Mean surface area for outflow (50% effective depth) 2.87 2.87 2.87
40.36 45.00 45.67Time at 25% full
DEPTH (m)
Brown slightly clayey slightly gravelly SAND
Orange brown sandy gravelly CLAY
or 1.21E-06 2.18E-06 1.23E-06
LOG BACKFILL
PROJECT NAME
SOAKAWAY TEST RESULTSDATE
Kier In accordance with BRE Digest 365 (1991 with amendments in 2003 and 2007) S202 1-3
PROJECT NUMBER
Hewett School, Norwich Mar-16 15-1091.02CLIENT SOAKAWAY NUMFILL NUMBER
0
0.5
1
1.5
2
2.5
3
0 180 360 540 720 900 1080 1260 1440
Dept
h (m
)
Time (minutes)
Infil 1 Infil 2
Infil 3 75% Effective Depth
25% Effective Depth
unitsmmmmmmmmminsminsm3m2mins
DEPTH (m)0.0 Arisings 0.0
0.2
Gravel (20mm) 1.1
2.2 2.2
1-3
PROJECT NUMBER
Hewett School, Norwich Mar-16 15-1091.02CLIENT SOAKAWAY NUMFILL NUMBER
PROJECT NAME
SOAKAWAY TEST RESULTSDATE
Kier In accordance with BRE Digest 365 (1991 with amendments in 2003 and 2007) S203
DEPTH (m)
Brown slightly clayey slightly gravelly SAND
Orange brown sandy gravelly CLAY
or 1.90E-06 1.80E-06 1.53E-06
LOG BACKFILL
Time for outflow 388.33 412.27 491.14Soil infiltration rate, f = 0.0000019030 0.0000018022 0.0000015287
1.53E-06 m/s
Vp75 - 25 (volume outflowing between 75% and 25% effective depth) 0.125 0.127 0.130Mean surface area for outflow (50% effective depth) 2.82 2.84 2.90
11.67 30.23 29.08Time at 25% full 400.00 442.50 520.23
Depth at 75% full 1.61 1.57 1.59
Fill 1 Fill 2 Fill 3
Time at 75% full
0.71
Recommended soil infiltration rateDepth (final reading) 2.12 2.00 2.12Pit depth 2.12Pit length 2.10Pit width 0.50
Depth at 25% full 1.95 1.86 1.94
Depth to first reading 1.44 1.43 1.41Maximum effective depth 0.68 0.57
0
0.5
1
1.5
2
2.5
3
0 180 360 540 720 900 1080 1260 1440
Dept
h (m
)
Time (minutes)
Infil 1 Infil 2
Infil 3 75% Effective Depth
25% Effective Depth
Appendix IV
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
P
Issue
02
ol, Norwic
60190R001
PROJE
STAT
Date
30/03/16
ch
1RW
ECT: W
IC CO
F
CL
CON
Final
WHER
ONE PE
FACTU
LIENT
NTRACT
Descripti
Front Cov
RY SC
ENETR
UAL RE
T: DEL
T No.: PO
ion
ver
CHOOL
RATIO
EPOR
TA SIM
O NOR4
Prep
RW
L, NOR
ON TES
RT
MONS
4691
pared C
C
RWICH
STING
S
Checked A
D D
Page 1
H
G
Approved
DW
1 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
Date:
Our Re
Attentio
Dear M
We hav
above p
We hop
this pro
please
Yours fa
In Situ
Darren
Directo
Delta S
3 Chalk
19 Rosa
Norwich
NR1 1S
ol, Norwic
60190R001
30 M
f: 116
on: Mr Jam
r Harrison
ve pleasure
project.
pe that you
oject. If yo
do not hesi
aithfully,
Site Invest
Ward
or
Simons
khill House
ary Road
h
SZ
ch
1RW
March 2016
60190
mes Harrison
STA
A
e in providin
are satisfie
ou should h
tate to cont
tigation Lim
6
n
ATIC CONE
AT WHERRY
ng a digital
d with the p
have any q
tact us. We
mited
Content
PENETRA
Y SCHOOL
copy of ou
performance
queries abo
e look forwa
ts
ATION TEST
L, NORWIC
ur report an
e of our sta
out any asp
ard to being
TING
CH
nd data in A
ff, equipme
pect of the
of service t
AGS format
ent and repo
works carr
to you in the
Page 2
t for the
orting on
ried out,
e future.
2 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
Conten
1.0 I
2.0 F
2.1
2.2
2.3
2.4 P
3.0 C
3.1
3.1
3.1
3.1
3.2
3.2
3.2
3.2
3.2
3.2
4.0 G
4.1
4.2
4.3
4.4
4.5
4.6
4.7
ol, Norwic
60190R001
nts
NTRODUC
FIELDWOR
CPT RIG
CPTU CO
TEST PR
POSITIONIN
CONE PEN
ESTIMAT
.1 Estim
.2 Fricti
.3 Dept
MEASUR
2.1 Pore
2.2 Corre
2.3 Pore
2.4 Soil U
2.5 In Sit
GEOTECHN
SOIL BEH
STANDA
SHEAR S
RELATIV
FRICTION
FINES CO
CONSTR
ch
1RW
CTION ........
RK ..............
.................
ONE ..........
ROCEDURE
NG .............
NETRATION
TED SOIL B
mated Soil B
on Ratio (R
h Correctio
RED PORE
Pressure R
ected Cone
Pressure R
Unit Weight
tu Pore Pre
NICAL PAR
HAVIOUR T
RD PENET
STRENGTH
VE DENSITY
N ANGLE .
ONTENT (F
RAINED MO
..................
..................
..................
..................
E ................
..................
N TEST RES
BEHAVIOUR
Behaviour T
Rf) ...............
n ...............
PRESSUR
Results (u2)
e Resistance
Ratio (Bq) ...
t .................
essure ........
RAMETERS
TYPE INDE
TRATION TE
H ................
Y (Dr) .........
..................
FC) ............
ODULUS ....
Content
..................
..................
..................
..................
..................
..................
SULTS ......
R TYPE PL
Type ...........
..................
..................
E PLOT (C
..................
e (qt) ..........
..................
..................
..................
S .................
EX ...............
EST (SPT)
..................
..................
..................
..................
..................
ts
..................
..................
..................
..................
..................
..................
..................
LOT (FORM
..................
..................
..................
PT0002) ...
..................
..................
..................
..................
..................
..................
..................
N VALUE .
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
M CPT0001)
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
) .................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
Page 3
.......... 5
.......... 6
.......... 6
.......... 6
.......... 6
.......... 7
.......... 8
.......... 8
.......... 8
.......... 9
.......... 9
........ 10
........ 10
........ 10
........ 11
........ 11
........ 12
........ 13
........ 13
........ 14
........ 15
........ 15
........ 16
........ 17
........ 17
3 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
4.7
4.7
5.0 RE
APPEN
CON
CON
CPT
14 TO
SOIL
EXPL
APPEN
APPEN
ol, Norwic
60190R001
7.1 Fine
7.2 Coar
EFERENCE
NDIX A .......
E DATASH
E CALIBRA
PROJECT
ONNE TRA
L DESCRIPT
LANATION
NDIX B .......
NDIX C .......
ch
1RW
Grained ....
rse Grained
ES .............
.................
HEET .........
ATION CER
SUMMARY
ACK MOUNT
TION TABL
OF SYMBO
.................
.................
..................
.................
..................
..................
..................
RTIFICATE
Y SHEET ...
TED CPT R
LES ............
OLS ...........
..................
..................
Content
..................
..................
..................
..................
..................
S15CFIP.1
..................
RIG DATA S
..................
..................
..................
..................
ts
..................
..................
..................
..................
..................
032 ...........
..................
SHEET ......
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
..................
Page 4
........ 17
........ 18
........ 19
........ 21
........ 22
........ 23
........ 24
........ 25
........ 26
........ 27
........ 31
...... 126
28
59
4 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
1.0
At the r
carried
The inv
were pe
The fiel
Fieldwo
CPT Ri
Operato
Date St
Date Fi
In Situ S
Main Co
Comple
15 Stat
test me
shoulde
Provisio
ol, Norwic
60190R001
INTROD
request of
out a soils
vestigation
erformed at
dwork deta
ork Summa
g Used
ors
tarted
nished
S.I. Project
ontractor’s
eted Fieldw
tic Cone Pe
easured Co
er position (
on of factua
Fig
ch
1RW
UCTION
Delta Simo
investigatio
consisted o
locations s
ails are show
ary
Manager
Site Manag
Figure 1.1
work Summ
enetration T
one Resista
(u2), inclinat
al report with
ure 1.2: Tab
ons (The Cl
on at Wherry
of performin
set out by th
wn below in
ger
: Table sho
mary
Tests (CPT
ance (qc), S
tion in X and
h estimated
ble showing t
Introduct
ient), In Sit
y School, N
ng Static Co
he Client.
figure 1.1 a
14 T
Ian M
23/0
23/0
Darr
Malc
wing the field
s) to a max
Sleeve fictio
d Y planes.
d soil type, g
the complete
tion
tu Site Inve
Norwich.
one Penetr
and figure 1
Tonne track
Musson and
03/2016
03/2016
ren Ward
colm
dwork summ
ximum dep
on (fs), Me
geotechnica
ed fieldwork s
estigation Li
ration Tests
1.2.
k mounted C
d Lewis Sm
mary details.
pth of 9.89m
easured Po
al paramete
summary det
imited (In S
s (CPTs). A
CPT rig CPT
mith
m or refusa
re Pressure
ers and AGS
tails.
Page 5
Situ S.I.)
All tests
T 006
l. Each
e in the
S data.
5 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
2.0
2.1
All work
rig is pr
2.2
A sing
requirem
parame
piezo fi
cone us
2.3
The tes
and pie
The fina
or when
perform
progres
The da
the pus
The rat
or hard
Results
recorde
Before
calibrat
drift dur
quality
on their
ol, Norwic
60190R001
FIELDW
CPT RIG
ks were per
resented in
CPTU CO
le electric
ments of A
eters are sh
lter was mo
sed is show
TEST PRO
sts are carr
ezocone pen
al depths of
n the maxim
med is show
ss reports.
ta is transm
sh rods to th
e of penetra
strata. A
s are displa
ed on the co
each test is
ion. At the
ring the test
check on th
r correspond
ch
1RW
WORK
rformed wit
Appendix A
ONE
CPTU con
Application
hown in figu
ounted in th
wn in Appen
OCEDURE
ried out in
netration tes
f the tests w
mum safe ca
wn in Appe
mitted from
he data acq
ation is kep
copy of the
ayed instan
omputer har
s carried ou
end of eac
t. These va
he data and
ding test re
th a 14 tonn
A.
ne was us
Class 2 of
ure 1.2. Th
e shoulder
dix A.
E
accordance
st (ISO/FDI
were determ
apacity of th
endix A wh
the digital
uisition syst
pt constant
e depth enc
ntaneously
rd disc.
ut zero value
ch test, zero
alues are in
d the testin
sults on for
Fieldwo
ne CPT trac
sed S15CF
ISO/ FDIS
he cone ha
(u2) positio
e with the I
S 22476-1
mined by eit
he equipme
hich has b
CPTU thro
tem.
at 2cm/s ±1
coder calibr
on the com
es are taken
o values are
nspected du
g procedure
rm CPT000
rk
ck mounted
FIP.1032 o
S 22476-1
ad a cross-s
n (see figur
nternationa
2012).
her comple
ent was rea
een compi
ugh an um
10% except
ration certifi
mputer logg
n of the con
e taken agai
uring the po
e. Individu
1 in Append
d Rig. A full
of a type
(2012). The
sectional ar
re 3.2). A f
al Standard
tion to the s
ached. A sc
led from th
bilical cable
t when pene
icate is sho
ging screen
ne to check
in to see if t
ost processi
al test zero
dix B.
data sheet
conforming
e cones m
rea of 15cm
full datashee
for electric
specified te
chedule of t
he operato
e that runs
etrating ver
own in Appe
n. The res
to see if it
there has b
ng stage. T
o values are
Page 6
t for this
to the
easured
m2. The
et of the
cal cone
st depth
the tests
r’s daily
through
ry dense
endix A.
sults are
is within
een any
This is a
e shown
6 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
2.4 PO
All posi
ol, Norwic
60190R001
OSITIONIN
tions were s
ch
1RW
G
set out by the Client on
Fieldwo
n site.
rk Page 77 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
3.0
All tests
describ
CPT000
and the
resistan
and cor
scale fo
3.1
The est
3.1.1
The es
upon th
varies d
depend
The inte
below (
The de
(1986))
BS5930
ol, Norwic
60190R001
CONE P
s carried w
ed in sectio
01 Estimate
e estimated
nce. The se
rrected valu
or the cone
ESTIMAT
timated soil
Measured c
Friction rati
Inclination,
Estimated b
Legend ind
Estimated
timation of
he variation
depending u
ding on the s
erpretation
figure 3.1).
nsity and s
and Su (Lu
0:1999. A l
ch
1RW
ENETRA
with the CPT
on 3.1 and 3
ed Soil Beh
d soil desc
econd graph
ues along w
resistance.
ED SOIL B
behaviour
cone end re
io (Rf);
X and Y ax
behaviour s
dicating soil
Soil Behav
soil behav
n of the fric
upon wheth
strength an
is based o
stiffness val
unne and Kl
ist of these
ATION TE
TU cone ar
3.2. Two gr
haviour Type
cription, the
h (form CPT
with the por
BEHAVIOU
type plot pr
esistance (q
xis;
soil type log
log (BS593
viour Type
viour type u
ction ratio in
her the soil
d densities
n Robertso
ues descrip
leven (1981
values are
CPT Resu
EST RES
re shown in
raphs are s
e Plot) show
ese are plo
T0002 Mea
re pressure
UR TYPE
resented in
qc) and slee
(Robertson
30:1999 leg
e
using meas
n respect to
is cohesive
of the soil.
on et. al. (19
ptions are b
1)) values fr
presented
ults
SULTS
n Appendix
shown for ea
ws the mea
otted at a
asured Pore
e results; th
PLOT (FO
Appendix B
eve friction (
n et.al 1986
end)
surements
o the cone
e or granula
986) (Frictio
based on d
rom the con
in Appendix
B and dis
ach test. T
asured read
0-20MPa s
e Pressure P
ese are plo
ORM CPT0
B details the
(fs);
6, friction rat
of cone an
resistance
ar. The con
on ratio cha
derived N60
ne resistanc
x A.
plays all re
he first grap
dings from t
scale for th
Plot) shows
otted at a 0
0001)
e following:
tio chart)
nd friction is
. The fricti
e resistanc
art) which is
0 (Robertso
ce in accord
Page 8
esults as
ph (form
he cone
he cone
derived
0-80MPa
s based
ion ratio
ce varies
s shown
on et. al.
dance to
8 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
3.1.2
The fric
a very u
3.1.3
All tests
has be
Proced
To calc
where: vertical
The eq
axial inc
ol, Norwic
60190R001
Friction Ra
ction ratio (R
useful param
Depth Cor
s in the rep
een calcula
ure (2001).
ulate the co
z = penetral = penetratCh = correaxis.
uation for c
clinometer i
ch
1RW
Figure 3.1:
atio (Rf)
Rf) is the ra
meter for ca
rrection
port have be
ated using
orrected dep
ation depth, tion length,
ection factor
calculating t
is:
Robertson e
tio between
arrying out s
een correct
the metho
pth the follo
in m; in m;
r for the ef
the correcti
CPT Resu
et al., 1986 s
n the sleeve
soil interpre
ted for dept
od describe
owing formu
∙
ffect of the
on factor fo
∝
ults
soil behaviou
e friction an
etation
(L
th differenc
ed in the
ula is used:
e inclination
or the influe
ur type chart.
d the cone
Lunne et al.,
ce caused b
Internationa
n of the CP
ence of the
resistance.
, 1997)
by inclinatio
al Referenc
PTU relative
inclination
Page 9
This is
on. This
ce Test
e to the
for a bi-
9 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
3.2
Behind
pressur
followin
3.2.1
The CP
and sat
that is
pore pre
The filte
report t
3.2.2
For eac
‘unequa
cone.
The cor
Where
is geom
ol, Norwic
60190R001
MEASURE
each estim
re results a
ng:
Measured P
Corrected c
Pore press
Sleeve frict
Pore Press
PTU measu
turation is m
not free dr
essures ge
er element
he filter was
Figure 3.2:
Corrected
ch penetrat
al area effe
rrections ha
is the co
metrically me
ch
1RW
ED PORE
mated soil
as well as
Pore pressu
cone resista
ure ratio (B
tion (fs)
sure Resul
ured the por
maintained
aining it wi
nerated) cre
can be mou
s mounted
: Diagram sh
Cone Resi
tion test, th
ect’ due to t
ave been ap
ne area rat
easured).
u1
u2
u3
PRESSUR
type plots
corrected
ure (u2),
ance (qt);
Bq)
ts (u2)
re pressure
it will norm
ll record th
eated by the
unted in on
in the u2, or
howing pore
istance (qt)
he measure
the influenc
pplied using
∙
tio, which is
CPT Resu
RE PLOT
in Appendi
and derive
e during pen
ally measu
he total por
e cone pen
e of three p
r shoulder p
pressure filte
)
ed Cone R
ce of the am
g the followi
(Lun
s 0.869 for t
Friction Slee
Cone
ults
(CPT0002
ix B is a s
ed parame
netration.
re hydrosta
e pressure
etrating thro
positions. F
position (see
er locations (
Resistance,
mbient pore
ng equation
nne et al., 1
the cone us
Cone
Pene
eve
)
second plot
eters. The
If the mate
atic pore pre
(hydrostat
ough this m
For the tests
e figure 3.2
(after Lunne
qc, can be
e water pres
n:
1997)
sed on this
e
etrometer
showing t
ese logs de
rial is free
essure. In
ic plus any
material
s carried ou
)
et al., 1997)
e corrected
ssure acting
project (Th
Page 10
he pore
etail the
draining
material
y excess
ut in this
for the
g on the
his value
0 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
3.2.3
Pore p
penetra
Pore pr
where:
3.2.4
For calc
to be m
each so
Figure 3
Figure 3
ol, Norwic
60190R001
Pore Press
ressure rat
ation and the
ressure ratio
u2 = pore pu0 = equilibσvo = total oqt = cone re
Soil Unit W
culations in
made. For
oil classifica
3.3 below li
3.3: Estimate
ch
1RW
sure Ratio
tio is the r
e corrected
o as defined
pressure mebrium pore poverburden esistance co
Weight
volving the
all calculat
ation zone fr
sts the app
Zon
1
2
3
4
5
6
7
8
9
10
11
12
e of unit weig
(Bq)
ratio betwee
cone resis
d by Senne
easured betpressure stress orrected for
total overb
tions in this
rom the Ro
roximate un
ne
ghts based o
CPT Resu
en the mea
tance minu
set and Jan
ween the co
r unequal e
burden stres
s report, an
bertson et a
nit weight fo
Ap
on the Rober
al., 1997).
ults
asured por
s the total o
nbu (1985)
one and the
nd area effe
ss, an estim
n approxima
al., 1986 ch
or each zon
pproximate u
rtson et al.,(1
re pressure
overburden
is defined a
e friction sle
ects
mate of the s
ate unit we
hart.
e from Lunn
unit weight (
17.5
12.5
17.5
18
18
18
18.5
19
19.5
20
20.5
19
986) friction
e generated
stress.
as:
eeve
soil unit we
eight is assi
ne et al., 19
(kN/m3)
ratio chart (
Page 11
d during
eight has
igned to
997.
Lunne et
1 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
3.2.5
On the
pore pre
In the re
ol, Norwic
60190R001
In Situ Por
pore press
essure, u0.
eport, the w
ch
1RW
re Pressure
ure plot is a
This is calc
water table h
e
a second lin
culated from
has been in
CPT Resu
ne (in red) s
m a known o
nferred at 2m
ults
showing the
or estimate
m below gro
e inferred in
d water tab
ound level.
n situ or hyd
ble level.
Page 12
drostatic
2 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
4.0
A numb
from CP
this sec
relative
parame
Please
may no
4.1
The soi
allow a
discont
This ap
classific
approxi
behavio
The soi
The bou
for the t
ol, Norwic
60190R001
GEOTEC
ber of emp
PT data. T
ction. For
density are
eters describ
note that a
ot be appro
SOIL BEH
il behaviour
continuous
inuous natu
pproach has
cation chart
mated as c
our type ind
l behaviour
undaries of
table of soil
ch
1RW
CHNICAL
pirical corre
This report i
the CPT d
e derived an
bed in the s
a number o
opriate for a
HAVIOUR T
r type index
s variation o
ure of an ea
s been mo
t. The bou
concentric
ex (Lunne e
r type index
f soil behavi
behaviour
Geotec
L PARAM
lations can
ncludes a n
ata only so
nd are show
section are d
of the corre
all the soil
TYPE IND
x was derive
of (qc/pa)/N
arlier conver
dified for u
undaries be
circles, and
et al., 1997
x, Ic, can the
.
iour type ar
types.
chnical Pa
METERS
n be carried
number of t
oil behaviou
wn in Appen
derived and
elations are
types enco
DEX
ed by Jeffer
N60 with soil
rsion by Ro
se with the
etween soi
d the radiu
).
en be define
re then give
arameters
d out to de
these param
ur type, SP
ndix C. For
d displayed
e derived f
ountered o
ries and Da
type, which
bertson et a
e Robertson
l behaviour
us of each
ed as:
.
en in terms o
s
erive geotec
meters whic
PT values, s
the CPTU
in Appendi
for a certai
on this proj
avies (1991)
h was an im
al. (1986).
n (1990) no
r type zone
circle can
.
of the index
chnical par
ch are desc
shear stren
data all the
x C.
n type of s
ject.
). It was cr
mprovemen
ormalised C
es (2 to 7)
be used a
x, Ic. See fig
Page 13
rameters
cribed in
ngth and
e derived
soil, and
eated to
t on the
CPT soil
can be
as a soil
gure 4.1
3 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
Soil Be
4.2
The SP
These r
Figure 4
For the
type ind
ol, Norwic
60190R001
ehaviour Typ
Ic < 1.31
1.31 < Ic < 2
2.05 < Ic < 2
2.60 < Ic < 2
2.95 < Ic < 3
Ic > 3.60
STANDAR
PT N value c
ratios were
Zone
1
2
3
4
5
6
7
8
9
10
11
12
4.2: SPT N v
e best resul
dex, Ic. This
ch
1RW
pe Index, Ic
2.05
2.60
2.95
3.60
0
Figure 4
RD PENET
can be deriv
suggested
e
value ratios fr
ts for the c
s is the met
Geotec
(from
nor
4.1: Boundari
TRATION T
ved using d
by Roberts
Soil B
Sens
Or
Silty
Clayey
Sandy S
Silty SA
SAN
Grave
Very
SAND
rom Roberts
calculation o
thod used in
chnical Pa
Zone
m Robertson
rmalised ch
7
6
5
4
3
2
ies of soil be
TEST (SPT
differing ratio
son et al. (19
Behaviour T
sitive fine gra
rganic materi
CLAY
y CLAY to CL
SILT to silty
SILT to claye
AND to sand
ND to silty SA
SAND
ly SAND to S
stiff fine gra
D to clayey S
son et al., 198
of N60 it is
n this report
arameters
n 1990
hart)
ehaviour type
T) N VALU
os of the re
986) and ar
Type
ained
ial
LAY
y CLAY
ey SILT
y SILT
AND
SAND
ined
SAND
86.
recommend
t.
s
Soil B
Gravelly sa
Sands – c
sand
Sand mixtu
sandy silts
Silt mixture
clay
Clays: silty
Organic soi
e index, Ic.
UE
lationship b
re shown in
(qc/
ded to use
Behaviour Ty
nd to dense
clean sand
ures – silty
s – clayey s
clay to clay
ils - peats
between qc a
figure 4.2.
/pa)/N60
2
1
1
1.5
2
2.5
3
4
5
6
1
2
the soil be
Page 14
ype
sand
to silty
sand to
ilt to silty
and N60.
ehaviour
4 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
The rela
It is sug
the SPT
4.3
Estimat
equatio
where:
Resear
value o
su value
behavio
4.4
Relative
4.3). T
laborato
predom
demons
The cor
than 2.6
ol, Norwic
60190R001
ationship be
ggested (Je
T N values t
SHEAR S
tion of su fr
on:
Nkt = empirvo = total o
rch has sho
f 15. We p
e with an N
our type ind
RELATIVE
e density ha
This correla
ory conditio
minantly qua
strated in fig
rrelation in
60. The for
ch
1RW
etween N60
efferies and
than the ac
TRENGTH
rom CPTUs
rical cone faoverburden
own that th
present an u
Nkt value of
ex (Ic) of gr
E DENSITY
as been de
ation was d
ons. The s
artz. It is no
gure 4.3.
this report
rmula for ca
Geotec
and Ic is de
.
d Davies, 1
tual SPT te
H
s using cor
actor stress.
e cone fac
upper bound
f 20. This
reater than 2
Y (Dr)
erived using
derived from
sands were
oted that fie
is calculate
alculating re
chnical Pa
efined as:
. (Lunn
991) that th
est due to po
rrected con
(Lunne
ctor Nkt vari
d su value w
report only
2.60.
g a method
m five pred
normally c
eld cases ar
ed on soil w
elative dens
arameters
e et al., 199
his method
oor repeata
e resistanc
et al., 1981
es between
with an Nkt v
y presents
by Jamiolk
dominantly
consolidated
re likely to s
with a soil be
ity (Dr) is:
′ .
s
97)
provides a
ability of the
ce is made
)
n 11 and 3
value of 15
this data o
kowski et al
silica sand
d, un-ceme
show more
ehaviour typ
a better est
SPT.
from the f
30 with an
and a lowe
on soils wit
l., 1985 (se
ds under co
ented, un-ag
variability t
pe index (Ir
Page 15
imate of
following
average
er bound
th a soil
ee figure
ontrolled
ged and
han that
r) of less
5 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
F
4.5
Friction
looking
cement
The cor
than 2.6
Figur
ol, Norwic
60190R001
Figure 4.3: C
FRICTION
angle is de
at calibrat
ted quartz s
rrelation in
60.
re 4.6: Peak
ch
1RW
Correlation b
N ANGLE
erived using
ion test da
sand. The f
′
this report
friction angle
Geotec
etween qc an
g the Rober
ta (see figu
formula for p
′
is calculate
e of clean qu
chnical Pa
nd relative de
rtson and C
ure 4.6). T
peak Φ’ fro
. .
ed on soil w
uartz sands fr
1983).
arameters
ensity (after
ampanella
The correlat
m CPTU is:
with a soil be
rom CPTU (a
s
Jamiolkowsk
(1983) meth
tion is base
:
′
ehaviour typ
after Roberts
ki et al., 1985
hod from th
ed on un-a
pe index (Ic
son & Campa
Page 16
5)
heir work
aged un-
c) of less
anella,
6 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
4.6
It is po
(1995) d
Roberts
type ind
4.7
4.7.1
The 1-D
terms o
Much w
and Ga
In this r
soils wi
ol, Norwic
60190R001
FINES CO
ssible to es
demonstrat
Figure
son and Fe
dex (Ic), this
.
CONSTRA
Fine Grain
D constraine
of a coefficie
work has be
ardner (1975
report a mo
th a soil typ
ch
1RW
ONTENT (Fstimate fine
ted how fric
e 4.7: Variatio
ear (1995) u
s was later u
.
3
AINED MO
ned
ed modulus
ent, αm, and
een carried
5), Sennese
re general r
pe index (Ic)
Geotec
FC)
es content f
tion ratio (R
on of fines co
used this re
updated in 1
1.26
3.5
ODULUS
s, M, as me
d cone resis
out looking
et et al., (19
relationship
) of more tha
chnical Pa
from the fri
Rf) varies wi
ontent with f
elationship
1998. This
asured in a
stance (Lunn
∝
g at direct r
989) and Jo
p is used pro
an 2.60.
8.25
arameters
ction ratio
th fines con
riction ratio (
and integra
relationship
%
%
an oedomete
ne et al., 19
1
relationship
nes and Ru
oposed by K
s
of sandy so
ntent (FC) (s
(Suzuki et al.
ated it with
p is shown
%
% .
%
er test, has
997).
ps between
ust (1995).
Kulhawy an
oils. Suzuk
see figure 4
., 1995)
the soil be
below:
.
been expre
M and qc,
nd Mayne (1
Page 17
ki et al.,
4.7)
ehaviour
essed in
Mitchell
1990) on
7 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
This rel
the wor
Figu
4.7.2
For coa
figure 4
recomm
predom
The cor
than 2.6
Figure
(1983).
ol, Norwic
60190R001
lationship w
rld (see figu
ure 4.8: Gen
Coarse Gr
arse graine
4.5). This
mended tha
minantly silic
rrelation in t
60. The co
Mo =
M
4.9: Table
ch
1RW
was derived
re 4.8)
neral relation
rained
ed soils a c
correlation
at an estima
ca sands.
this report i
rrelation is s
Mo = 4qc
= 2qc + 20 (M
Mo = 120 MPa
showing the
Geotec
from lookin
ship betwee
Kulhaw
correlation b
is based
ate of Mo fo
s calculated
shown belo
MPa)
a
e constraine
chnical Pa
ng at result
n constraine
wy and Mayne
by Lunne a
on a revie
or normally
d on soil wi
ow:
d modulus
arameters
ts from vari
ed modulus a
e, 1990)
and Christo
w of availa
consolidate
th a soils b
for
correlation f
s
ous differen
and net cone
ophersen (1
able calibra
ed un-aged
ehaviour ty
for qc < 10
10MPa < qc
for qc > 50
from Lunne
nt soil types
resistance (
1983) is us
ation test d
d and un-ce
ype index (Ir
MPa
< 50 MPa
MPa
and Christo
Page 18
s across
(from
sed )see
ata and
emented
r) of less
ophersen
8 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
5.0 R
British S
In
el
Houlsby
Jefferie
D
Jones,
em
P
S
Kulhaw
de
Lord, J
C
Lunne,
S
S
Lunne,
of
T
Lunne,
G
Mitchel
ch
M
S
Roberts
G
ol, Norwic
60190R001
REFEREN
Standard BS
nternational
lectrical con
y, G.T. and
Internationa
Balkema P
es, M.G. an
Discussion.
G.A. and
mbankment
enetration
ociety
wy, F.H. and
esign”. Ele
.A., Clayton
C574.
T. And K
ession at t
t. Louis, 76
T. And Ch
ffshore san
exas, Pape
T., Robert
Geotechnica
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haracteristic
Measuremen
ociety of En
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Geotechnica
ch
1RW
NCES
S5930:1999
Standard.
ne and piez
Teh, C. I.
al Sympos
ub., Rotterd
nd Davies,
Canadian G
d Rust, E.
ts on alluv
Testing, C
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ctric Power
n, C.R.I., an
leven, A. (
he ASCE N
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tson, P. K
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practice fo
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etration test
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enetration T
) “Soil clas
al Journal,
“Piezocone
ceedings of
nköping, Sw
“Manual on
Institute, EP
re, R.N. (20
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onvention: C
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the Offsho
well, J. J. M
975) “In
of the AS
s, Raleigh,
ation using
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t. ISO/ FDI
he piezocon
Testing, IS
ssification b
28(1), 173-
settlemen
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n estimating
PRI, Augus
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in North S
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gs of the
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undation
a Guide
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Materials,
data for
hardson,
esting in
change
In Situ
American
anadian
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rt No.: 116
Roberts
1
Roberts
‘9
Le
Roberts
th
Roberts
co
T
E
Sennes
pe
M
S
Sennes
pi
Suzuki,
an
In
E
Topp, G
co
58
Waltham
P
Houlsby
In
B
Power
en
P
ol, Norwic
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: Sand”. Ca
son, P.K. an
95”. First Int
ecture, Nov
son, P.K. an
he cone pen
son, P.K., C
one data”. P
ests in G
ngineers (A
set K. And
enetration
Measuremen
TP 883, 41
set, K., San
iezocone te
Y., Tokima
nd dynamc
nternational
ngineering
G.C., Davis
ontent: Mea
82.
m, A.C., 2
rofessional
y, G.T. and
nternational
alkema Pub
P.T. (1982
ngineering
enetration t
ch
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nd Campan
anadian Ge
nd Fear, C.
ternational C
vember, 199
nd Wride (F
netration tes
Campanella
Proceeding
eotechnica
ACE).
Janbu, N.
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and Soil Dy
, J.L. and A
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2002. “Fou
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Fear), C.E.
st”. Can. G
a, R.G., Gil
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um on Pen
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OPT-II, Ams
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1983) “Inte
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(1998) “Eva
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lespie, D. A
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Recent Ad
t. Louis, 1, 2
(1980). “Ele
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of Enginee
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nic cone p
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sterdam, 2,
ces
rpretation o
(4), 718-33
n of sands a
uake Geote
aluating cyc
Vol. 35.
And Greig,
alty Confere
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th paramete
rine Sedim
984, ASTM
“The evalu
ecord, No.
Y. (1995) “C
samples”.
dvances in
249-52, Uni
ectromagne
ion lines”.
ering Geolo
he piezocon
Testing, ISO
penetromete
gs of the 2
769-74, Ba
of cone pene
.
and its eval
echnical En
clic liquefac
J (1986) “
ence In Situ
63-80, Am
ers obtaine
ents; Labo
Special tec
uation of so
1235, 24-37
Correlation
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n Geotech
iversity of M
etic determi
Water Res
ogy”. Black
ne in clay”.
OPT-1, Or
er in the de
2nd Europe
alkema Pub
etrometer te
luation. IS
ngineering, K
ction potenti
“Use of pie
’86: Use o
merican Soc
ed from sta
oratory and
chnical pub
oil paramete
7.
between C
ings of th
hnical Ear
Missouri Rol
nation of so
iur. Res., 1
kie Academ
Proceeding
rlando, 2,
etermination
an Sympos
b., Rotterda
Page 20
est: Part
TOKYO
Keynote
ial using
zometer
of In Situ
ciety of
tic cone
In Situ
blication,
ers from
PT data
e Third
rthquake
lla.
oil water
16, 574-
mic and
gs of the
777-83,
n of the
sium on
m
0 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
ol, Norwic
60190R001
Cone Da
Cone Ca
CPT Proj
14 Tonne
CPT Soil
Explanat
ch
1RW
D
atasheet
alibration Ce
ject Summa
e Track Mo
l Descriptio
tion of Symb
AP
GENERA
LIST
escription
ertificate S1
ary Sheet
unted Rig D
n Table
bols
Appendix
PPENDIX
AL INFOR
T OF FIGU
5CFIP.103
Datasheet
x A
X A
RMATION
RES
2
Pages Inc
1
1
1
1
1
1
cluded
Page 211 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
ol, Norwic
60190R001
ch
1RW
CON
Appendix
E DATASH
x A
HEET
Page 222 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
ol, Norwic
60190R001
C
ch
1RW
CONE CALLIBRATION
Appendix
N CERTIF
x A
ICATE S15CFIP.10332
Page 233 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
HO
CPT H
CPT
CPT
CPT
CPT
CPT 2
CPT
CPT
CPT
CPT
CPT
CPT
CPT
CPT
CPT
ol, Norwic
60190R001
OLE F
HP 203
102
202
203
204
204A
205
206
207
208
209
210
211
212
213
ch
1RW
CP
inal Depth oTest (m)
5.00
6.80
5.20
5.00
5.00
5.10
5.02
5.89
5.00
5.00
9.89
5.00
5.00
5.00
6.51
PT PROJE
of Date
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23/03
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Appendix
ECT SUMM
of Test
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
3/2016
x A
MARY SHE
Cone Used
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
S15CFIP.103
EET
d
32 Test co
32 Test ref
32 Test co
32 Test co
32 Test co
32 Test co
32 Test co
32 Test co
32 Test co
32 Test co
32 Test ref
32 Test co
32 Test co
32 Test co
32 Test co
Test Rem
ompleted at t
fused on tot
ompleted at t
ompleted at t
ompleted at t
ompleted at t
ompleted at t
ompleted at t
ompleted at t
ompleted at t
fused on tot
ompleted at t
ompleted at t
ompleted at t
ompleted at t
Page 24
marks
target depth
al pressure.
target depth
target depth
target depth
target depth
target depth
target depth
target depth
target depth
al pressure.
target depth
target depth
target depth
target depth
4 of 119
.
.
.
.
.
.
.
.
.
.
.
.
.
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
ol, Norwic
60190R001
14
ch
1RW
TONNE TTRACK MO
Appendix
OUNTED C
x A
CPT RIG DDATA SHEEET
Page 255 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
GRANU
COHES
Very So
Soft
Firm
Stiff
Very stif
Hard
(from W
ol, Norwic
60190R001
ULAR SOILS
Ver
Loo
Me
Den
Ver
IVE SOILS (
Descriptio
ft
ff
altham, 2002
ch
1RW
S (Sands and
Descr
ry Loose
ose
dium Dense
nse
ry Dense
(Clays)
on
2)
SOIL DES
d Gravels)
ription
Cone R
Appendix
SCRIPTION
Con
Resistance (
(MPa)
0 – 0.3
0.3 – 0.5
0.5 – 1.0
1.0 – 2.0
2.0-4.0
>4.0
x A
N TABLES
ne Resistanc
0 –
2 –
4 – 1
12 –
>20
(qc) E
S
ce (qc) (MPa
2
4
12
20
0
Equivalent S(k
0
20
40
75 –
150
>
a)
Su value fromkPa)
–20
– 40
– 75
– 150
0-300
300
Page 26
m qc
6 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
ol, Norwic
60190R001
a
e
Nk
ch
1RW
E
a (α) = area
Ac = proj
An = cros
Bq = pore
ch = horiz
Dr =
relat
e = void
eo = initia
emax = max
emin = mini
fs = unit
FC = fines
Ic = soil
Ir = rigid
mv = coef
M = cons
N = no.
or Nkt cone
N60 = SPT
qc = mea
qe = effec
qn = net c
qt = corr
Qt = norm
Rf = fricti
su = und
t50 = time
u0 = in si
u1 = pore
u2 = pore
∆u = mea
φ = tota
EXPLANA
a ratio of the
ected area o
ss-sectional a
e pressure pa
zontal coeffic
tive density
d ratio
al void ratio
ximum void r
imum void ra
sleeve frictio
s content
behaviour ty
dity index = G
fficient of vol
strained defo
Of blows in t
e factor
T energy ratio
asured cone
ctive cone re
cone resista
rected cone r
malised cone
ion ratio (=(fs
rained shear
e for 50% dis
itu pore pres
e pressure m
e pressure m
asured pore w
l friction ratio
Appendix
ATION OF
cone (=An/A
of the cone
area of shaft
arameter (=(
cient of cons
atio
atio
on
ype index
G/su
lume change
ormation mod
the SPT
o
resistance
esistance = (
nce = (qt-σvo
resistance =
e resistance
fs/qc)×100%)
r strength
ssipation of m
sure
measured on
measured beh
water pressu
o
x A
SYMBOLS
Ac)
t
(u2-u0)/(qt-σvo
solidation
e
dulus
qt-u2)
o)
qc+(1-a)u2
= (qt-σvo)/σ’vo
measured po
the cone
hind the cone
ure
S
o))
o
re pressure
e
Page 277 of 119
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
CPTEstiCPTMea
ol, Norwic
60190R001
T HP 203 -mated Soil
T HP 203 -asured Pore
ch
1RW
Desc
- CPT 213 Behaviour
- CPT 213 e Pressure
AP
CP
LIST
cription
(Printed onType Plot (Printed onPlot
Appendix
PPENDIX
PT RESUL
T OF FIGU
n Form CPT
n Form CPT
x B
X B
LTS
RES
T0001)
T0002)
Pages Included
15
15
Page 288 of 119
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT HP 203
281 mV
255 mV
208 mV
2529 mV
2529 mV
272 mV
250 mV
229 mV
2495 mV
2495 mV
3 %
2 %
-9 %
1 %
1 %
CPT HP 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Soft becoming stiff clayey SILT to silty CLAY(5)
Loose to medium dense SAND to silty SAND(8)
Stiff to very stiff CLAY (3) with layers of sand
Dense locally very dense SAND (9) with a layerof clay
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 102
286 mV
251 mV
198 mV
2582 mV
2582 mV
286 mV
252 mV
208 mV
2515 mV
2515 mV
0 %
0 %
-5 %
3 %
3 %
CPT 102
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Very stiff to hard clayey SILT to silty CLAY (5)with layers of sand
Medium dense to dense SAND (9)
Very dense gravelly SAND to SAND (10)
End of CPT at 6.80 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 202
286 mV
251 mV
203 mV
2377 mV
2377 mV
279 mV
246 mV
211 mV
2411 mV
2411 mV
3 %
2 %
-4 %
-1 %
-1 %
CPT 202
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Firm to stiff clayey SILT to silty CLAY (5) withlayers of sand
Dense locally very dense SAND (9) with a layerof clay
End of CPT at 5.20 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 203
283 mV
252 mV
214 mV
2480 mV
2480 mV
283 mV
249 mV
204 mV
2496 mV
2496 mV
0 %
1 %
5 %
-1 %
-1 %
CPT 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Stiff to very stiff locally hard clayey SILT tosilty CLAY (5)
Dense locally very dense SAND (9)
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204
282 mV
252 mV
229 mV
2373 mV
2373 mV
281 mV
249 mV
199 mV
2377 mV
2377 mV
0 %
1 %
15 %
0 %
0 %
CPT 204
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Soft to firm locally stiff clayey SILT to siltyCLAY (5)
Medium dense locally loose silty SAND tosandy SILT (7)
Very stiff clayey SILT to silty CLAY (5)
Medium dense to dense SAND (9)
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204A
285 mV
252 mV
196 mV
2438 mV
2438 mV
285 mV
250 mV
218 mV
2484 mV
2484 mV
0 %
1 %
-10 %
-2 %
-2 %
CPT 204A
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Stiff becoming very stiff clayey SILT to siltyCLAY (5)
Loose to medium dense silty SAND to sandySILT (7) with layers of clay
Very stiff to hard clayey SILT to silty CLAY (5)
Medium dense to dense SAND (9)
End of CPT at 5.10 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 205
280 mV
251 mV
205 mV
2548 mV
2548 mV
286 mV
252 mV
220 mV
2486 mV
2486 mV
-2 %
0 %
-7 %
2 %
2 %
CPT 205
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Medium dense locally dense SAND to siltySAND (8) with a layer of clay
Very stiff locally stiff clayey SILT to silty CLAY(5)
Medium dense SAND (9)
End of CPT at 5.02 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 206
286 mV
256 mV
207 mV
2453 mV
2453 mV
283 mV
254 mV
203 mV
2466 mV
2466 mV
1 %
1 %
2 %
-1 %
-1 %
CPT 206
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Stiff to very stiff CLAY (3)
Stiff to very stiff clayey SILT to silty CLAY (5)with a layer of sand
Firm to stiff locally soft CLAY (3)
Medium dense silty SAND to sandy SILT (7)
End of CPT at 5.89 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 207
277 mV
255 mV
244 mV
2515 mV
2515 mV
280 mV
255 mV
249 mV
2505 mV
2505 mV
-1 %
0 %
-2 %
0 %
0 %
CPT 207
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Stiff to very stiff clayey SILT to silty CLAY (5)with layers of sand
Medium dense to dense SAND (9) with a layerof clay
Very stiff clayey SILT to silty CLAY (5) withlayers of sand
Medium dense locally dense SAND (9)
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 208
280 mV
256 mV
240 mV
2613 mV
2613 mV
281 mV
254 mV
215 mV
2824 mV
2824 mV
0 %
1 %
12 %
-7 %
-7 %
CPT 208
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Firm to stiff CLAY (3) with a layer of sand
Medium dense locally loose SAND to siltySAND (8) with a layer of clay
Stiff to very stiff CLAY (3)
Medium dense becoming dense SAND (9)
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 209
285 mV
256 mV
201 mV
2469 mV
2469 mV
280 mV
251 mV
232 mV
2432 mV
2432 mV
2 %
2 %
-13 %
2 %
2 %
CPT 209
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Loose to medium dense silty SAND to sandySILT (7) with a layer of clay
Very stiff locally stiff clayey SILT to silty CLAY(5)
Medium dense to dense locally very denseSAND (9)
Very stiff clayey SILT to silty CLAY (5)
Medium dense silty SAND to sandy SILT (7)
Medium dense becoming very dense gravellySAND to SAND (10)
End of CPT at 9.89 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 210
280 mV
254 mV
244 mV
2741 mV
2741 mV
278 mV
254 mV
267 mV
2652 mV
2652 mV
1 %
0 %
-9 %
3 %
3 %
CPT 210
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Stiff to very stiff locally firm clayey SILT tosilty CLAY (5)
Dense to very dense locally medium denseSAND (9)
Stiff to very stiff CLAY (3)
Medium dense becoming loose silty SAND tosandy SILT (7)
Stiff becoming firm CLAY (3)
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 211
282 mV
254 mV
232 mV
2529 mV
2529 mV
278 mV
253 mV
262 mV
2573 mV
2573 mV
1 %
0 %
-11 %
-2 %
-2 %
CPT 211
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Soft becoming stiff clayey SILT to silty CLAY(5)
Medium dense locally dense SAND to siltySAND (8) with a layer of clay
Very stiff to hard clayey SILT to silty CLAY (5)with layers of sand
Stiff sandy SILT to clayey SILT (6)
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 212
285 mV
256 mV
202 mV
2609 mV
2609 mV
287 mV
258 mV
215 mV
2616 mV
2616 mV
-1 %
-1 %
-6 %
0 %
0 %
CPT 212
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Medium dense locally dense SAND to siltySAND (8) with a layer of clay
Stiff to very stiff locally hard clayey SILT tosilty CLAY (5)
Medium dense locally dense SAND (9)
End of CPT at 5.00 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
X Inclinometer Difference:
Y Inclinometer Difference:
Friction Ratio, Rf (%)
Estimated Soil Type
Inclination (degrees)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:Sleeve Zero Pre:
Pore Pressure Zero Pre:
X Inclinometer Zero Pre:
Y Inclinometer Zero Pre: Form: CPT0001
Date of Test:PIEZO CONE PENETRATION TEST
De
pth
(m
)
X Axis
Y Axis
Tip Zero Pre:
Clie
nt:
Job
Title
:
PCPT Zero Values
Cone End Resistance, qc (MPa)
Tip Zero Post:
Sleeve Zero Post:
Pore Pressure Zero Post:
X Inclinometer Zero Post:
Y Inclinometer Zero Post:
Tip Zero Difference:
Sleeve Zero Difference:
insitusi.comPore Pressure Difference:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 213
282 mV
252 mV
208 mV
2555 mV
2555 mV
288 mV
258 mV
202 mV
2617 mV
2617 mV
-2 %
-2 %
3 %
-2 %
-2 %
CPT 213
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S
Pre dug
Medium dense locally dense SAND to siltySAND (8) with a layer of clay
Stiff to very stiff locally soft CLAY (3)
Medium dense to dense SAND (9)
Loose to medium dense silty SAND to sandySILT (7)
Stiff locally firm clayey SILT to silty CLAY (5)
End of CPT at 6.51 m
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8
0 50 100 150 200 250 300 350 400 450 500
-15 0 15
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT HP 203 CPT HP 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 102 CPT 102
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 202 CPT 202
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 203 CPT 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204 CPT 204
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204A CPT 204A
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 205 CPT 205
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 206 CPT 206
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 207 CPT 207
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 208 CPT 208
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 209 CPT 209
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 210 CPT 210
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 211 CPT 211
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 212 CPT 212
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeMeasured Pore Pressure, U2 (kPa)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
In Situ Pore Pressure, U0 (kPa)
Pore Pressure, U (kPa)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0002INSITUSI.COM
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 213 CPT 213
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 8 16 24 32 40 48 56 64 72 80 -1.0 -0.5 0.0 0.5 1.0
0 200 400 600 800 1000 1200 1400 1600 1800 2000
-1200 -900 -600 -300 0 300 600 900 1200
Delta
Wher
Repor
Simons
rry Schoo
rt No.: 116
CPT HPand N VCPT HPShear SCPT HFriction
CPT HP
ol, Norwic
60190R001
P 203 - CPValue P 203 - CPStrength P 203 - CP Angle
P 203 - CPT
ch
1RW
CPT DER
PT 213 (Prin
T 213 (Prin
PT 213 (Pr
T 213 (Print
AP
RIVED GEO
LIST
Descript
nted on For
nted on For
inted on Fo
ted on Form
Appendix
PPENDIX
OTECHNIC
T OF FIGU
tion
rm CPT000
rm CPT000
orm CPT00
m CPT0006
x C
X C
CAL PARA
RES
03) Soil Beh
4) Relative
005) Fines
) Constraine
AMETERS
haviour Typ
Density an
Content an
ed Modulus
S
PaInclu
pe 1
nd 1
nd 1
s 1
Page 59
ges uded
15
15
15
15
9 of 119
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT HP 203 CPT HP 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 102 CPT 102
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 202 CPT 202
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 203 CPT 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204 CPT 204
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204A CPT 204A
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 205 CPT 205
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 206 CPT 206
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 207 CPT 207
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 208 CPT 208
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 209 CPT 209
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 210 CPT 210
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 211 CPT 211
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 212 CPT 212
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Derived SPT N Values
insitusi.com
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Soil Behaviour Type Ic
Coordinates:
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 213 CPT 213
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 35 40 45 50
0 50 100 150 200 250 300 350 400 450 500
0 2 4
File Name:
Date of Plot:
Form: CPT0003
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT HP 203 CPT HP 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 102 CPT 102
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 202 CPT 202
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 203 CPT 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204 CPT 204
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204A CPT 204A
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 205 CPT 205
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 206 CPT 206
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 207 CPT 207
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 208 CPT 208
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 209 CPT 209
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 210 CPT 210
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 211 CPT 211
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 212 CPT 212
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Derived Relative Density, Dr (%)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
insitusi.com
File Name:
Date of Plot:
Form: CPT0004
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Derived Shear Strength, Su Nkt = 15 (kPa)
Derived Shear Strength, Su Nkt = 20 (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 213 CPT 213
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0 50 100 150 200 250 300
0 50 100 150 200 250 300 350 400 450 500
0 20 40 60 80 100Derived Shear Strength, Su (kPa)
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT HP 203 CPT HP 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 102 CPT 102
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 202 CPT 202
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 203 CPT 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204 CPT 204
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204A CPT 204A
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 205 CPT 205
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 206 CPT 206
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 207 CPT 207
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 208 CPT 208
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 209 CPT 209
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 210 CPT 210
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 211 CPT 211
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 212 CPT 212
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Soil Behaviour Type Index, Ic
Estimated Soil Type
Derived Fines Content, FC (%)
Sleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
insitusi..com
Coordinates:
Derived Friction Angle, Phi (Degrees)
Remarks:
Ground Level:
Cone & Rig Used: Checked By:
File Name:
Date of Plot:
Form: CPT0005
Date of Test:
PIEZO CONE PENETRATION TEST
De
pth
(m
)
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 213 CPT 213
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 0.00 1.00 2.00 3.00 4.00
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
0 10 20 30 40 50 60 70 80C
lien
t:
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT HP 203 CPT HP 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 102 CPT 102
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 202 CPT 202
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 203 CPT 203
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204 CPT 204
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 204A CPT 204A
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 205 CPT 205
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 206 CPT 206
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 207 CPT 207
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 208 CPT 208
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test refused on total pressure.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 209 CPT 209
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 210 CPT 210
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 211 CPT 211
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 212 CPT 212
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
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7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Coarse Grained
Date of Test:
PEZO CONE PENETRATION TEST
De
pth
(m
)
Clie
nt:
Job
Title
:
Corrected Cone End Resistance, qt (MPa) Pore Pressure Ratio, Bq
Estimated Soil TypeSleeve Friction, fs (kPa) (based on Robertson et. al. (1986))
Location:
Coordinates:
Constrained Modulus M (1/mv) (MPa)
Remarks:
Ground Level:
Cone & Rig Used:
insitusi.comChecked By:
File Name:
Date of Plot:
Form: CPT0005
Fine Grained
WHERRY SCHOOL, NORWICH
-
-
Test completed at target depth.
S15-CFIP.1032 - CPT 006
23/03/2016
30/03/2016
1160190 - CPT 213 CPT 213
WH
ER
RY
SC
HO
OL
, NO
RW
ICH
DE
LTA
SIM
ON
S0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0
1
2
3
4
5
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7
8
9
10
11
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15
0 2 4 6 8 10 12 14 16 18 20 -1.0 -0.5 0.0 0.5 1.0
0 50 100 150 200 250 300 350 400 450 500
0 10 20 30 40 50 60 70 80
Appendix V
Chemtest Ltd.Depot RoadNewmarket
CB8 0ALTel: 01638 606070
Email: [email protected]
Report No.: 16-07491-3
Initial Date of Issue: 08-Apr-2016 Date of Re-Issue: 08-Apr-2016
Client Delta Simons
Client Address: Unit 3, Chalk Hill HouseRosary RoadNorwichNorfolkNR1 1SZ
Contact(s): Malcolm Tolley
Project 15-1091.02 Wherry School, Norwich
Quotation No.: Q16-06067 Date Received: 01-Apr-2016
Order No.: Date Instructed: 01-Apr-2016
No. of Samples: 13
Turnaround (Wkdays): 5 Results Due: 07-Apr-2016
Date Approved: 08-Apr-2016 Subcon Results Due: 22-Apr-2016
Approved By:
Details: Glynn Harvey, Laboratory Manager
Amended Report
Page 1 of 17
Results - Soil
Client: Delta Simons 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491Quotation No.: Q16-06067 275013 275014 275015 275016 275017 275018 275019 275020 275021Order No.: HP207 HP208 HP209 HP210 HP202 HP213 HP220 HP214 HP215
ASP1 ASP1 ASP1 ASP1 ES1 ES1 ES1 ES2 ES2SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL0.00 0.00 0.00 0.00 0.10 0.20 0.20 0.50 0.500.10 0.15 0.10 0.05
23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016Determinand Accred. SOP Units LODACM Type U 2192 N/A - - - - -
Asbestos Identification U 2192 % 0.001 No Asbestos Detected
No Asbestos Detected
No Asbestos Detected
No Asbestos Detected
No Asbestos Detected
Moisture N 2030 % 0.020 < 0.020 < 0.020 < 0.020 < 0.020 17 16 13 16 15Soil Colour N 2040 N/A Black Black Black Black Brown Brown Brown Brown BrownOther Material N 2040 N/A Tarmac Tarmac Tarmac Tarmac Stones Stones Roots Stones StonesSoil Texture N 2040 N/A Sand Sand Sand Sand Sand Sand Sand Sand SandChromatogram (TPH) N N/A See Attached See Attached See Attached See AttachedDouble Ratio Plot N N/A N/A N/A N/A N/AArsenic M 2450 mg/kg 1.0 7.8 10 14 15 9.7Cadmium M 2450 mg/kg 0.10 0.18 0.16 0.16 0.24 0.16Copper M 2450 mg/kg 0.50 32 19 20 31 16Mercury M 2450 mg/kg 0.10 0.10 0.20 0.28 0.39 0.15Nickel M 2450 mg/kg 0.50 16 13 12 18 16Lead M 2450 mg/kg 0.50 35 64 86 110 61Selenium M 2450 mg/kg 0.20 0.28 0.23 0.25 0.36 0.26Zinc M 2450 mg/kg 0.50 61 58 60 91 54Chromium (Trivalent) N 2490 mg/kg 5.0 16 12 11 16 14Chromium (Hexavalent) N 2490 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50 < 0.50Fuel Type N 2670 N/A Bitumen Bitumen Bitumen BitumenTPH >C6-C10 N 2670 mg/kg 1.0 [C] < 1.0 [C] < 1.0 [C] < 1.0 [C] < 1.0TPH >C10-C21 N 2670 mg/kg 1.0 [C] 20 [C] 58 [C] 19 [C] 15TPH >C21-C40 N 2670 mg/kg 1.0 [C] 310 [C] 430 [C] 420 [C] 470Total TPH >C6-C40 M 2670 mg/kg 10 [C] 320 [C] 500 [C] 460 [C] 480 < 10 < 10 14 < 10 < 10Naphthalene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Acenaphthylene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Acenaphthene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Fluorene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Phenanthrene M 2700 mg/kg 0.10 1.3 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Anthracene M 2700 mg/kg 0.10 0.49 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Fluoranthene M 2700 mg/kg 0.10 1.3 < 0.10 < 0.10 < 0.10 0.39 < 0.10 0.65 0.98 0.57Pyrene M 2700 mg/kg 0.10 1.8 < 0.10 < 0.10 < 0.10 0.39 < 0.10 0.65 1.0 0.56Benzo[a]anthracene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 0.54 < 0.10Chrysene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 0.70 < 0.10Benzo[b]fluoranthene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 0.84 < 0.10Benzo[k]fluoranthene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 0.35 < 0.10Benzo[a]pyrene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 0.49 < 0.10Indeno(1,2,3-c,d)Pyrene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10
Project: 15-1091.02 Wherry School, Norwich
Top Depth (m):Bottom Depth (m):
Chemtest Job No.:Chemtest Sample ID.:
Client Sample Ref.:Client Sample ID.:
Sample Type:
Date Sampled:
Page 2 of 17
Results - Soil
Client: Delta Simons 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491Quotation No.: Q16-06067 275013 275014 275015 275016 275017 275018 275019 275020 275021Order No.: HP207 HP208 HP209 HP210 HP202 HP213 HP220 HP214 HP215
ASP1 ASP1 ASP1 ASP1 ES1 ES1 ES1 ES2 ES2SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL0.00 0.00 0.00 0.00 0.10 0.20 0.20 0.50 0.500.10 0.15 0.10 0.05
23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016Determinand Accred. SOP Units LOD
Project: 15-1091.02 Wherry School, Norwich
Top Depth (m):Bottom Depth (m):
Chemtest Job No.:Chemtest Sample ID.:
Client Sample Ref.:Client Sample ID.:
Sample Type:
Date Sampled:
Dibenz(a,h)Anthracene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Benzo[g,h,i]perylene M 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10 < 0.10Coronene N 2700 mg/kg 0.10 < 0.10 < 0.10 < 0.10 < 0.10Total Of 16 PAH's M 2700 mg/kg 2.0 < 2.0 < 2.0 < 2.0 4.9 < 2.0Total Of 17 PAH's N 2700 mg/kg 2.0 4.9 < 2.0 < 2.0 < 2.0N-Nitrosodimethylamine N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Phenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502-Chlorophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Bis-(2-Chloroethyl)Ether N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.501,3-Dichlorobenzene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.501,4-Dichlorobenzene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.501,2-Dichlorobenzene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502-Methylphenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Bis(2-Chloroisopropyl)Ether N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Hexachloroethane N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50N-Nitrosodi-n-propylamine N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.504-Methylphenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Nitrobenzene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Isophorone N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502-Nitrophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502,4-Dimethylphenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Bis(2-Chloroethoxy)Methane N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502,4-Dichlorophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.501,2,4-Trichlorobenzene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Naphthalene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.504-Chloroaniline N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Hexachlorobutadiene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.504-Chloro-3-Methylphenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502-Methylnaphthalene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.504-Nitrophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Hexachlorocyclopentadiene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502,4,6-Trichlorophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502,4,5-Trichlorophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502-Chloronaphthalene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502-Nitroaniline N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Acenaphthylene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Dimethylphthalate N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502,6-Dinitrotoluene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50
Page 3 of 17
Results - Soil
Client: Delta Simons 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491 16-07491Quotation No.: Q16-06067 275013 275014 275015 275016 275017 275018 275019 275020 275021Order No.: HP207 HP208 HP209 HP210 HP202 HP213 HP220 HP214 HP215
ASP1 ASP1 ASP1 ASP1 ES1 ES1 ES1 ES2 ES2SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL0.00 0.00 0.00 0.00 0.10 0.20 0.20 0.50 0.500.10 0.15 0.10 0.05
23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016Determinand Accred. SOP Units LOD
Project: 15-1091.02 Wherry School, Norwich
Top Depth (m):Bottom Depth (m):
Chemtest Job No.:Chemtest Sample ID.:
Client Sample Ref.:Client Sample ID.:
Sample Type:
Date Sampled:
Acenaphthene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.503-Nitroaniline N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Dibenzofuran N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.504-Chlorophenylphenylether N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502,4-Dinitrotoluene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Fluorene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Diethyl Phthalate N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.504-Nitroaniline N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.502-Methyl-4,6-Dinitrophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Azobenzene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.504-Bromophenylphenyl Ether N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Hexachlorobenzene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Pentachlorophenol N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Phenanthrene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Anthracene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Carbazole N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Di-N-Butyl Phthalate N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Fluoranthene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Pyrene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Butylbenzyl Phthalate N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Benzo[a]anthracene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Chrysene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Bis(2-Ethylhexyl)Phthalate N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Di-N-Octyl Phthalate N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Benzo[b]fluoranthene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Benzo[k]fluoranthene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Benzo[a]pyrene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Indeno(1,2,3-c,d)Pyrene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Dibenz(a,h)Anthracene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Benzo[g,h,i]perylene N 2790 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50Interpretive Report N N/A See Below See Below See Below See Below
SVOC TIC N 2790 mg/kg N/A None Detected None Detected None Detected None Detected
Page 4 of 17
Results - Soil
Client: Delta SimonsQuotation No.: Q16-06067Order No.:
Determinand Accred. SOP Units LODACM Type U 2192 N/A
Asbestos Identification U 2192 % 0.001
Moisture N 2030 % 0.020Soil Colour N 2040 N/AOther Material N 2040 N/ASoil Texture N 2040 N/AChromatogram (TPH) N N/ADouble Ratio Plot N N/AArsenic M 2450 mg/kg 1.0Cadmium M 2450 mg/kg 0.10Copper M 2450 mg/kg 0.50Mercury M 2450 mg/kg 0.10Nickel M 2450 mg/kg 0.50Lead M 2450 mg/kg 0.50Selenium M 2450 mg/kg 0.20Zinc M 2450 mg/kg 0.50Chromium (Trivalent) N 2490 mg/kg 5.0Chromium (Hexavalent) N 2490 mg/kg 0.50Fuel Type N 2670 N/ATPH >C6-C10 N 2670 mg/kg 1.0TPH >C10-C21 N 2670 mg/kg 1.0TPH >C21-C40 N 2670 mg/kg 1.0Total TPH >C6-C40 M 2670 mg/kg 10Naphthalene M 2700 mg/kg 0.10Acenaphthylene M 2700 mg/kg 0.10Acenaphthene M 2700 mg/kg 0.10Fluorene M 2700 mg/kg 0.10Phenanthrene M 2700 mg/kg 0.10Anthracene M 2700 mg/kg 0.10Fluoranthene M 2700 mg/kg 0.10Pyrene M 2700 mg/kg 0.10Benzo[a]anthracene M 2700 mg/kg 0.10Chrysene M 2700 mg/kg 0.10Benzo[b]fluoranthene M 2700 mg/kg 0.10Benzo[k]fluoranthene M 2700 mg/kg 0.10Benzo[a]pyrene M 2700 mg/kg 0.10Indeno(1,2,3-c,d)Pyrene M 2700 mg/kg 0.10
Project: 15-1091.02 Wherry School, Norwich
Top Depth (m):Bottom Depth (m):
Chemtest Job No.:Chemtest Sample ID.:
Client Sample Ref.:Client Sample ID.:
Sample Type:
Date Sampled:
16-07491 16-07491 16-07491 16-07491275022 275023 275024 275025HP216 CPT203 CPT210 CP213
ES1 ES2 ES2 ES2SOIL SOIL SOIL SOIL0.20 0.40 0.50 0.60
23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016
- - - -No Asbestos
DetectedNo Asbestos
DetectedNo Asbestos
DetectedNo Asbestos
Detected13 11 11 10
Brown Brown Brown BrownStones Stones Stones Stones
Clay Sand Sand Sand
11 6.2 9.2 260.20 0.13 0.22 0.5324 8.1 31 22
0.95 < 0.10 0.16 0.1615 14 14 36
180 13 63 170.25 0.22 0.26 0.4499 35 110 5613 13 13 28
< 0.50 < 0.50 < 0.50 < 0.50
< 10 < 10 43 < 10< 0.10 < 0.10 < 0.10 < 0.10< 0.10 < 0.10 < 0.10 < 0.10< 0.10 < 0.10 < 0.10 < 0.10< 0.10 < 0.10 < 0.10 < 0.10< 0.10 0.43 < 0.10 0.16< 0.10 < 0.10 < 0.10 0.110.78 < 0.10 0.82 0.110.74 < 0.10 0.84 0.100.36 < 0.10 0.44 < 0.100.52 < 0.10 0.63 < 0.100.35 < 0.10 0.76 < 0.100.16 < 0.10 0.39 < 0.100.33 < 0.10 0.52 < 0.10
< 0.10 < 0.10 0.34 < 0.10
Page 5 of 17
Results - Soil
Client: Delta SimonsQuotation No.: Q16-06067Order No.:
Determinand Accred. SOP Units LOD
Project: 15-1091.02 Wherry School, Norwich
Top Depth (m):Bottom Depth (m):
Chemtest Job No.:Chemtest Sample ID.:
Client Sample Ref.:Client Sample ID.:
Sample Type:
Date Sampled:
Dibenz(a,h)Anthracene M 2700 mg/kg 0.10Benzo[g,h,i]perylene M 2700 mg/kg 0.10Coronene N 2700 mg/kg 0.10Total Of 16 PAH's M 2700 mg/kg 2.0Total Of 17 PAH's N 2700 mg/kg 2.0N-Nitrosodimethylamine N 2790 mg/kg 0.50Phenol N 2790 mg/kg 0.502-Chlorophenol N 2790 mg/kg 0.50Bis-(2-Chloroethyl)Ether N 2790 mg/kg 0.501,3-Dichlorobenzene N 2790 mg/kg 0.501,4-Dichlorobenzene N 2790 mg/kg 0.501,2-Dichlorobenzene N 2790 mg/kg 0.502-Methylphenol N 2790 mg/kg 0.50Bis(2-Chloroisopropyl)Ether N 2790 mg/kg 0.50Hexachloroethane N 2790 mg/kg 0.50N-Nitrosodi-n-propylamine N 2790 mg/kg 0.504-Methylphenol N 2790 mg/kg 0.50Nitrobenzene N 2790 mg/kg 0.50Isophorone N 2790 mg/kg 0.502-Nitrophenol N 2790 mg/kg 0.502,4-Dimethylphenol N 2790 mg/kg 0.50Bis(2-Chloroethoxy)Methane N 2790 mg/kg 0.502,4-Dichlorophenol N 2790 mg/kg 0.501,2,4-Trichlorobenzene N 2790 mg/kg 0.50Naphthalene N 2790 mg/kg 0.504-Chloroaniline N 2790 mg/kg 0.50Hexachlorobutadiene N 2790 mg/kg 0.504-Chloro-3-Methylphenol N 2790 mg/kg 0.502-Methylnaphthalene N 2790 mg/kg 0.504-Nitrophenol N 2790 mg/kg 0.50Hexachlorocyclopentadiene N 2790 mg/kg 0.502,4,6-Trichlorophenol N 2790 mg/kg 0.502,4,5-Trichlorophenol N 2790 mg/kg 0.502-Chloronaphthalene N 2790 mg/kg 0.502-Nitroaniline N 2790 mg/kg 0.50Acenaphthylene N 2790 mg/kg 0.50Dimethylphthalate N 2790 mg/kg 0.502,6-Dinitrotoluene N 2790 mg/kg 0.50
16-07491 16-07491 16-07491 16-07491275022 275023 275024 275025HP216 CPT203 CPT210 CP213
ES1 ES2 ES2 ES2SOIL SOIL SOIL SOIL0.20 0.40 0.50 0.60
23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016
< 0.10 < 0.10 0.28 < 0.10< 0.10 < 0.10 0.58 < 0.10
3.2 < 2.0 5.6 < 2.0
Page 6 of 17
Results - Soil
Client: Delta SimonsQuotation No.: Q16-06067Order No.:
Determinand Accred. SOP Units LOD
Project: 15-1091.02 Wherry School, Norwich
Top Depth (m):Bottom Depth (m):
Chemtest Job No.:Chemtest Sample ID.:
Client Sample Ref.:Client Sample ID.:
Sample Type:
Date Sampled:
Acenaphthene N 2790 mg/kg 0.503-Nitroaniline N 2790 mg/kg 0.50Dibenzofuran N 2790 mg/kg 0.504-Chlorophenylphenylether N 2790 mg/kg 0.502,4-Dinitrotoluene N 2790 mg/kg 0.50Fluorene N 2790 mg/kg 0.50Diethyl Phthalate N 2790 mg/kg 0.504-Nitroaniline N 2790 mg/kg 0.502-Methyl-4,6-Dinitrophenol N 2790 mg/kg 0.50Azobenzene N 2790 mg/kg 0.504-Bromophenylphenyl Ether N 2790 mg/kg 0.50Hexachlorobenzene N 2790 mg/kg 0.50Pentachlorophenol N 2790 mg/kg 0.50Phenanthrene N 2790 mg/kg 0.50Anthracene N 2790 mg/kg 0.50Carbazole N 2790 mg/kg 0.50Di-N-Butyl Phthalate N 2790 mg/kg 0.50Fluoranthene N 2790 mg/kg 0.50Pyrene N 2790 mg/kg 0.50Butylbenzyl Phthalate N 2790 mg/kg 0.50Benzo[a]anthracene N 2790 mg/kg 0.50Chrysene N 2790 mg/kg 0.50Bis(2-Ethylhexyl)Phthalate N 2790 mg/kg 0.50Di-N-Octyl Phthalate N 2790 mg/kg 0.50Benzo[b]fluoranthene N 2790 mg/kg 0.50Benzo[k]fluoranthene N 2790 mg/kg 0.50Benzo[a]pyrene N 2790 mg/kg 0.50Indeno(1,2,3-c,d)Pyrene N 2790 mg/kg 0.50Dibenz(a,h)Anthracene N 2790 mg/kg 0.50Benzo[g,h,i]perylene N 2790 mg/kg 0.50Interpretive Report N N/A
SVOC TIC N 2790 mg/kg N/A
16-07491 16-07491 16-07491 16-07491275022 275023 275024 275025HP216 CPT203 CPT210 CP213
ES1 ES2 ES2 ES2SOIL SOIL SOIL SOIL0.20 0.40 0.50 0.60
23-Mar-2016 23-Mar-2016 23-Mar-2016 23-Mar-2016
Page 7 of 17
TPH Chromatogram on Soil Sample: 275013
Page 8 of 17
TPH Chromatogram on Soil Sample: 275014
Page 9 of 17
TPH Chromatogram on Soil Sample: 275015
Page 10 of 17
TPH Chromatogram on Soil Sample: 275016
Page 11 of 17
Results - Topsoil Report BS3882:2015
Chemtest Job No.: 16-07491Chemtest Sample ID.: 275017Client Sample Ref.: HP202Client Sample ID.: ES1Top Depth (m): 0.10Bottom Depth (m):Date Sampled: 23-Mar-2016Time Sampled:
Parameter Units ResultCompliant with Multipurpose Range? (Y/N)
Texture Acid Low F Calc.Clay content % 10Silt content % 21Sand content % 69
Soil texture class See Attached Chart Sandy Loam YES
Mass Loss on IgnitionClay 5-20% 3.0-20Clay 20-35% 5.0-20Stone Content % m/m>2mm 0-30 3.0 YES>20mm 0-10 < 0.020 YES>50mm 0 < 0.020 YESSoil pH value 5.5-8.5 7.3 YES NO YES NOCarbonate (Calcareous only) % < 0.10 NOElectrical Conductivity μS/cm If >3300 do ESP 2200 YESAvailable Nutrient ContentNitrogen % >0.15 0.19 YES YES YESExtractable phosphorus mg/l 16-140 5.9 NO NO YES NOExtractable potassium mg/l 121-1500 85 NO NO NOExtractable magnesium mg/l 51-600 29 NO NO NOCarbon : Nitrogen Ratio <20:1 11.5/1 YES YES YES YESExchangeable sodium % <15 0.53Available Calcium mg/l 1400Available Sodium mg/l 9.0Phytotoxic Contaminants (by soil pH) < 6.0 6.0-7.0 > 7.0Zinc (Nitric Acid extract) mg/kg <200 <200 <300 31 YESCopper (Nitric Acid extract) mg/kg <100 <135 <200 10 YESNickel (Nitric Acid extract) mg/kg <60 <75 <110 8.2 YESVisible Contaminants % mm >2mm <0.5 0.000 YES….. of which plastics <0.25 0.000 YES….. man-made sharps zero in 1kg 0.000 YES
Multipurpose Range
Compliant with Specific Purpose
Range? (Y/N)
3.7 YES YES YES YES
Page 12 of 17
Results - Topsoil Report BS3882:2015
Chemtest Job No.: 16-07491Chemtest Sample ID.: 275018Client Sample Ref.: HP213Client Sample ID.: ES1Top Depth (m): 0.20Bottom Depth (m):Date Sampled: 23-Mar-2016Time Sampled:
Parameter Units ResultCompliant with Multipurpose Range? (Y/N)
Texture Acid Low F Calc.Clay content % 8.4Silt content % 21Sand content % 71
Soil texture class See Attached Chart Sandy Loam YES
Mass Loss on IgnitionClay 5-20% 3.0-20Clay 20-35% 5.0-20Stone Content % m/m>2mm 0-30 9.2 YES>20mm 0-10 < 0.020 YES>50mm 0 < 0.020 YESSoil pH value 5.5-8.5 6.1 YES NO YES NOCarbonate (Calcareous only) % < 0.10 NOElectrical Conductivity μS/cm If >3300 do ESP 2100 YESAvailable Nutrient ContentNitrogen % >0.15 0.11 NO NO NOExtractable phosphorus mg/l 16-140 3.6 NO NO YES NOExtractable potassium mg/l 121-1500 80 NO NO NOExtractable magnesium mg/l 51-600 39 NO NO NOCarbon : Nitrogen Ratio <20:1 18.6/1 YES YES YES YESExchangeable sodium % <15 1.1Available Calcium mg/l 1100Available Sodium mg/l 15Phytotoxic Contaminants (by soil pH) < 6.0 6.0-7.0 > 7.0Zinc (Nitric Acid extract) mg/kg <200 <200 <300 35 YESCopper (Nitric Acid extract) mg/kg <100 <135 <200 11 YESNickel (Nitric Acid extract) mg/kg <60 <75 <110 10 YESVisible Contaminants % mm >2mm <0.5 0.000 YES….. of which plastics <0.25 0.000 YES….. man-made sharps zero in 1kg 0.000 YES
Multipurpose Range
Compliant with Specific Purpose
Range? (Y/N)
3.5 YES YES YES YES
Page 13 of 17
Results - Topsoil Report BS3882:2015
Chemtest Job No.: 16-07491Chemtest Sample ID.: 275019Client Sample Ref.: HP220Client Sample ID.: ES1Top Depth (m): 0.20Bottom Depth (m):Date Sampled: 23-Mar-2016Time Sampled:
Parameter Units ResultCompliant with Multipurpose Range? (Y/N)
Texture Acid Low F Calc.Clay content % 6.8Silt content % 50Sand content % 43
Soil texture class See Attached ChartSandy
Silt Loam
YES
Mass Loss on IgnitionClay 5-20% 3.0-20Clay 20-35% 5.0-20Stone Content % m/m>2mm 0-30 7.1 YES>20mm 0-10 < 0.020 YES>50mm 0 < 0.020 YESSoil pH value 5.5-8.5 6.3 YES NO YES NOCarbonate (Calcareous only) % < 0.10 NOElectrical Conductivity μS/cm If >3300 do ESP 2100 YESAvailable Nutrient ContentNitrogen % >0.15 0.14 NO NO NOExtractable phosphorus mg/l 16-140 17 YES YES YES YESExtractable potassium mg/l 121-1500 32 NO NO NOExtractable magnesium mg/l 51-600 33 NO NO NOCarbon : Nitrogen Ratio <20:1 15.1/1 YES YES YES YESExchangeable sodium % <15 0.97Available Calcium mg/l 950Available Sodium mg/l 12Phytotoxic Contaminants (by soil pH) < 6.0 6.0-7.0 > 7.0Zinc (Nitric Acid extract) mg/kg <200 <200 <300 32 YESCopper (Nitric Acid extract) mg/kg <100 <135 <200 11 YESNickel (Nitric Acid extract) mg/kg <60 <75 <110 < 5.0 YESVisible Contaminants % mm >2mm <0.5 1.5 NO….. of which plastics <0.25 0.000 YES….. man-made sharps zero in 1kg 0.000 YES
Multipurpose Range
Compliant with Specific Purpose
Range? (Y/N)
3.6 YES YES YES YES
Page 14 of 17
Topsoil:Texture Classification Chart
BS3882:2015
Permission to reproduce extracts from BS 3882:2015 is granted by BSI.British Standards can be obtained in PDF or hard copy formats from the BSI online shop: www.bsigroup.com/Shop or by
contacting BSI Customer Services for hardcopies only: Tel: +44 (0)20 8996 9001, Email: [email protected].
Page 15 of 17
DeviationsIn accordance with UKAS Policy on Deviating Samples TPS 63. Chemtest have a procedure to ensure 'upon receipt of each sample a
competent laboratory shall assess whether the sample is suitable with regard to the requested test(s)'. This policy and the respective
holding times applied, can be supplied upon request.The reason a sample is declared as deviating is detailed below. Where applicable
the analysis remains UKAS/MCERTs accredited but the results may be compromised.
Sample ID: Sample Ref: Sample ID: Sampled Date:
Deviation Code(s): Containers Received:
275013 HP207 ASP1 23-Mar-2016 C Plastic Tub 500g275014 HP208 ASP1 23-Mar-2016 C Plastic Tub 500g275015 HP209 ASP1 23-Mar-2016 C Plastic Tub 500g275016 HP210 ASP1 23-Mar-2016 C Plastic Tub 500g
Page 16 of 17
Report Information
KeyU UKAS accreditedM MCERTS and UKAS accreditedN UnaccreditedS This analysis has been subcontracted to a UKAS accredited laboratory that is accredited for this analysis
SN This analysis has been subcontracted to a UKAS accredited laboratory that is not accredited for this analysisT This analysis has been subcontracted to an unaccredited laboratory
I/S Insufficient SampleU/S Unsuitable SampleN/E not evaluated
< "less than"> "greater than"
Comments or interpretations are beyond the scope of UKAS accreditationThe results relate only to the items testedUncertainty of measurement for the determinands tested are available upon request None of the results in this report have been recovery correctedAll results are expressed on a dry weight basisThe following tests were analysed on samples as received and the results subsequently corrected to a dry weight basis TPH, BTEX, VOCs, SVOCs, PCBs, PhenolsFor all other tests the samples were dried at < 37°C prior to analysisAll Asbestos testing is performed at our Coventry laboratory Issue numbers are sequential starting with 1 all subsequent reports are incremented by 1
Sample Deviation CodesA - Date of sampling not suppliedB - Sample age exceeds stability time (sampling to extraction)C - Sample not received in appropriate containersD - Broken Container
Sample Retention and DisposalAll soil samples will be retained for a period of 45 days from the date of receiptAll water samples will be retained for 14 days from the date of receiptCharges may apply to extended sample storage
If you require extended retention of samples, please email your requirements to: [email protected]
Page 17 of 17
Chemtest Ltd.Depot RoadNewmarket
CB8 0ALTel: 01638 606070
Email: [email protected]
Report No.: 16-07498-2
Initial Date of Issue: 11-Apr-2016 Date of Re-Issue: 12-Apr-2016
Client Delta Simons
Client Address: 3 Henley Office ParkDoddington RoadLincolnLincolnshireLN6 3QR
Contact(s): Malcolm Tolley
Project 15-1091.02 Wherry School, Norwich
Quotation No.: Q16-06067 Date Received: 01-Apr-2016
Order No.: Date Instructed: 01-Apr-2016
No. of Samples: 4
Turnaround (Wkdays): 7 Results Due: 11-Apr-2016
Date Approved: 11-Apr-2016
Approved By:
Details: Robert Monk, Technical Development Chemist
Amended Report
Page 1 of 6
Results - 2 Stage WAC
Chemtest Job No: Chemtest Sample ID: LimitsSample Ref: Stable, Non-Sample ID: reactive HazardousTop Depth(m): Inert Waste hazardous WasteBottom Depth(m): Landfill waste in non- LandfillSampling Date: hazardousDeterminand SOP Accred. Units Landfill Total Organic Carbon 2625 U % 8.3 3 5 6Loss On Ignition 2610 U % 8.2 -- -- 10Total BTEX 6 -- --Total PCBs (7 congeners) 1 -- --TPH Total WAC (Mineral Oil) 500 -- --Total (of 17) PAHs 100 -- --pH -- >6 --Acid Neutralisation Capacity 2015 N mol/kg 0.014 -- To evaluate To evaluateEluate Analysis 2:1 8:1 2:1 Cumulative
mg/l mg/l mg/kg mg/kg 10:1Arsenic 1450 U 0.0017 0.0011 < 0.050 < 0.050 0.5 2 25Barium 1450 U 0.037 0.049 < 0.50 < 0.50 20 100 300Cadmium 1450 U < 0.00010 < 0.00010 < 0.010 < 0.010 0.04 1 5Chromium 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.5 10 70Copper 1450 U 0.0010 < 0.0010 < 0.050 < 0.050 2 50 100Mercury 1450 U < 0.00050 < 0.00050 < 0.0010 < 0.0050 0.01 0.2 2Molybdenum 1450 U 0.0024 < 0.0010 < 0.050 < 0.050 0.5 10 30Nickel 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.4 10 40Lead 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.5 10 50Antimony 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.06 0.7 5Selenium 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.1 0.5 7Zinc 1450 U 0.0033 < 0.0010 < 0.50 < 0.50 4 50 200Chloride 1220 U 9.8 1.2 20 26 800 15000 25000Fluoride 1220 U 0.38 0.097 < 1.0 1.4 10 150 500Sulphate 1220 U 56 6.6 110 140 1000 20000 50000Total Dissolved Solids 1020 N 150 68 300 810 4000 60000 100000Phenol Index 1920 U < 0.030 < 0.030 < 0.30 < 0.50 1 - -Dissolved Organic Carbon 1610 U 17 34 < 50 310 500 800 1000
Soild InformationDry mass of test portion/kg 0.175 0.350Moisture (%) < 0.020 1.400
0.275
Leachant volume 1st extract/lLeachant volume 2nd extract/l
Eluant recovered from 1st extract/l
0.000.1023-Mar-2016
Limit values for compliance leaching testusing BS EN 12457-3 at L/S 10 l/kg
Leachate Test Information
Project: 15-1091.02 Wherry School, Norwich16-07498 Landflll Waste Acceptance Criteria275033HP207ASP1
Page 2 of 6
Results - 2 Stage WAC
Chemtest Job No: Chemtest Sample ID: LimitsSample Ref: Stable, Non-Sample ID: reactive HazardousTop Depth(m): Inert Waste hazardous WasteBottom Depth(m): Landfill waste in non- LandfillSampling Date: hazardousDeterminand SOP Accred. Units Landfill Total Organic Carbon 2625 U % 0.67 3 5 6Loss On Ignition 2610 U % 4.3 -- -- 10Total BTEX 2760 U mg/kg < 0.010 6 -- --Total PCBs (7 Congeners) 2815 U mg/kg < 0.10 1 -- --TPH Total WAC (Mineral Oil) 2670 U mg/kg < 10 500 -- --Total (Of 17) PAH's 2700 N mg/kg < 2.0 100 -- --pH 2010 U 7.2 -- >6 --Acid Neutralisation Capacity 2015 N mol/kg 0.0090 -- To evaluate To evaluateEluate Analysis 2:1 8:1 2:1 Cumulative
mg/l mg/l mg/kg mg/kg 10:1Arsenic 1450 U 0.0013 < 0.0010 < 0.050 < 0.050 0.5 2 25Barium 1450 U 0.016 0.0092 < 0.50 < 0.50 20 100 300Cadmium 1450 U < 0.00010 < 0.00010 < 0.010 < 0.010 0.04 1 5Chromium 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.5 10 70Copper 1450 U 0.0035 0.0018 < 0.050 < 0.050 2 50 100Mercury 1450 U < 0.00050 < 0.00050 < 0.0010 < 0.0050 0.01 0.2 2Molybdenum 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.5 10 30Nickel 1450 U 0.0017 < 0.0010 < 0.050 < 0.050 0.4 10 40Lead 1450 U 0.0017 0.0045 < 0.010 0.043 0.5 10 50Antimony 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.06 0.7 5Selenium 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.1 0.5 7Zinc 1450 U 0.0042 0.0066 < 0.50 < 0.50 4 50 200Chloride 1220 U 8.9 3.9 18 43 800 15000 25000Fluoride 1220 U 0.24 0.19 < 1.0 1.9 10 150 500Sulphate 1220 U 12 5.2 24 58 1000 20000 50000Total Dissolved Solids 1020 N 120 41 240 480 4000 60000 100000Phenol Index 1920 U < 0.030 < 0.030 < 0.30 < 0.50 1 - -Dissolved Organic Carbon 1610 U 10 5.5 < 50 59 500 800 1000
Soild InformationDry mass of test portion/kg 0.175 0.327Moisture (%) 12 1.400
0.150
Leachant volume 1st extract/lLeachant volume 2nd extract/l
Eluant recovered from 1st extract/l
0.40
23-Mar-2016
Limit values for compliance leaching testusing BS EN 12457-3 at L/S 10 l/kg
Leachate Test Information
Project: 15-1091.02 Wherry School, Norwich16-07498 Landflll Waste Acceptance Criteria275034CPT203ES2
Page 3 of 6
Results - 2 Stage WAC
Chemtest Job No: Chemtest Sample ID: LimitsSample Ref: Stable, Non-Sample ID: reactive HazardousTop Depth(m): Inert Waste hazardous WasteBottom Depth(m): Landfill waste in non- LandfillSampling Date: hazardousDeterminand SOP Accred. Units Landfill Total Organic Carbon 2625 U % 1.2 3 5 6Loss On Ignition 2610 U % 2.3 -- -- 10Total BTEX 2760 U mg/kg < 0.010 6 -- --Total PCBs (7 Congeners) 2815 U mg/kg < 0.10 1 -- --TPH Total WAC (Mineral Oil) 2670 U mg/kg 55 500 -- --Total (Of 17) PAH's 2700 N mg/kg 10 100 -- --pH 2010 U 7.6 -- >6 --Acid Neutralisation Capacity 2015 N mol/kg 0.0080 -- To evaluate To evaluateEluate Analysis 2:1 8:1 2:1 Cumulative
mg/l mg/l mg/kg mg/kg 10:1Arsenic 1450 U 0.0024 0.0040 < 0.050 < 0.050 0.5 2 25Barium 1450 U 0.014 0.022 < 0.50 < 0.50 20 100 300Cadmium 1450 U < 0.00010 < 0.00010 < 0.010 < 0.010 0.04 1 5Chromium 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.5 10 70Copper 1450 U 0.0043 0.013 < 0.050 < 0.050 2 50 100Mercury 1450 U < 0.00050 < 0.00050 < 0.0010 < 0.0050 0.01 0.2 2Molybdenum 1450 U 0.0054 0.0027 < 0.050 < 0.050 0.5 10 30Nickel 1450 U < 0.0010 0.0011 < 0.050 < 0.050 0.4 10 40Lead 1450 U < 0.0010 0.023 < 0.010 0.21 0.5 10 50Antimony 1450 U 0.0067 0.0035 0.013 0.038 0.06 0.7 5Selenium 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.1 0.5 7Zinc 1450 U 0.0020 0.031 < 0.50 < 0.50 4 50 200Chloride 1220 U 1.9 < 1.0 < 10 < 10 800 15000 25000Fluoride 1220 U 0.68 0.43 1.4 4.5 10 150 500Sulphate 1220 U 12 3.2 24 39 1000 20000 50000Total Dissolved Solids 1020 N 110 57 220 610 4000 60000 100000Phenol Index 1920 U < 0.030 < 0.030 < 0.30 < 0.50 1 - -Dissolved Organic Carbon 1610 U 8.7 6.9 < 50 70 500 800 1000
Soild InformationDry mass of test portion/kg 0.175 0.329Moisture (%) 11 1.400
0.145
Leachant volume 1st extract/lLeachant volume 2nd extract/l
Eluant recovered from 1st extract/l
0.50
23-Mar-2016
Limit values for compliance leaching testusing BS EN 12457-3 at L/S 10 l/kg
Leachate Test Information
Project: 15-1091.02 Wherry School, Norwich16-07498 Landflll Waste Acceptance Criteria275035CPT210ES2
Page 4 of 6
Results - 2 Stage WAC
Chemtest Job No: Chemtest Sample ID: LimitsSample Ref: Stable, Non-Sample ID: reactive HazardousTop Depth(m): Inert Waste hazardous WasteBottom Depth(m): Landfill waste in non- LandfillSampling Date: hazardousDeterminand SOP Accred. Units Landfill Total Organic Carbon 2625 U % 0.28 3 5 6Loss On Ignition 2610 U % 2.7 -- -- 10Total BTEX 2760 U mg/kg < 0.010 6 -- --Total PCBs (7 Congeners) 2815 U mg/kg < 0.10 1 -- --TPH Total WAC (Mineral Oil) 2670 U mg/kg < 10 500 -- --Total (Of 17) PAH's 2700 N mg/kg < 2.0 100 -- --pH 2010 U 7.7 -- >6 --Acid Neutralisation Capacity 2015 N mol/kg < 0.0020 -- To evaluate To evaluateEluate Analysis 2:1 8:1 2:1 Cumulative
mg/l mg/l mg/kg mg/kg 10:1Arsenic 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.5 2 25Barium 1450 U 0.0051 0.011 < 0.50 < 0.50 20 100 300Cadmium 1450 U < 0.00010 < 0.00010 < 0.010 < 0.010 0.04 1 5Chromium 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.5 10 70Copper 1450 U 0.0014 0.0015 < 0.050 < 0.050 2 50 100Mercury 1450 U < 0.00050 < 0.00050 < 0.0010 < 0.0050 0.01 0.2 2Molybdenum 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.5 10 30Nickel 1450 U < 0.0010 < 0.0010 < 0.050 < 0.050 0.4 10 40Lead 1450 U < 0.0010 0.0016 < 0.010 0.015 0.5 10 50Antimony 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.06 0.7 5Selenium 1450 U < 0.0010 < 0.0010 < 0.010 < 0.010 0.1 0.5 7Zinc 1450 U < 0.0010 0.0058 < 0.50 < 0.50 4 50 200Chloride 1220 U 1.0 < 1.0 < 10 < 10 800 15000 25000Fluoride 1220 U 0.24 0.22 < 1.0 2.2 10 150 500Sulphate 1220 U < 1.0 < 1.0 < 10 < 10 1000 20000 50000Total Dissolved Solids 1020 N 46 23 92 240 4000 60000 100000Phenol Index 1920 U < 0.030 < 0.030 < 0.30 < 0.50 1 - -Dissolved Organic Carbon 1610 U 5.6 5.1 < 50 51 500 800 1000
Soild InformationDry mass of test portion/kg 0.175 0.331Moisture (%) 9.8 1.400
0.112
Leachant volume 1st extract/lLeachant volume 2nd extract/l
Eluant recovered from 1st extract/l
0.60
23-Mar-2016
Limit values for compliance leaching testusing BS EN 12457-3 at L/S 10 l/kg
Leachate Test Information
Project: 15-1091.02 Wherry School, Norwich16-07498 Landflll Waste Acceptance Criteria275036CPT213ES2
Page 5 of 6
Report Information
KeyU UKAS accreditedM MCERTS and UKAS accreditedN UnaccreditedS This analysis has been subcontracted to a UKAS accredited laboratory that is accredited for this analysis
SN This analysis has been subcontracted to a UKAS accredited laboratory that is not accredited for this analysisT This analysis has been subcontracted to an unaccredited laboratory
I/S Insufficient SampleU/S Unsuitable SampleN/E not evaluated
< "less than"> "greater than"
Comments or interpretations are beyond the scope of UKAS accreditationThe results relate only to the items testedUncertainty of measurement for the determinands tested are available upon request None of the results in this report have been recovery correctedAll results are expressed on a dry weight basisThe following tests were analysed on samples as received and the results subsequently corrected to a dry weight basis TPH, BTEX, VOCs, SVOCs, PCBs, PhenolsFor all other tests the samples were dried at < 37°C prior to analysisAll Asbestos testing is performed at our Coventry laboratory Issue numbers are sequential starting with 1 all subsequent reports are incremented by 1
Sample Deviation CodesA - Date of sampling not suppliedB - Sample age exceeds stability time (sampling to extraction)C - Sample not received in appropriate containersD - Broken Container
Sample Retention and DisposalAll soil samples will be retained for a period of 45 days from the date of receiptAll water samples will be retained for 14 days from the date of receiptCharges may apply to extended sample storage
If you require extended retention of samples, please email your requirements to: [email protected]
Page 6 of 6
Appendix VI
Delta-Simons Adopted Human Health Generic Assessment Criteria
For
Residential End Use with Consumption of Home Grown Produce
Version 4.2 – September 2015
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
Document No: D117 Version:4.1 Issue Date: 28/01/15 Author: J Rhoades Authorised by: R Griffiths Page: 2 of 11 © Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
Guidance Notes – Using Human Health Soil Screening Values A tiered risk assessment approach is used for the assessment of soil analysis results considering the ‘pollutant linkages’ on the basis of a ‘source-pathway-receptor’ relationship. The following tables present conservative Tier 1 generic screening assessment criteria (GAC) used by Delta-Simons to provide an initial assessment of risk to Human Health in the context of the proposed redevelopment of the Site. GACs are intended to assess:
∆ Chronic (long-term) on-site exposure risk to contaminants in the soil to future users and occupiers of the Site.
∆ Concentrations below the GAC considered tolerable or to pose a minimal risk to human health, or low risk in relation to the Category 4 Screening Levels (C4SLs).
GACs are not relevant for assessing:
∆ Acute (short-term) exposure risks (e.g. construction workers during development); ∆ Non-human receptors such as controlled waters, ecosystems, buildings and services,
animals, domestic pets or plants; ∆ Aesthetic issues which may render a soil unsuitable for use such as odour or colour; ∆ GACs do not take account of other non-soil based sources of contamination such as
contamination in groundwater or surface waters; and ∆ GACs are not suitable for assessing whether a soil provides a suitable growing medium
for crops or plants. Exceedences of Generic Assessment Criteria An exceedence of a GAC:
∆ Is not an indicator of a significant risk to human health; ∆ Is an indication that the contaminant may pose a possibility harm to human health and,
therefore, further consideration is required. In assessing the significance of an exceedence consideration should be given to:
∆ The nature of the contaminant (e.g. volatile or non-volatile contaminants) ∆ Site design and potential exposure pathways (e.g. hard cover, buildings, landscaping) ∆ The distribution of exceedences (widespread or localised, numerous or few
exceedences – NB: Consider data limitations – site coverage and gaps in data. ∆ The margin of the exceedence(s); ∆ The duration and frequency of exposure; and ∆ Any other site specific factors.
Generic Assessment Criteria used by Delta-Simons In the absence of a complete regulatory set of screening values derived using the CLEA Framework, Delta-Simons screening values are based on the following:
The current Soil Guidance Values (SGVs) published by the EA; 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); The 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; and
In house Generic Screening Values (DS-GACs) derived by Delta-Simons. Contaminants for which Generic Assessment Criteria are Unavailable Insufficient toxicological data is available to derive GAC for a number of potential contaminants of concern and GAC cannot be derived for derived for mixtures of compounds (e.g. total petroleum hydrocarbons). In such cases Delta-Simons will endeavour to use conservative
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
Document No: D117 Version:4.1 Issue Date: 28/01/15 Author: J Rhoades Authorised by: R Griffiths Page: 3 of 11 © Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
surrogate GAC values to provide an initial screening assessment based on the known chemical and physical properties of the contaminant.
Notes and References used in the Tables
Generic Assessment Criteria Source
SGV Soil Guidance Values published by the EA
DS-GAC Delta-Simons Generic Assessment Criteria derived using CLEA V.1.06.
C4SL Category 4 Screening Levels, DEFRA December 2014 SGV
v.1.05 Environment Agency Soil Guideline Values for dioxins, furans and dioxin-like PCBs calculated within CLEA V.1.05.
LQM
LQM/CIEH Suitable for Use Levels for Human Health Risk Assessment (S4UL), November 2014. (Copyright Land Quality Management Limited, reduced with permission; Publication Number S4UL3087. All rights reserved).
EIC EIC/AGS/CL:AIRE Soil Generic Assessment Criteria for Human Health Risk Assessment derived using CLEA V.1.06.
Abbreviations Units All values mg/kg unless otherwise stated.
SOM
Soil Organic Matter – GAC have been derived for a range of soil organic matter content – 1%, 2.5 or 3% and 6%. In the absence of site specific data or robust soil characterisation the most conservative value of 1% soil organic matter should be used as the initial screening value.
(##)
GAC exceed saturation/vapour concentration (given in brackets). Soil concentrations above the soil saturation may indicate that non-aqueous phase liquid (NAPL) is present. Risks from NAPL may need to be considered separately. Reference should always be made to the site investigation observations and soil logs were available.
ND
Not derived. It was considered beyond the scope of the EIC project to collate and review plant concentration factors for the metals and therefore GAC have only been produced for land-uses that do not involve plant uptake. GAC have been calculated for antimony, barium and molybdenum for the residential without plant uptake scenario.
Use of C4SLs as Screening Criteria Only the lead C4SL should be used as an initial screening level, as there is no ‘minimal risk’ screening value available. Though primarily designed for assessing the risk of land being determined as ‘contaminated’ under Part 2A, Defra have confirmed1 that the C4SL could be used under the planning regime. Where applicable, the ‘minimal risk’ level should be used as the initial screening level and where exceedances are identified reference to, and consideration of the C4SL levels may be made in the risk assessment process.
1 Defra/Lord de Mauley letter to all Local Authorities dated 3rd September 2014.
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
Document No: D117 Version:4.1 Issue Date: 28/01/15 Author: J Rhoades Authorised by: R Griffiths Page: 4 of 11 © Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
Metals
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
Antimony ND - ND - ND -
Arsenic 32 SGV 32 SGV 32 SGV
Arsenic 37 LQM 37 LQM 37 LQM
Arsenic 37 C4SL 37 C4SL 37 C4SL
Barium ND - ND - ND -
Beryllium 1.7 LQM 1.7 LQM 1.7 LQM
Boron 290 LQM 290 LQM 290 LQM
Cadmium 10 SGV 10 SGV 10 SGV
Cadmium 11 LQM 11 LQM 11 LQM
Cadmium 22 C4SL 22 C4SL 22 C4SL
Chromium (III) 910 LQM 910 LQM 910 LQM
Chromium (VI) 6 LQM 6 LQM 6 LQM
Chromium (VI) 21 C4SL 21 C4SL 21 C4SL
Copper 2400 LQM 2400 LQM 2400 LQM
Lead 200 C4SL 200 C4SL 200 C4SL
Mercury (elemental) 0.17 DS-GAC 0.5 DS-GAC 1.0 SGV
Mercury (elemental) - - - - 1.2 LQM
Mercury (inorganic) 170 DS-GAC 170 DS-GAC 170 SGV
Mercury (inorganic) 40 LQM 40 LQM 40 LQM
Mercury (methyl) 7.4 DS-GAC 10 DS-GAC 11 SGV
Mercury (methyl) - - - - 11 LQM
Molybdenum ND - ND - ND -
Nickel 130 LQM 130 LQM 130 LQM
Selenium 350 SGV 350 SGV 350 SGV
Selenium 250 LQM 250 LQM 250 LQM
Vanadium 410 LQM 410 LQM 410 LQM
Zinc 3700 LQM 3700 LQM 3700 LQM
ND - GAC not derived. It was considered beyond the scope of the EIC project to collate and review plant concentration factors for the metals and therefore GAC have only been produced for land-uses that do not involve plant uptake. GAC have been calculated for antimony, barium and molydenum for the residential without plant uptake scenario. Italics– These values were derived based on a 6% SOM, however, the supporting documentation indicates that SOM has a negligible influence for these metals.
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
Document No: D117 Version:4.1 Issue Date: 28/01/15 Author: J Rhoades Authorised by: R Griffiths Page: 5 of 11 © Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
Petroleum Hydrocarbons
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
Aliphatic EC5-EC6 42 LQM 78 LQM 160 LQM
Aliphatic >EC6-EC8 100 LQM 230 LQM 530 LQM
Aliphatic >EC8-EC10 27 LQM 65 LQM 150 LQM
Aliphatic >EC10-EC12 130 (48)
LQM 330 (118)
LQM 760 (283)
LQM
Aliphatic >EC12-EC16 1100 (24)
LQM 2400 (59)
LQM 4300 (142)
LQM
Aliphatic >EC16-EC35 65000 (8.48)
LQM 92000 (21)
LQM 110000 LQM
Aliphatic >EC35-EC44 65000 (8.48)
LQM 92000 (21)
LQM 110000 LQM
Aromatic >EC5-EC7 70 LQM 140 LQM 300 LQM
Aromatic >EC7-EC8 130 LQM 290 LQM 660 LQM
Aromatic >EC8-EC10 34 LQM 83 LQM 190 LQM
Aromatic >EC10-EC12 74 LQM 180 LQM 380 LQM
Aromatic >EC12-EC16 140 LQM 330 LQM 660 LQM
Aromatic >EC16-EC21 260 LQM 540 LQM 930 LQM
Aromatic >EC21-EC35 1100 LQM 1500 LQM 1700 LQM
Aromatic >EC35-EC44 1100 LQM 1500 LQM 1700 LQM
Aromatic and Aliphatic >EC44-EC70 1600 LQM 1800 LQM 1900 LQM
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
Document No: D117 Version:4.1 Issue Date: 28/01/15 Author: J Rhoades Authorised by: R Griffiths Page: 6 of 11 © Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
Polycyclic Aromatic Hydrocarbons (PAH)
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
Naphthalene 2.3 LQM 5.6 LQM 13 LQM
Acenaphthylene 170 LQM 420 LQM 920 LQM
Acenaphthene 210 LQM 510 LQM 1100 LQM
Fluorene 170 LQM 400 LQM 860 LQM
Phenanthrene 95 LQM 220 LQM 440 LQM
Anthracene 2400 LQM 5400 LQM 11000 LQM
Fluoranthene 280 LQM 560 LQM 890 LQM
Pyrene 620 LQM 1200 LQM 2000 LQM
Benzo[a]anthracene 7.2 LQM 11 LQM 13 LQM
Chrysene 15 LQM 22 LQM 27 LQM
Benzo[b]fluoranthene 2.6 LQM 3.3 LQM 3.7 LQM
Benzo[k]fluoranthene 77 LQM 93 LQM 100 LQM
Benzo[a]pyrene 2.2 LQM 2.7 LQM 3 LQM
Benzo[a]pyrene 5.0 C4SL 5.0 C4SL 5.0 C4SL
Indeno[123-cd]pyrene 27 LQM 36 LQM 41 LQM
Dibenz[ah]anthracene 0.24 LQM 0.28 LQM 0.3 LQM
Benzo[ghi]perylene 320 LQM 340 LQM 350 LQM
C4SL for benzo(a)pyrene is based on 6% SOM only, however, the published C4SL Final Project Report indicates that SOM has a negligible influence for this compound.
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
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Volatile Organic Compounds (VOC)
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
BTEX/MTBE
Benzene 0.33 SGV
Benzene 0.087 LQM 0.17 LQM 0.37 LQM
Benzene 0.2 C4SL - - 0.87 C4SL
Toluene 610 SGV
Toluene 130 LQM 290 LQM 660 LQM
Ethylbenzene 350 SGV
Ethylbenzene 47 LQM 110 LQM 260 LQM
Xylene – m 240 SGV
Xylene – m 59 LQM 140 LQM 320 LQM
Xylene – o 250 SGV
Xylene – o 60 LQM 140 LQM 330 LQM
Xylene – p 230 SGV
Xylene – p 56 LQM 130 LQM 310 LQM
Methyl tert-butyl ether 49 EIC 84 EIC 160 EIC
Chlorinated Solvents
Vinyl Chloride (Chloroethene) 0.00064 LQM 0.00087 LQM 0.0014 LQM
Trichloromethane (Chloroform) 0.91 LQM 1.7 LQM 3.4 LQM
1,2-Dichloroethane 0.0071 LQM 0.011 LQM 0.019 LQM
Trichloroethene (TCE) 0.016 LQM 0.034 LQM 0.075 LQM
1,1,1-Trichloroethane 8.8 LQM 18 LQM 39 LQM
Tetrachloroethene (PCE) 0.18 LQM 0.39 LQM 0.9 LQM
1,1,1,2-Tetrachloroethane 1.2 LQM 2.8 LQM 6.4 LQM
1,1,2,2-Tetrachloroethane 1.6 LQM 3.4 LQM 7.5 LQM
Tetrachloromethane 0.026 LQM 0.056 LQM 0.13 LQM
1,1,2 Trichloroethane 0.6 EIC 1.2 EIC 2.7 EIC
1,1-Dichloroethane 2.4 EIC 3.9 EIC 7.4 EIC
1,1-Dichloroethene 0.23 EIC 0.4 EIC 0.82 EIC
Cis 1,2-Dichloroethene 0.11 EIC 0.19 EIC 0.37 EIC
Trans 1,2-dichloroethene 0.19 EIC 0.34 EIC 0.7 EIC
Benzenes
Chlorobenzene 0.46 LQM 1 LQM 2.4 LQM
1,2,4-Trimethylbenzene 0.35 EIC 0.85 EIC 2.0 EIC
Iso-propylbenzene 11 EIC 27 EIC 64 EIC
Propylbenzene 34 EIC 82 EIC 190 EIC
Other
Bromobenzene 0.87 EIC 2.0 EIC 4.7 EIC
Bromodichloromethane 0.016 EIC 0.03 EIC 0.061 EIC
Carbon Disulphide 0.14 LQM 0.29 LQM 0.62 LQM
Chloroethane 8.3 EIC 11 EIC 18 EIC
Chloromethane 0.0083 EIC 0.0098 EIC 0.013 EIC
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
Document No: D117 Version:4.1 Issue Date: 28/01/15 Author: J Rhoades Authorised by: R Griffiths Page: 8 of 11 © Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
Dichloromethane 0.58 EIC 0.98 EIC 1.7 EIC
1,2-Dichloropropane 0.024 EIC 0.042 EIC 0.084 EIC
Hexachlorobutadiene 0.29 LQM 0.7 LQM 1.6 LQM
Styrene 8.1 EIC 19 EIC 43 EIC
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
Document No: D117 Version:4.1 Issue Date: 28/01/15 Author: J Rhoades Authorised by: R Griffiths Page: 9 of 11 © Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior written permission has been granted.
Semi-Volatile Organic Compounds (SVOC) and Other Organic Compounds
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
Chlorobenzenes
1,2-Dichlorobenzene 23 LQM 55 LQM 130 LQM
1,3-Dichlorobenzene 0.4 LQM 1 LQM 2.3 LQM
1,4-Dichlorobenzene 61 LQM 150 LQM 350 LQM
1,2,3-Trichlorobenzene 1.5 LQM 3.6 LQM 8.6 LQM
1,2,4-Trichlorobenzene 2.6 LQM 6.4 LQM 15 LQM
1,3,5-Trichlorobenzene 0.33 LQM 0.81 LQM 1.9 LQM
1,2,3,4-Tetrachlorobenzene 15 LQM 36 LQM 78 LQM
1,2,3,5-Tetrachlorobenzene 0.66 LQM 1.6 LQM 3.7 LQM
1,2,4,5-Tetrachlorobenzene 0.33 LQM 0.77 LQM 1.6 LQM
Pentachlorobenzene 5.8 LQM 12 LQM 22 LQM
Hexachlorobenzene 1.8
(0.2) LQM 3.3
(0.5) LQM 4.9 LQM
Pthtalates
Bis (2-ethylhexyl)phthalate
280 (8.68)
EIC 610 (21.6)
EIC 1,100 (51.7)
EIC
Diethyl phthalate 120 (13.7)
EIC 260 (29.1)
EIC 570 (65)
EIC
Di-n-butyl phthalate 13 (4.65)
EIC 31 (11.4)
EIC 67 (27.3)
EIC
Di-n-octyl phthalate 2300 (32.6)
EIC 2800 (81.5)
EIC 3100 (196)
EIC
Butyl benzyl phthalate 1400 (26.3)
EIC 3300 (64.7)
EIC 7200 (154)
EIC
Phenols
Phenol 420 SGV
Phenol 120 LQM 200 LQM 380 LQM
2,4-Dimethylphenol 19 EIC 43 EIC 97 EIC
Total Cresols (2-, 3- and 4-methylphenol) 80 EIC 180 EIC 400 EIC
Chlorophenols
Chlorophenols (except Pentachlorophenol) 0.87 LQM 2 LQM 4.5 LQM
Pentachlorophenol 0.22 LQM 0.52 LQM 1.2 LQM
Other
Biphenyl 66 (34.4)
EIC 160 EIC 360 EIC
Bromoform 2.8 EIC 5.9 EIC 13 EIC
2-Chloronaphthalene 3.7 EIC 9.2 EIC 22 EIC
2,4-Dinitrotoluene 1.5 EIC 3.2 EIC 7.2 EIC
2,6-Dinitrotoluene 0.78 EIC 1.7 EIC 3.9 EIC
Hexachloroethane 0.2 EIC 0.48 EIC 1.1 EIC
Tributyl tin oxide 0.25 EIC 0.59 EIC 1.3 EIC
Collation of Human Health SGVs and Soil Screening Values – Residential with consumption of home grown produce ___________________________________________________________________________________
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PCBs, Furans and Dioxins
Compound 1% SOM Source 2.5 - 3%
SOM Source 6% SOM Source
Sum of PCDDs, PCDFs and dioxin-like PCBs - - - - 0.008 SGV v.1.05
Pesticides and Herbicides
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
Aldrin 5.7 LQM 6.6 LQM 7.1 LQM
Dieldrin 0.97 LQM 2 LQM 3.5 LQM
Atrazine 3.3 LQM 7.6 LQM 17.4 LQM
Dichlorvos 0.032 LQM 0.066 LQM 0.14 LQM
Endosulfan (alpha) 7.4 LQM 18 LQM 41 LQM
Endosulfan (beta) 7 LQM 17 LQM 39 LQM
alpha-Hexachlorocyclohexanes 0.23 LQM 0.55 LQM 1.2 LQM
beta-Hexachlorocyclohexanes 0.085 LQM 0.2 LQM 0.46 LQM
gamma-Hexachlorocyclohexanes (inc. Lindane)
0.06 LQM 0.14 LQM 0.33 LQM
Explosives
Compound 1% SOM Source 2.5 - 3% SOM Source 6% SOM Source
2,4,6 Trinitrotoluene (TNT) 1.6 LQM 3.7 LQM 8.1 LQM
RDX 120 LQM 250 LQM 540 LQM
HMX 5.7 LQM 13 LQM 26 LQM