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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
FINAL
TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................... 1 1.1 Authorisation .................................................................................................. 1 1.2 Context & Purpose ......................................................................................... 1 1.3 Scope ............................................................................................................. 2
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 Dynamic Sampler Boreholes .......................................................................... 6 2.5 Standpipe Installations ................................................................................... 7 2.6 Dynamic Penetration Tests ............................................................................ 7 2.7 Standard Penetration Tests ............................................................................ 7 2.8 Borehole Falling Head Test ............................................................................ 7 2.9 Monitoring Groundwater & Ground Gas ......................................................... 7 2.10 Chemical Analysis ........................................................................................ 8 2.11 Geotechnical Testing .................................................................................... 8 2.12 Screening Assessment Criteria .................................................................... 8
3.0 RESULTS & INTERPRETATION..................................................................... 10 3.1 Desk Study ................................................................................................... 10 3.2 Fieldworks Interpretation .............................................................................. 12
4.0 LIMITATIONS TO ENVIRONMENTAL ASSESSMENTS ................................. 18
Tables
Table 1 Initial Conceptual Site Model & Risk Assessment
Figures
Figure 1 Site Location Plan Figure 2 Relevant Features Plan Figure 3 Approximate Locations of Boreholes and Penetration Testing
Appendices Appendix I Risk Definitions Appendix II Key to Logs, Field Records & Compliance Certificates Appendix III Monitoring Records Appendix IV Chemical Analysis Appendix V Geotechnical Testing Appendix VI Generic Assessment Criteria
FINAL
GEOENVIRONMENTAL REPORT
GEOTECHNICAL CATEGORY 1
PROPOSED NEW DEVELOPMENT
HEWETT SCHOOL, NORWICH
FOR MACE GROUP
DELTA-SIMONS PROJECT NO. 15-1091.01
1.0 INTRODUCTION
1.1 Authorisation
Delta-Simons Environmental Consultants Limited (Delta-Simons) was instructed by
Mace Group (the Client/Engineer) to carry out a site investigation at the Hewett
School, Norwich (hereafter referred to as the “Site”), prior to development if a new
school building. The location of this Site is shown on Figure 1.
1.2 Context & Purpose
There is an existing third party report (EPS, Geo-Environmental Desk Study Report
ref.: UK15.2060, dated December 2015) and UXO report (MACC International
Limited, Project Number 4172) for the Site, which should be read in conjunction with
this Report. A brief review of the EPS report has been included in section 3.1.
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.
This Report has been undertaken generally in accordance with British Standard BS
5930:1999+A2:2010 Code of practice for site investigations, and 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 purpose of this investigation was to undertake an initial limited appraisal of the
geo-environmental ground conditions and obtain data on chemical and geotechnical
parameters at the Site for use by the Client considering potential development
planning, design and engineering for construction.
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This Report has been based on a brief desk study review together with fieldworks
comprising soil sampling and in-situ geotechnical testing. Selected soil samples
were scheduled for laboratory chemical analysis and geotechnical testing. Monitoring
was carried out on the Site for water levels and concentrations of hazardous ground
gas.
The results of the sampling with the relevant laboratory work have been presented in
the Appendices.
The methods of the fieldworks have been described in Section 2.
The interpretation of the results has been presented as a table in Section 3 with desk
study, 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.
Foundation design may be undertaken by engineers using methods as described in
Building Regulations/Standards, National House Building Council (NHBC) Standards,
Building Research Establishment (BRE) guidance or if appropriate British Standard
BS 8103-1:1995 Structural design of low-rise buildings — Part 1: Code of practice for
stability, site investigation, foundations and ground floor slabs for housing. Delta-
Simons has also provided further recommendations with respect to the ground
conditions for the assistance of the engineer as designer based on local knowledge
and experience of past projects in the region.
1.3 Scope
The scope of works performed for this Report has been designed in conjunction with
the Client/Engineer and comprised the following:
Review of third-party desk study;
Soil sampling;
In-situ penetration testing;
In-situ permeability testing;
Laboratory testing;
Ground gas monitoring;
Contamination assessment; and
Geotechnical assessment.
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According to BSEN 1997-1, 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 some quantitative
data to support local knowledge and 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 publication CLR11 “Model
Procedures for the management of land contamination”, plus associated documents
including Department of the Environment Industry Profiles. As the Site has not been
identified as potentially contaminated, the full risk assessment process may not have
been undertaken at this stage.
Desk study practice for geotechnical aspects is described in BS5930:1999+A2:2010
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.
The desk study report is intended to comply with National House-Building Council
(NHBC) Standards Chapter 4.1 'Land quality - managing ground conditions', and
minimum requirements for local planning authorities (LPAs) for low risk projects.
Basic risk assessment in geotechnics and contamination is provided by the third
party report. A walkover has been conducted by an experienced scientist or
engineer to a standard methodology and where appropriate relevant features have
been marked on Figure 2.
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
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‘contaminated land’ under the terms of Part 2A of the Environmental Protection Act
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.
Assessing risks from land contamination underpins the “suitable for use” approach
adopted for Part 2A of the Environmental Protection Act 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.
A CSM and preliminary risk assessment is presented at the end of Section 3 and it
takes into account the relevant findings of the field and laboratory outcomes.
Appendix I contains risk definitions.
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.
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Prior to any excavation, specialist utilities and unexploded ordnance clearance was
completed at the locations of the intrusive holes. In addition, a cable detector was
used at sampling positions to avoid electric cables and hand tools were used as
though services were located close by.
The locations of the investigations are shown on Figure 3 and the field records are
provided in Appendix II.
2.4 Dynamic Sampler Boreholes
Dynamic sampler borehole systems are not explicitly described in Eurocodes, or in
the relevant British Standard BSENISO 22475-1:2006 Geotechnical investigation and
testing – Sampling methods and groundwater measurements – Part 1: Technical
principles for execution.
The dynamic sampler system comprises a series of varying diameter metal tubes of
1 m or 2 m length, which allows a liner to be inserted. The tubes are driven into the
ground using a percussive weight falling through a standard drop onto an anvil
attached to solid rods, and withdrawn by use of a hydraulic jack. The soil is pushed
into the tube/liner during the driving, and samples are recovered from the tube once it
has been split for description. Alternatively, liners are omitted and the metal tubes
have slots or windows cut into the sides where samples can be taken directly by
hand.
The liner method potentially offers a lower degree of sample disturbance.
The system can achieve typical depths of around 3 m to 5 m in favourable soil
conditions. The system is limited by coarse gravel or other large fragments, and also
in wet sands where the hole collapses. Some casing systems exist.
The details of the ground conditions encountered are presented on the relevant field
record sheets, which also detail the type and depths of samples taken and the results
of any in-situ tests. Other relevant information may also be recorded including
groundwater levels and details of any standpipe installations.
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2.5 Standpipe Installations
Three of the dynamic sampler boreholes have been fitted with a gas/water monitoring
standpipe of 50 mm internal diameter UPVC slotted and plain casing to the required
depth as appropriate, capped by a gas tap bung and cover generally in accordance
with BSENISO 22475-1:2006 for an open standpipe. The locations of the monitoring
installations are shown on Figure 3.
2.6 Dynamic Penetration Tests
Dynamic penetration testing is undertaken generally in accordance with BS EN ISO
22476-2:2005+A1:2011 Geotechnical investigation and testing. Field testing Dynamic
probing.
2.7 Standard Penetration Tests
Standard penetration testing is undertaken generally in accordance with BS EN ISO
22476-3:2005+A1:2011 Geotechnical investigation and testing. Field testing
Standard penetration test.
2.8 Borehole Falling Head Test
A borehole falling head test involves filling a shallow depth dynamic sampler
borehole with water. The depth to the water level in the hole is recorded using an
electronic dip meter at regular intervals until the water has dissipated, or over a
suitable period of typically 60 minutes. The results are used to determine an
approximate soil permeability in accordance with a method derived from
BS5930:1999+A2:2010. This method of testing should only be considered to give an
indication of the potential suitability of using conventional soakaways and may
require confirmation of design parameters through other techniques.
2.9 Monitoring Groundwater & Ground Gas
Groundwater monitoring is undertaken using an electronic dip meter, which records
the depth to water in a standpipe.
Ground gas composition and flow monitoring is undertaken where standpipes have
been installed. Both flow (litres per hour) and composition (%) are measured using
an infra-red gas monitor, calibrated for methane, carbon dioxide & oxygen. Records
are also taken of atmospheric pressure. The monitoring field records are presented in
Appendix III.
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2.10 Chemical Analysis
The results of the chemical analysis are presented in Appendix IV.
2.11 Geotechnical Testing
The results of the geotechnical testing are presented in Appendix V.
2.12 Screening Assessment Criteria
In the absence of a complete regulatory set of screening values derived using the
Contaminated Land Exposure Assessment (CLEA) Framework, Delta-Simons will
refer to the following:
The Soil Guidance Values (SGVs) published by the Environment Agency;
Category 4 Screening Levels (C4SLs) published by Defra;
Suitable for Use Levels for Human Health Risk Assessment (S4ULs)
published by Land Quality Management (LQM)/Chartered Institute of
Environmental Health (CIEH);
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) derived by Delta-Simons and
other non UK values where considered relevant.
Delta-Simons adopted Human Health Generic Assessment Criteria for a commercial
end-use are presented in Appendix VI.
The Delta-Simons methodology for soil screening assessment comprises comparison
of limited chemical analysis results with the criteria for the most sensitive plausible
end-use scenario in the proposed scheme.
Exceedance of criteria indicates that risk above “minimal” level may exist in a worst-
case scenario across the whole site. The precautionary principle is applied with
respect to protection of human health recommending; further risk assessment
(increased characterisation including extents/zones), or site-wide remediation.
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Criteria such as C4SLs may be used to describe sites with a “low” level of risk that
could be considered acceptable in a specific development scenario following further
assessment. Remediation is likely to be recommended where C4SL criteria is
exceeded.
If no criteria exceedance is observed, the Report may still recommend further risk
assessment, or remediation due to uncertainty over full characterisation of the Site.
Post-report action should be Site-specific and based on a Client’s resource/risk
profile in undertaking developments in accordance with any regulator requirements.
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3.0 RESULTS & INTERPRETATION
3.1 Desk Study
Site Description & Walkover (Reconnaissance, Internet Air Photography)
The Site comprised an irregular shaped parcel of land measuring approximately 85 m by 147 m (at its greatest extents) located on the Hewett School Site, off Cecil Road, Norwich; approximately 1.9 km south of the centre of Norwich, Norfolk. A walkover was undertaken on 6th January 2016. The relevant features identified during the walkover are shown in Figure 2 and are described below. The Site comprised a grass landscaped school field, with an existing playing court with asphalt surfacing. The Site was bounded by a metal security fence to the south, hedgerow to the east and mature and semi mature trees to the west. The north of the Site was open to the surrounding school buildings. The adjacent school buildings were low rise, and of a mixture of brick and wooden cladding construction. There were no buildings on-Site. The Site was generally flat in accordance with the surrounding area. Below ground services are known to cross the Site. The surrounding area comprised school buildings and field to the north and west, football pitches to the south, and residential properties to the east. No evidence was observed of potential contamination from fuel tanks, hazardous material stores, soil stockpiles or invasive plants. Online aerial imagery shows the Site as unchanged from 1999 to the present day.
Map Geology & Commentary (British Geological Survey (BGS) 1:50,000 Scale 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) to the west, with bedrock of Chalk possibly to the east. Leet Hill Sand and Gravel Member are 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.
The geology is susceptible to the formation of dissolution features which may have an increased frequency at geology changes for instance from clay to granular materials.
Unexploded Ordnance (UXO) (Norfolk County Council WWII Bomb Map)
World War II bomb strikes were recorded off-Site in the surrounding area to the south-east.
MACC international categorise the Site as having a low UXO risk rating.
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Radon (EPS Environmental Desk Study Report)
The Site is in a lower probability radon area, as less than 1% of homes are above the action level and where radon protection measures are not required.
Topographic Elevation (Ordnance Survey (OS) Map)
Approximately 35 to 37 m above Ordnance Datum (m aOD).
Depth to Groundwater (Interpretation from OS Map, Geology)
At least 20 m depth below ground level and not anticipated within the depth of normal excavations. Perched groundwater may be present above cohesive layers in the unsaturated zone.
Wider Environment Sensitive Receptors (EA Web Site, OS Map)
In terms of groundwater vulnerability, the Site is on the boundary of an area classified as a Secondary A/Secondary Undifferentiated Aquifer with respect to superficial geology, and Principal Aquifer with respect to the bedrock geology. The Site is within a Source Protection Zone (SPZ); Zone 2. The Site has no significant water features within a 250 m radius. The Site is not indicated to be at risk from flooding from rivers or the sea.
Previous Third Party Report (EPS Environmental Desk Study Report)
The report was completed for an area comprising the Site, including grass landscaped school fields, and the existing hard play court. Historically, the area comprised undeveloped agricultural land until 1928. Mapping from 1938 showed development off-Site to the north-east, with some buildings encroaching the Site to the north and east. Mapping from 1958-1959 showed buildings present on the east of the Site, and substantial residential development in the surrounding area. By 1969-1970 these buildings are assumed demolished, and the Site is as it is in the present day. Off-Site, Tuckswood Farm is noted to the south west until 1958. Allotment gardens were also present to the north until 1938. The main school building becomes apparent in the north from at least 1958. The report was completed for assumed development of a new school, and associated community facilities. World War II bomb strikes were recorded off-Site in the surrounding area to the south east, although MACC international categorise the Site as having a low UXO risk rating.
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 ACM in soil.
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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 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. The geology has potential for dissolution features. There is uncertainty because unrecorded potentially contaminative activities could have taken place.
3.2 Fieldworks Interpretation
Scope of Investigation
Dynamic sampler boreholes – 5 No. Dynamic penetration tests – 10 No. Borehole falling head test – 3 No. Site Area = 1.4 hectares (approx.)
Geology from the Boreholes
Made Ground/topsoil comprising dark orange brown variable slightly clayey gravelly sand to depths of 0.22 m bgl and 0.88 m bgl. Gravel was a mixture of brick, flint and concrete. DS101 had a surface layer of asphalt from ground level to 0.09 m bgl. The underlying natural soils comprised variable orange brown clayey gravelly sand, and variable orange brown sandy/gravelly clays. Gravel was chalk and flint. There were no visual or olfactory indications of significant contamination in the Made Ground or the natural soil. The natural soil was considered to represent the published superficial geology for the Site. Bedrock was not believed to have been encountered. Groundwater was not encountered during drilling. There were no indications that dissolution features were encountered, but the boreholes were widely spaced.
Penetration Test Data (DPTs or SPTs)
DPT101 to DPT105 generally recorded variable low to moderate resistance to penetration to scheduled completion depths of 6.00 m bgl.
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DPT106 to DPT110 recorded variable low to moderate resistance to penetration to scheduled completion depths of 10.00 m bgl. High resistance is shown in DPT106, DPT107, DPT109 and DPT110 from approximately 8.50 m bgl which is anticipated to reflect a change in geology. The variation in penetration resistance is considered to be due to the presence of mixed and layered distribution of soft to stiff clays and loose to medium dense gravelly sand.
Borehole Falling Head Test Data
One fill of boreholes DS104, DS105, DS107 were completed. Falling head test results of 3.75 x 10-7, 1.95 x 10-7 and 1.11 x 10-7 m/s were calculated.
Groundwater in Standpipes
13/01/2016, 20/01/2016 and 27/01/2016. DS101: Groundwater at 1.92 m bgl. DS102: dry to base 2.89 m bgl. DS103: Groundwater at 1.84 m bgl..
Gas in Standpipes 13/01/2016, 20/01/2016 and 27/01/2016. DS101, DS102, DS103 summary of worst case readings: The peak concentration for methane was 1.6 % v.v (steady 0.1 % v.v.) and for carbon dioxide was 1.6 % v.v. The minimum concentration for oxygen was 16.5 % v.v. The maximum flow rate was < 0.1 l/hr. Atmospheric pressure at ground level ranged between 997 and 1012 mb.
Chemical Analysis Six samples were scheduled for the following analytes: CLEA metals suite, TPH (total), speciated PAH (EPA-16) and an asbestos screen. The results have been compared to the most sensitive land uses due to uncertainty over exposure circumstances and the assessment is therefore conservative. Three of the samples tested exceeded the lowest adopted criteria for lead, but the C4SL threshold for residential use was not exceeded. DS101 showed increased levels of numerous PAH’s related to contamination in imported engineering materials. Three of the samples tested were above the most conservative UK criteria for benzo(a)pyrene. Three samples tested were above the LQM criteria for benzo(b)fluoranthene, and two samples above the criteria for dibenz(a,h)anthracene. TPH was above the laboratory method detection limit in three of the samples tested. Asbestos fibres were not detected in the samples tested.
Geotechnical Moisture content determinations, plastic and liquid limits, and
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Testing California Bearing Ratio (CBR) tests were carried out. Moisture content was in the range of 10 to 25 %. Plastic and liquid limits produced a plasticity index of 17 % for DS102 at 1.50 m bgl. CBR’s were in the range 0.7 % to 1.2 %.
Foundation Recommendations
The boreholes and penetration tests have identified variable strength and variable mixed sand/gravel/clay soil types at traditional spread foundation depths and this is believed to be the Lowestoft Formation. The Lowestoft Formation is a known variable deposit and can be consistent firm to stiff clay, but here it is much more variable with frequent sand layers and low blowcount records. The Lowestoft Formation appears to be underlain by the Crag inferred from greater resistance to penetration in some of the DPTs. Unfortunately, the bedrock may also be variable and although not discovered in the investigation weak Chalk may be encountered below superficial deposits. The ground conditions are considered to be potentially suitable for traditional strip or pad foundations for small low-rise structures. Using judgement and experience with check calculations, initial assessments indicate that a site-wide allowable bearing pressure of 75 kN/m2 would be appropriate at a minimum depth of 0.9 m below existing ground level and beneath any Made Ground or unsuitable soil in orange brown sand or firm clay. The limitation on bearing capacity is mainly due to the potential for differential settlements from weak and compressible clay soils demonstrated in the DPTs adjacent to more competent strata. Local shear failure in soft clay soils is also a factor. Reinforcement of foundations is recommended where variable ground conditions are encountered (sand/clay) or the foundations deepened wholly to found within one material type. Should obviously loose/soft zones be encountered, foundation depth should be increased to more competent strata or the foundation designed to span the zone. Increased density of ground investigation may allow zoning of the proposed area of development to give allowable bearing pressure to say 100-125kN/m2 in identified zones. Due to the presence of trees/hedgerows, foundation depth should be reviewed in accordance with guidance such as NHBC Standards Chapter 4.2 as advised by Building Regulations. Where the loadings or service performance described is insufficient for the purpose of the engineering design of suitable structures, alternative foundations may be required and this is likely to be the case due to typical column loadings of educational facilities. Further investigation of the deeper geology is recommended with respect to selection of potential alternative foundations. Ground improvement by stone columns maybe feasible, but pre-augering may be necessary to penetrate stiff clays and the column toe may intercept weak chalk in places limiting the technique capacity. Piled foundations are considered to be potentially cost effective compared to ground improvement using the continuous flight auger system.
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Each system is likely to require heavy plant and a suitable working platform. Ground conditions are in general terms considered suitable for ground bearing floor slabs following suitable engineered preparation of the formation. However, for small spans, if included in redevelopment proposals, ground floor slabs are recommended to be suspended, with a naturally ventilated void and damp proof membrane (DPM) provision. Although not encountered in the boreholes, there is potential for dissolution features and relic below ground structures associated with past use of the Site. Vigilance is required during groundworks for any unusual ground conditions which, if encountered, should be reported to the Client and may warrant further investigation. Further investigation and redevelopment phases which include breaking the ground require appropriate consideration of and mitigation against UXO risk.
Pavement Design CBR was in the approximate range 0.7 to 1.2 % for sand in DS104 and clayey sand in DS105 from between 0.5 and 1.0 m bgl. CBR is dependent on the condition of the strata and could be different upon excavation to the formation subject to seasonal conditions. The use of a geotextile is recommended where variable ground conditions are encountered or across changes in strata to protect against potential differential settlement.
Contamination 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:
Possible made ground/imported engineering fill below hardstanding; and
Unknown demolition including the potential for ACM in soil. Redevelopment is proposed that will introduce sensitive receptors and land-use specific risk assessments are recommended based on the results in this investigation. A robust approach may be to encapsulate soil from exposed receptors using hardstandings and clean soil cover. Vigilance on the part of the developer to ensure any unusual ground conditions that could represent contamination is reported to the Client. Although considered unlikely to be required, the advice of the local planning authority should be sought to determine whether a groundwater risk assessment is needed.
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.
Concrete Grade Water soluble sulphate concentrations were found to be low and the Site can provisionally be classified as Design Sulfate Class DS-1 and Aggressive Chemical Environment Class ACEC AC-1 in accordance with the BRE Special Digest 1.
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Ground Gas No significant potential sources of ground gas on or off-Site have been identified. The gas monitoring revealed low concentrations of carbon dioxide and methane and flow was low. The foundation recommendations incorporate a degree of inherent gas protection in accordance with BS 8485:2015.
Groundwater/ Drainage
The ground conditions at the Site were found to comprise variable clayey gravelly sands, and sandy/gravelly clays. Groundwater was not encountered during fieldwork, however was encountered during return monitoring assumed to be perched/percolating. The falling head tests were undertaken in sand and results of 3.75 x 10-7, 1.95 x 10-7 and 1.11 x 10-7 m/s were calculated which indicates poor drainage in cohesive soils. Surface water drainage to land may be feasible via traditional soakaways provided that can be sited within dry sand which may occur in parts of the development land. Should soakaways be proposed, full-scale testing to BRE 365 is recommended to confirm suitability and design parameters. Care is required in planning soakaway locations and they should be located at suitable distances from sensitive structures due to dissolution feature risk. Alternatives such as discharge to an existing facility should also be investigated.
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 elsewhere subject to suitability for use and any necessary regulator protocols. Additional testing may be required for optimised off-Site disposal of spoil.
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Table 1: Initial Conceptual Site Model & Risk Assessment
Source Pathway Receptor Matrix Assessment Justification
Potentially contaminated soils and groundwater (from on/off-Site sources of contamination
and unrecorded on/off-Site sources)
Assumes asbestos survey and removal of all identified ACM
Geology (Vertical migration through permeable deposits
below the Site) Controlled Waters Low Risk
Small Site. No significant on/off-Site sources identified. Overlies Secondary A and Principal
Aquifers. Within SPZ. Low permeability soils and thick unsaturated
zone.
Direct contact/ingestion and inhalation of dust/fibres and
vapours, oral via plant uptake Human Health Low Risk
Potential limited sources identified. Sensitive receptors to be introduced. Limited exposure
pathways through encapsulation of the ground.
Direct contact and leaching Buildings, services and
structures Low Risk
Potential limited sources identified. Generally robust receptors.
Ground gas (from unrecorded on/off-Site sources)
Vertical and lateral migration from unrecorded on-Site and
off-Site sources
Human Health and buildings
Very Low Risk No significant sources identified. Sensitive
receptors to be introduced.
Standard risk definitions and matrices are presented in Appendix I.
Geoenvironmental Report Proposed New Development at Hewett School, Norwich Delta-Simons Project Number 15-1091.01 Page 18
FINAL
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.
Geoenvironmental Report Proposed New Development at Hewett School, Norwich Delta-Simons Project Number 15-1091.01 Page 19
FINAL
This Report was prepared by:
_____________________
Malcolm Tolley Date 10th February 2016
Geoenvironmental Engineer
This Report was reviewed by:
______________________
Tim Wheeler Date 10th February 2016
Project Manager
This Report was authorised by:
______________________
James Harrison Date 10th February 2016
Technical Director
Figures
TITLE:
Site Location Plan Cecil Rd, Norwich, Norfolk NR1 2PL FIGURE NO.:
1 DATE:
Jan 2016
PROJECT NO.:
15-1091.01 DWN:
NK
TITLE:
Relevant Features Plan Hewett School, Norwich FIGURE NO.:
2 DATE:
Jan 2016
PROJECT NO.:
15-1091.01 DWN:
NK
Comments: There is uncertainty as unrecorded land use may have occurred and caused contamination that has not been identified by the observations.
PH04: Existing hard standing court.
PH05: Northern boundary and surrounding school buildings.
PH06: Metal fence along southern boundary.
PH01: Northern boundary and surrounding school buildings.
PH02: General site view and western boundary.
PH03: Hedgerow along eastern boundary.
TITLE:
Approximate Locations of Boreholes and Penetration Testing Hewett School, Norwich FIGURE NO.: 3
DATE:
Dec 2015
PROJECT NO.:
15-1091.01 DWN:
MT
North
Not to scale
Legend
DS101/ DPT101
Dynamic Sampler with Dynamic Penetration Test
DPT101 Dynamic Penetration Test
(S) Standpipe
(SA) Soakaway Test
(CBR) California Bearing Ratio Test
DS101/DPT101 (S)
DS102/DPT102 (S)
DS103/DPT103 (S)
DS104/DPT104 (SA, CBR)
DS105/DPT105 (SA, CBR)
DPT110
DPT108
DPT107 (SA, CBR)
DPT106 DPT109
Appendix I
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 II
Description of Strata
ASPHALT.MADE GROUND: Dark brown silty gravelly medium to coarse SAND. Gravel is medium to coarse well rounded to angular concrete, flint and asphalt.
MADE GROUND: Orange brown medium SAND, with frequent angular brick cobbles.
Orange brown medium SAND, with bands of firm orange brown clay. (LOWESTOFT FORMATION (DIAMICTON))
Firm to stiff light brown and orange brown mottled slightly sandy gravelly CLAY. Gravel is fine to coarse well rounded to angular chalk and flint. (LOWESTOFT FORMATION (DIAMICTON))
Borehole complete at 3.00 m bgl.
LegendStrata Depth(m bgl)
0.09
0.50
0.88
2.10
3.00
Strata Thickness
(m)
(0.41)
(0.38)
(1.22)
(0.90)
Reduced Level
(mAOD)
64.34
63.93
63.55
62.33
61.43
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
3
4
5
6
7
8
Test Details
Depth (m) Results
Backfill
0.10 ES
0.30 ES
0.50 ES
1.00 D
1.50 D
2.00 D
2.50 D
3.00 D
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DS101Page:1 of 1
Hewett School, Norwich
Dynamic Sampler LogDate:
06/01/2016Client:
Mace Group
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010.2. Area CAT scanned prior to excavation.3. Borehole remained dry on completion. 4. Installed with a 63 mm HDPE standpipe to 3.00 m bgl. 5. Hand pit to 1.20 m bgl.
Water Level Observations
Date Time Strike (m) Duration Standing
Borehole Diameter
Depth (m) Dia (mm)
3.00m 95mm
Coordinates (National Grid) / Level (mAOD):E:622901 N:306623 Level:64.43
Drilled By:J&M
Plant Used:Premier 110
Logged:GH
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Dark brown SAND. (TOPSOIL)
MADE GROUND: Dark brown silty gravelly medium SAND. Gravel is fine to medium angular brick and flint.Soft to firm orange brown slightly gravelly sandy CLAY. Gravel is fine to medium sub-rounded to sub-angular flint. (LOWESTOFT FORMATION (DIAMICTON))
Orange brown clayey gravelly medium to coarse SAND. Gravel is fine to medium well rounded to angular flint. (LOWESTOFT FORMATION (DIAMICTON))
Orange brown medium clayey SAND, with bands of soft to firm orange brown clay. (LOWESTOFT FORMATION (DIAMICTON))
Borehole complete at 3.00 m bgl.
LegendStrata Depth(m bgl)
0.26
0.48
1.65
2.30
3.00
Strata Thickness
(m)
(0.26)
(0.22)
(1.17)
(0.65)
(0.70)
Reduced Level
(mAOD)
34.90
34.68
33.51
32.86
32.16
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
3
4
5
6
7
8
Test Details
Depth (m) Results
Backfill
0.10 ES
0.30 ES
0.50 ES
1.00 D
1.50 D
2.00 D
2.50 D
3.00 D
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DS102Page:1 of 1
Hewett School, Norwich
Dynamic Sampler LogDate:
06/01/2016Client:
Mace Group
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010.2. Area CAT scanned prior to excavation.3. Borehole remained dry on completion. 4. Installed with a 63 mm HDPE standpipe to 3.00 m bgl. 5. Hand pit to 1.20 m bgl.
Water Level Observations
Date Time Strike (m) Duration Standing
Borehole Diameter
Depth (m) Dia (mm)
3.00m 95mm
Coordinates (National Grid) / Level (mAOD):E:622881 N:306651 Level:35.16
Drilled By:J&M
Plant Used:Premier 110
Logged:GH
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Orange brown SAND.
Orange brown and yellowish brown slightly gravelly medium to coarse SAND, with occasional bands of firm to stiff grey and orange brown mottled clay. Gravel is coarse rounded flint. (LOWESTOFT FORMATION (DIAMICTON))
Soft to firm light brown and grey mottled gravelly CLAY. Gravel is fine to coarse well rounded to angular chalk and flint. (LOWESTOFT FORMATION (DIAMICTON))
Borehole complete at 3.00 m bgl.
LegendStrata Depth(m bgl)
0.24
2.16
3.00
Strata Thickness
(m)
(0.24)
(1.92)
(0.84)
Reduced Level
(mAOD)
35.19
33.27
32.43
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
3
4
5
6
7
8
Test Details
Depth (m) Results
Backfill
0.10 ES
0.30 ES
0.50 ES
1.00 D
1.50 D
2.00 D
2.50 D
3.00 D
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DS103Page:1 of 1
Hewett School, Norwich
Dynamic Sampler LogDate:
06/01/2016Client:
Mace Group
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010.2. Area CAT scanned prior to excavation.3. Borehole remained dry on completion. 4. Installed with a 63 mm HDPE standpipe to 3.00 m bgl. 5. Hand pit to 1.20 m bgl.
Water Level Observations
Date Time Strike (m) Duration Standing
Borehole Diameter
Depth (m) Dia (mm)
3.00m 95mm
Coordinates (National Grid) / Level (mAOD):E:622843 N:306688 Level:35.43
Drilled By:J&M
Plant Used:Premier 110
Logged:GH
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Dark brown SAND. (TOPSOIL)
MADE GROUND: Dark brown gravelly SAND. Gravel is fine to coarse rounded to angular brick and flint. (TOPSOIL)Orange brown clayey medium SAND. (LOWSESTOFT FORMATION (DIAMICTON))Soft to firm orange brown sandy CLAY. (LOWESTOFT FORMATION (DIAMICTON))Orange brown and yellowish brown medium SAND, with frequent bands of firm orange brown clay. (LOWESTOFT FORMATION (DIAMICTON))
Firm light brown and grey gravelly mottled CLAY. Gravel is fine to coarse well rounded to angular chalk and flint. (LOWESTOFT FORMATION (DIAMICTON))
Borehole complete at 3.00 m bgl.
LegendStrata Depth(m bgl)
0.25
0.38
0.630.75
2.59
3.00
Strata Thickness
(m)
(0.25)
(0.13)
(0.25)
(0.12)
(1.84)
(0.41)
Reduced Level
(mAOD)
34.63
34.50
34.2534.13
32.29
31.88
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
13
4
5
6
7
8
Test Details
Depth (m) Results
Backfill
0.10 ES
0.30 ES
0.50 ES0.50 -1.00
B
1.00 D
1.50 D
2.00 D
2.50 D
3.00 D
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DS104Page:1 of 1
Hewett School, Norwich
Dynamic Sampler LogDate:
06/01/2016Client:
Mace Group
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010.2. Area CAT scanned prior to excavation.3. Borehole remained dry on completion. 4. Hand pit to 1.20 m bgl.
Water Level Observations
Date Time Strike (m) Duration Standing
Borehole Diameter
Depth (m) Dia (mm)
3.00m 95mm
Coordinates (National Grid) / Level (mAOD):E:622857 N:306635 Level:34.88
Drilled By:J&M
Plant Used:Premier 110
Logged:GH
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
MADE GROUND: Dark brown SAND. (TOPSOIL)
MADE GROUND: Orange brown clayey gravelly SAND., with occasional charcoal fragments. Gravel is medium to coarse angular brick.Orange brown clayey medium SAND, with frequent bands of soft to firm orange brown clay. (LOWESTOFT FORMATION (DIAMICTON))
Orange brown medium SAND. (LOWESTOFT FORMATION ((DIAMICTON)
Firm to stiff brown and greyish brown mottled CLAY. (LOWESTOFT FORMATION (DIAMITION))
Borehole complete at 3.00 m bgl.
LegendStrata Depth(m bgl)
0.22
0.50
1.48
2.87
3.00
Strata Thickness
(m)
(0.22)
(0.28)
(0.98)
(1.39)
(0.13)
Reduced Level
(mAOD)
33.96
33.68
32.70
31.31
31.18
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
2
13
4
5
6
7
8
Test Details
Depth (m) Results
Backfill
0.10 ES
0.30 ES
0.50 ES0.50 -1.00
B
1.00 D
1.50 D
2.00 D
2.50 D
3.00 D
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DS105Page:1 of 1
Hewett School, Norwich
Dynamic Sampler LogDate:
06/01/2016Client:
Mace Group
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010.2. Area CAT scanned prior to excavation.3. Borehole remained dry on completion. 4. Hand pit to 1.20 m bgl.
Water Level Observations
Date Time Strike (m) Duration Standing
Borehole Diameter
Depth (m) Dia (mm)
3.00m 95mm
Coordinates (National Grid) / Level (mAOD):E:622944 N:306628 Level:34.18
Drilled By:J&M
Plant Used:Premier 110
Logged:GH
Checked:MT
Approved:TW
Scale:1:30
Description of Strata
TOPSOIL: Dark brown SAND.
Dark brown slightly clayey silty medium SAND. (LOWESTOFT FORMATION (DIAMICTON))Orange brown slightly gravelly clayey SAND. Gravel is fine to coarse rounded to angular flint. (LOWESTOFT FORMATION (DIAMICTON))
Hand pit complete at 1.20 m bgl.
LegendStrata Depth(m bgl)
0.26
0.50
1.20
Strata Thickness
(m)
(0.26)
(0.24)
(0.70)
Reduced Level
(mAOD)
34.22
33.98
33.28
Casing Diameter
(mm)Water
Sample Details
Depth (m) Type Ref
1
Test Details
Depth (m) Results
Backfill
0.50 -1.00
B
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
HDTP107Page:1 of 1
Hewett School, Norwich
Hand Pit LogDate:
07/01/2016Client:
Mace Group
Remarks:1. Engineer verified logged in general accordance to BS 5930:2010.2. Area CAT scanned prior to excavation.3. Borehole remained dry on completion.
Water Level Observations
Date Time Strike (m) Duration Standing
Pit Diameter
Depth (m) Dia (mm)
1.20m 95mm
Coordinates (National Grid) / Level (mAOD):E:622899 N:306611 Level:34.48
Excavated By:J&M
Plant Used:Premier 110
Logged:GH
Checked:MT
Approved:TW
Scale:1:30
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
244
32
111
233
4444
3444
855
4444
37
5333
211
2111
2222
11
222
Torque (kg/m)
1.0
1.0
5.0
4.0
4.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT101Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
06/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622881 N:306651 Level:35.16 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
11
22
344
333
433
77
866
7555
433
23
2222
48
1010
98
55
455
444
355
Torque (kg/m)
4.0
4.0
0.0
2.0
3.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT102Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
06/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622901 N:306623 Level:34.43 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
66
43
11
422
11
222
12
122
111
25
65
4333333
23
222222222
1111
Torque (kg/m)
2.0
3.0
3.0
3.0
4.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT103Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
07/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622843 N:606688 Level:35.43 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
56
46
107
566
755
32
333
222
12
677
68
77
666
555
455
4333333333
Torque (kg/m)
3.0
4.0
5.0
4.0
5.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT104Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
06/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622857 N:306635 Level:34.88 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
1111
21
44
566
89
74
21
24
23
111
21
21
22
42
35
688
6555
899
1112
1415
Torque (kg/m)
0.0
1.0
1.0
2.0
5.5
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT105Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
06/06/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622944 N:306628 Level:34.18 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
44
3333
53
24
866
433
53333
4333
43
24
33
512
1313
1211
10999
89
109
1012
108
9999
1010
89
89
1088
71010
86
566
7666
712
1710
44
55
1220
222424
26
Torque (kg/m)
0.0
3.0
6.0
6.0
6.0
5.0
4.0
10.0
17.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT106Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
07/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622917 N:306613 Level:34.27 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
4444
32
1222
32
333333333
233
43333
44444
56
55
677
6777
89
79
89
87
88
77
899
75
43
433
22
344
55
444
22
411
2530
3337
4140
41
Torque (kg/m)
0.0
2.0
3.0
3.0
3.0
4.0
4.0
5.0
18.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT107Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
07/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622899 N:306611 Level:34.48 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
2222
344
677
42
35
333
2111
22
11
35
34
32
12
16
99
888
97
65
66
76
4666
76
766
57
88
65
67
66
55
3444
222
11
222
34
58
1416
17
Torque (kg/m)
0.0
2.0
3.0
4.0
4.5
3.0
4.0
2.5
3.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT108Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
07/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622907 N:306649 Level:35.22 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
2333
44
34444
54
577
910
1210
99
1010
98888
799
1010
98
76
91010
88
7777
45
88
65
4444
35
66
555
76
766
87
44
58
1526
2931
3234
3736
3739
4443
45
Torque (kg/m)
0.0
3.0
3.0
3.0
3.0
2.0
2.0
3.0
9.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT109Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
07/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622848 N:306659 Level:35.08 J&M Premier 110 GH MT TW 1:50
Depth(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
Dynamic Probe Blows vs. Depth (m)
10 20 30 40
322
34
53
43
44
54
544
54
34444
55
6777
910
99
119
1110
87
87
677
1012
1412
1114
129
89
1011
109
88
101010
89
1011
1211
1212
1415
1619
2324
2729
3032
3439
3738
4142
44
Torque (kg/m)
4.5
9.0
9.0
7.0
8.0
9.0
11.0
14.5
17.0
Head Office3 Henley Way, Doddington Road
Lincoln, LN6 3QRTel: +44 (0 )870 0400 012Fax: +44 (0) 1522 698393
Email: [email protected]
Project No:
Project:
15-1091.01Hole ID:
DPT110Page:1 of 1
Hewett School, Norwich
Dynamic Probe LogDate:
07/01/2016Client:
Mace Group
BS EN ISO 22476-2:2005 63.5 kg Hammer Mass 750 mm Standard Drop 50 mm Cone Base Diameter 38 mm Rod Diameter
Coordinates (National Grid)/Level (mAOD): Dilled By: Plant Used: Logged By: Checked By: Approved By: Scale:
E:622840 N:306708 Level:35.66 J&M Premier 110 GH MT TW 1:50
of
k 3.540E-07unsat = m/s
Saturated
Location: DS104Borehole Falling Head TestEngineer:Status:
Hewett School James and Milton Drilling LtdHand tools
RE
SU
LTR
ULE
S
2. Enter all values in shaded cells: A , F , L and k are calculated automatically in the spreadsheet.
5. If groundwater level is below test, k is not permeability, but a result of the test. 6. Usually t1 =0 and t2=60, input H at these times.
Norwich
1. A borehole location MUST be entered to generate k .
3. Head is measured to the base of the BH, or use WL if higher.4. End conditions referenced in BS 5930 see notes . Usually d.
e= Soil in casing with bottom at impervious boundaryf= Soil in casing with bottom in uniform soil
d = Well point or hole extended in uniform soil
GR
AP
H
Borehole End Condition (important to get right)
Intake factor, FVariable Head, H 1Time, t 1 Variable Head, H 2Time, t 2
a = Soil flush with bottom at impervious boundaryb= Soil flush with bottom in uniform soil
Casing Depth
Casing Diameter, DCross sectional area of casing, AHeight of casing above ground levelApproximate long term water table (or base of BH see rules)
c = Well point or hole extended at impervious boundary
mmin
min0.640
60
0.0119
3
2.0848
m
0.33001.8786
m
mm
m
d
0.800
m
0.011 m
2.0848m
0.0121
0.2400
Difference in Length between bottom of casing/borehole, LWater Depth
1.2000.000
0.1201.200
60.00 0.560 0.640
40.00 0.550 0.65050.00 0.550 0.650
20.00 0.520 0.68030.00 0.540 0.660
12.00 0.480 0.72015.00 0.500 0.700
7.00 0.440 0.76010.00 0.460 0.740
3.00 0.400 0.8005.00 0.430 0.770
0.00 0.3001.200
0.9001.00 0.380 0.820 0.900
0.300
INP
UT
PA
RA
ME
TER
S
General Approach (after BS 5930:1999 ): Where :
Time (min) Water Depth (m) Head (m) mBorehole Depth
Ais the permeability of the soil (see rules below)
FH 1H 2 is the variable head measured at time t2 after the commencement of the test
is the variable head measured at time t1 after the commencement of the testis the intake factoris the cross sectional area of the borehole casing
© Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior writtenpermission has been granted.
Proforma: C130
Project No:Client:Location:Project Name:
k
FIE
LD M
EA
SU
RE
ME
NTS
Date:Sheet:
MT
06/01/20161 1
Mace Group15-1091.01
Co-ords (X,Y):Plant Used:Contractor:
Level (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 10.00 20.00 30.00 40.00 50.00 60.00
Hea
d (m
)
Time (min)
1
2 1 2
lo g eA Hk
F t t H
of
k 1.952E-07unsat = m/s
Saturated
Location: DS105Borehole Falling Head TestEngineer:Status:
Hewett School James and Milton Drilling LtdHand tools
RE
SU
LTR
ULE
S
2. Enter all values in shaded cells: A , F , L and k are calculated automatically in the spreadsheet.
5. If groundwater level is below test, k is not permeability, but a result of the test. 6. Usually t1 =0 and t2=60, input H at these times.
Norwich
1. A borehole location MUST be entered to generate k .
3. Head is measured to the base of the BH, or use WL if higher.4. End conditions referenced in BS 5930 see notes . Usually d.
e= Soil in casing with bottom at impervious boundaryf= Soil in casing with bottom in uniform soil
d = Well point or hole extended in uniform soil
GR
AP
H
Borehole End Condition (important to get right)
Intake factor, FVariable Head, H 1Time, t 1 Variable Head, H 2Time, t 2
a = Soil flush with bottom at impervious boundaryb= Soil flush with bottom in uniform soil
Casing Depth
Casing Diameter, DCross sectional area of casing, AHeight of casing above ground levelApproximate long term water table (or base of BH see rules)
c = Well point or hole extended at impervious boundary
mmin
min0.630
60
0.0151
3
1.7850
m
0.33001.5925
m
mm
m
d
0.700
m
0.011 m
1.7850m
0.0154
0.2400
Difference in Length between bottom of casing/borehole, LWater Depth
1.2000.000
0.1201.200
60.00 0.570 0.630
40.00 0.550 0.65050.00 0.560 0.640
20.00 0.530 0.67030.00 0.540 0.660
12.00 0.530 0.67015.00 0.530 0.670
7.00 0.520 0.68010.00 0.530 0.670
3.00 0.500 0.7005.00 0.510 0.690
0.00 0.5001.200
0.7001.00 0.500 0.700 0.700
0.500
INP
UT
PA
RA
ME
TER
S
General Approach (after BS 5930:1999 ): Where :
Time (min) Water Depth (m) Head (m) mBorehole Depth
Ais the permeability of the soil (see rules below)
FH 1H 2 is the variable head measured at time t2 after the commencement of the test
is the variable head measured at time t1 after the commencement of the testis the intake factoris the cross sectional area of the borehole casing
© Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior writtenpermission has been granted.
Proforma: C130
Project No:Client:Location:Project Name:
k
FIE
LD M
EA
SU
RE
ME
NTS
Date:Sheet:
MT
06/01/20161 1
Mace Group15-1091.01
Co-ords (X,Y):Plant Used:Contractor:
Level (Z):
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.00 10.00 20.00 30.00 40.00 50.00 60.00
Hea
d (m
)
Time (min)
1
2 1 2
lo g eA Hk
F t t H
of
k 1.107E-07unsat = m/s
Saturated
Location: DS107Borehole Falling Head TestEngineer:Status:
Hewett School James and Milton Drilling LtdHand tools
RE
SU
LTR
ULE
S
2. Enter all values in shaded cells: A , F , L and k are calculated automatically in the spreadsheet.
5. If groundwater level is below test, k is not permeability, but a result of the test. 6. Usually t1 =0 and t2=60, input H at these times.
Norwich
1. A borehole location MUST be entered to generate k .
3. Head is measured to the base of the BH, or use WL if higher.4. End conditions referenced in BS 5930 see notes . Usually d.
e= Soil in casing with bottom at impervious boundaryf= Soil in casing with bottom in uniform soil
d = Well point or hole extended in uniform soil
GR
AP
H
Borehole End Condition (important to get right)
Intake factor, FVariable Head, H 1Time, t 1 Variable Head, H 2Time, t 2
a = Soil flush with bottom at impervious boundaryb= Soil flush with bottom in uniform soil
Casing Depth
Casing Diameter, DCross sectional area of casing, AHeight of casing above ground levelApproximate long term water table (or base of BH see rules)
c = Well point or hole extended at impervious boundary
mmin
min0.830
60
0.0119
3
2.0848
m
0.33001.8786
m
mm
m
d
0.890
m
0.011 m
2.0848m
0.0121
0.2400
Difference in Length between bottom of casing/borehole, LWater Depth
1.2000.000
0.1201.200
60.00 0.370 0.830
40.00 0.350 0.85050.00 0.360 0.840
20.00 0.330 0.87030.00 0.340 0.860
12.00 0.320 0.88015.00 0.320 0.880
7.00 0.310 0.89010.00 0.310 0.890
3.00 0.310 0.8905.00 0.310 0.890
0.00 0.3001.200
0.9001.00 0.300 0.900 0.900
0.300
INP
UT
PA
RA
ME
TER
S
General Approach (after BS 5930:1999 ): Where :
Time (min) Water Depth (m) Head (m) mBorehole Depth
Ais the permeability of the soil (see rules below)
FH 1H 2 is the variable head measured at time t2 after the commencement of the test
is the variable head measured at time t1 after the commencement of the testis the intake factoris the cross sectional area of the borehole casing
© Delta-Simons Environmental Consultants Limited. No part of this document may be reproduced unless prior writtenpermission has been granted.
Proforma: C130
Project No:Client:Location:Project Name:
k
FIE
LD M
EA
SU
RE
ME
NTS
Date:Sheet:
MT
06/01/20161 1
Mace Group15-1091.01
Co-ords (X,Y):Plant Used:Contractor:
Level (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 10.00 20.00 30.00 40.00 50.00 60.00
Hea
d (m
)
Time (min)
1
2 1 2
lo g eA Hk
F t t H
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
Appendix III
Project Number:
Personnel:
Flow
Pea
k
Flow
Ste
ady
CH
4 Pea
k
CH
4 Ste
ady
CO
2 Pea
k
CO
2 Ste
ady
O2 M
in.
O2 S
tead
y
Atm
osph
eric
Pr
essu
re
PID
Wel
l I.D
.
Dep
th to
Pr
oduc
t (D
TP)
Prod
uct
Thic
knes
s
Dep
th to
W
ater
(DTW
)
Dep
th to
Bas
e (D
TB)
Hei
ght o
f W
ater
Col
umn
(L/hr) (L/hr) (%v/v) (%v/v) (%v/v) (%v/v) (%v/v) (%v/v) (mb) (ppm) (mm) (m) (m) (m) (m) (m)DS101
Project Number:
Personnel:
Flow
Pea
k
Flow
Ste
ady
CH
4 Pea
k
CH
4 Ste
ady
CO
2 Pea
k
CO
2 Ste
ady
O2 M
in.
O2 S
tead
y
Atm
osph
eric
Pr
essu
re
PID
Wel
l I.D
.
Dep
th to
Pr
oduc
t (D
TP)
Prod
uct
Thic
knes
s
Dep
th to
W
ater
(DTW
)
Dep
th to
Bas
e (D
TB)
Hei
ght o
f W
ater
Col
umn
(L/hr) (L/hr) (%v/v) (%v/v) (%v/v) (%v/v) (%v/v) (%v/v) (mb) (ppm) (mm) (m) (m) (m) (m) (m)DS101
Project Number:
Personnel:
Flow
Pea
k
Flow
Ste
ady
CH
4 Pea
k
CH
4 Ste
ady
CO
2 Pea
k
CO
2 Ste
ady
O2 M
in.
O2 S
tead
y
Atm
osph
eric
Pr
essu
re
PID
Wel
l I.D
.
Dep
th to
Pr
oduc
t (D
TP)
Prod
uct
Thic
knes
s
Dep
th to
W
ater
(DTW
)
Dep
th to
Bas
e (D
TB)
Hei
ght o
f W
ater
Col
umn
(L/hr) (L/hr) (%v/v) (%v/v) (%v/v) (%v/v) (%v/v) (%v/v) (mb) (ppm) (mm) (m) (m) (m) (m) (m)DS101
Appendix IV
Chemtest Ltd.
Depot Road
Newmarket
CB8 0AL
Tel: 01638 606070
Email: [email protected]
Report No.: 16-00490-1
Initial Date of Issue: 18-Jan-2016
Client Delta Simons
Client Address: 3 Henley Office Park
Doddington Road
Lincoln
Lincolnshire
LN6 3QR
Contact(s): Malcolm Tolley
Project 15-1091.01 Hewett School, Norwich
Quotation No.: Date Received: 12-Jan-2016
Order No.: 4574 Date Instructed: 12-Jan-2016
No. of Samples: 9 Target Date: 18-Jan-2016
Turnaround (Wkdays): 5 Results Due: 18-Jan-2016
Date Approved: 18-Jan-2016
Approved By:
Details: Phil Hellier, Project Director
Final Report
Page 1 of 4
Results - Soil
Client: Delta Simons 16-00490 16-00490 16-00490 16-00490 16-00490 16-00490 16-00490 16-00490 16-00490
Quotation No.: 238969 238970 238971 238972 238973 238974 238975 238976 238977
Order No.: 4574 DS101 DS102 DS102 DS103 DS104 DS105 DS101 DS101 DS102
ES2 ES1 ES2 ES1 ES1 ES2 ES3 D4 D4
SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL SOIL
0.30 0.10 0.30 0.10 0.10 0.30 0.50 1.00 1.00
06-Jan-2016 06-Jan-2016 06-Jan-2016 06-Jan-2016 06-Jan-2016 06-Jan-2016 06-Jan-2016 06-Jan-2016 06-Jan-2016
Determinand Accred. SOP Units LOD
ACM Type U 2192 N/A - - - - - -
Asbestos Identification U 2192 % 0.001No Asbestos
Detected
No Asbestos
Detected
No Asbestos
Detected
No Asbestos
Detected
No Asbestos
Detected
No Asbestos
Detected
Moisture N 2030 % 0.020 7.6 19 14 20 19 13 12 15 11
Stones N 2030 % 0.020 < 0.020 < 0.020
Soil Colour N 2040 N/A brown brown brown brown brown brown brown brown brown
Other Material N 2040 N/A stones roots roots roots roots stones, roots stones none stones
Soil Texture N 2040 N/A sand sand loam sand loam sand sand clay loam
pH M 2010 N/A 7.3 9.3 8.0 7.6
Magnesium (Water Soluble) N 2120 g/l 0.010 < 0.010 < 0.010 < 0.010 < 0.010
Sulphate (2:1 Water Soluble) as SO4 M 2120 g/l 0.010 < 0.010 < 0.010 < 0.010 < 0.010
Total Sulphur M 2175 % 0.010 0.027 0.049
Chloride (Extractable) M 2220 g/l 0.010 < 0.010 < 0.010
Nitrate (Extractable) N 2220 g/l 0.010 < 0.010 < 0.010
Ammonium M 2425 mg/kg 0.50 3.2 0.87
Sulphate (Acid Soluble) M 2430 % 0.010 0.036 0.061
Arsenic M 2450 mg/kg 1.0 20 15 11 6.2 7.2 4.0
Cadmium M 2450 mg/kg 0.10 0.28 0.23 0.19 0.12 0.17 0.13
Copper M 2450 mg/kg 0.50 22 24 30 12 22 15
Mercury M 2450 mg/kg 0.10 0.13 0.25 0.18 < 0.10 0.16 0.11
Nickel M 2450 mg/kg 0.50 28 17 20 16 21 15
Lead M 2450 mg/kg 0.50 78 120 83 27 87 54
Selenium M 2450 mg/kg 0.20 < 0.20 0.53 0.28 0.26 0.26 0.22
Zinc M 2450 mg/kg 0.50 69 89 82 47 77 55
Chromium (Trivalent) N 2490 mg/kg 5.0 26 15 17 13 17 13
Chromium (Hexavalent) N 2490 mg/kg 0.50 < 0.50 < 0.50 < 0.50 < 0.50 < 0.50 < 0.50
Total TPH >C6-C40 M 2670 mg/kg 10 4400 48 22 < 10 < 10 < 10
Naphthalene M 2700 mg/kg 0.10 7.9 0.20 0.34