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Ground Investigation Report Branston Locks Development Phase 1 CON-GE-BHAM-COSTCDX8620-GIR-001
Revision 0
February 2016
P/2016/00474
Received 24.03.2016
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- i - Issued: February 2016
1 EXECUTIVE SUMMARY
The Branston Locks Housing Development is being undertaken by Nurton Development (Quintus)
Ltd, west of the A38, Burton upon Trent. Staffordshire County Council are overseeing the
expansion of the highways infrastructure associated with the development and have
commissioned Amey to develop the highways scheme; Phase 1 of the project is to develop new
access routes from Branston Road to the proposed Branston Locks Housing Development
including a new canal bridge across the Trent and Mersey Canal.
This Geotechnical Investigation Report briefly outlines existing information available for the Phase
1 site access area, and presents the findings of the Ground Investigation undertaken along the
proposed route of the Branston Locks Development Access Road. The ground investigation was
conducted in November 2015 and included two combined percussive/rotary boreholes with a
target depth of 20m, and six window sample holes with a target depth of 5m; the works were
evenly split on either side of the Trent and Mersey Canal. Due to difficult ground conditions the
bore hole on the eastern side of the canal was terminated before it reached a satisfactory depth;
however it was decided that sufficient information had been collected during the investigation to
not require further work. All other holes were advanced to depths sufficient to provide information
critical to geotechnical design.
In-situ testing was conducted and samples submitted for geotechnical and chemical laboratory
analysis. A ground water monitoring standpipe was installed in the borehole west of the canal.
Ground conditions were found to be River Terrace deposits composed of dense sands and
gravels to a depth of 4.70m below ground level (bgl), overlying Weathered Mercia Mudstone to a
depth of >16.20m bgl. The weathering grade of the mudstone is Grade IVa (matrix with
occasional claystone pellets) where first encountered, reducing to Grade II (angular blocks of
unweathered marl with virtually no matrix) by the terminal depth. The base of the Mercia
Mudstone was not determined.
Shallow thicknesses of made ground were encountered at three test locations, and was observed
to be reworked River Terrace Deposits. Where holes were advanced in the existing A38 Branston
Roundabout embankments Cohesive Fill was encountered to depths of 4.7m; this material
displays characteristics of reworked Mercia Mudstone. Inspection pits advanced in proximity to
the Trent and Mersey Canal showed Granular Fill material derived from River Terrace Deposits.
Geochemical testing provides no results of significant issue.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- ii - Issued: February 2016
Contents
1 EXECUTIVE SUMMARY ........................................................................................ i
2 INTRODUCTION ................................................................................................. 5
2.1 Scope and Objectives of Report .......................................................................... 5
2.2 Description of Project ......................................................................................... 5
2.3 Geotechnical Category of Project ........................................................................ 6
2.4 Other Relevant Information ................................................................................ 6
3 EXISTING INFORMATION .................................................................................. 7
3.1 Topographic Maps (Old and Recent) ................................................................... 7
3.2 Geological Maps and Memoirs ............................................................................. 7
3.3 Aerial Photography ............................................................................................ 8
3.4 Records of Mines and Mineral Deposits ................................................................ 9
3.5 Land Use and Soil Survey Information ................................................................. 9
3.6 Archaeological and Historical Investigations ......................................................... 9
3.7 Existing Ground Investigation Data ..................................................................... 9
3.8 Consultation with Statutory Bodies and Agencies ................................................ 13
3.9 Flood Records ................................................................................................. 13
3.10 Contaminated Land ......................................................................................... 14
3.11 Other Relevant Information .............................................................................. 14
4 FIELD AND LABORATORY STUDIES .................................................................. 15
4.1 Walkover Survey ............................................................................................. 15
4.2 Geomorphological/Geological Mapping .............................................................. 16
4.3 Ground Investigations ...................................................................................... 16
4.4 Drainage Studies ............................................................................................. 18
4.5 Geophysical Surveys ........................................................................................ 18
4.6 Pile Tests ........................................................................................................ 18
4.7 Other Field Work ............................................................................................. 18
4.8 Laboratory Investigation .................................................................................. 18
5 GROUND SUMMARY ......................................................................................... 20
5.1 Geology and Ground Conditions ........................................................................ 20
6 GROUND CONDITIONS AND MATERIALS PROPERTIES .................................... 23
6.1 Granular Fill .................................................................................................... 23
6.2 Cohesive Fill .................................................................................................... 24
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- iii - Issued: February 2016
6.3 Made Ground .................................................................................................. 28
6.4 River Terrace Deposits ..................................................................................... 30
6.5 Mercia Mudstone ............................................................................................. 33
6.6 Material Properties Summary ............................................................................ 41
7 ENGINEERING ASSESSMENT ............................................................................ 43
7.1 Ground Model ................................................................................................. 43
7.2 Site Access Road ............................................................................................. 44
7.3 Branston Locks Canal Bridge ............................................................................ 45
8 COMPARISON OF PROJECT OPTIONS AND RISKS ............................................ 53
9 REFERENCES .................................................................................................... 57
10 GLOSSARY ........................................................................................................ 59
11 FIGURES ........................................................................................................... 61
12 DRAWINGS ....................................................................................................... 62
Appendix A Shepherd Gilmore Environment Limited: Report no. R0017 DH
ME1072 borehole locations & extracts A.1
Appendix B CC Ground Investigation Ltd: Factual Ground Investigation Report B.2
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- iv - Issued: February 2016
Tables
Table 3-1: Summary of Superficial Geology .......................................................................................... 8
Table 3-2: Summary of Solid Geology .................................................................................................. 8
Table 3-3: BGS Borehole Data [6] ..................................................................................................... 10
Table 3-4: Summary of Geology from SGE 2009 [9] ........................................................................... 11
Table 3-5: Summary of SGE Atterberg Limit Testing [9] ...................................................................... 11
Table 3-6 Summary of SGE One Dimensional Consolidation Test ......................................................... 11
Table 3-7: Summary of SGE PSD Testing [9] ...................................................................................... 12
Table 3-8: Summary of SGE pH, sulphate and sulphur analysis [9] ...................................................... 12
Table 4-1:2015 GI Borehole Summary [16] ........................................................................................ 17
Table 5-1: Borehole Log Summary .................................................................................................... 21
Table 5-2: Generalised Interpreted Ground Conditions ........................................................................ 22
Table 6-1: Granular Fill PSD analysis results ....................................................................................... 23
Table 6-2: Average Atterberg Limit Results – Cohesive Fill .................................................................. 25
Table 6-3: Cohesive Fill PSD analysis results ...................................................................................... 25
Table 6-4: Cohesive Fill Cu, mv value vs Depth ................................................................................... 27
Table 6-5: Average Atterberg Limit Results – Made Ground................................................................. 28
Table 6-6: Made Ground PSD analysis results ..................................................................................... 29
Table 6-7: Average Atterberg Limit Results – River Terrace Deposits ................................................... 30
Table 6-8: River Terrace Deposit PSD analysis results ......................................................................... 31
Table 6-9: Average Atterberg Limit Results – Mercia Mudstone ........................................................... 34
Table 6-10: Mercia Mudstone PSD analysis results .............................................................................. 34
Table 6-11: Corrected SPT values: Mercia Mudstone ........................................................................... 36
Table 6-12: Mercia Mudstone cu values – SPT derived and published data ........................................... 37
Table 6-13: Undrained Unconfined Triaxial testing – Mercia Mudstone Grade IVa ................................ 37
Table 6-14: One-dimensional Consolidation testing – Mercia Mudstone Grade IVa ............................... 38
Table 6-15: Mercia Mudstone Eu, E’ and v values ............................................................................... 39
Table 6-16: Point Load testing – Mercia Mudstone Grade II ............................................................... 40
Table 6-17: ACEC classifications – Mercia Mudstone ........................................................................... 40
Table 6-18: Summary of Material Properties....................................................................................... 41
Table 6-19: Characteristic Geotechnical Parameters ............................................................................ 42
Table 7-1: Settlement Reduction Options For Embankment Construction ............................................. 47
Table 7-2: Embankment Fill Options .................................................................................................. 48
Table 7-3: Options for Branston Locks Canal Bridge............................................................................ 49
Table 8-1: Risk Evaluation Matrix ...................................................................................................... 54
Table 8-2: Geotechnical Risk Register ................................................................................................ 55
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 5 - Issued: February 2016
2 INTRODUCTION
2.1 Scope and Objectives of Report
The scope and objectives of this Ground Investigation Report (GIR) is to interpret the
information gathered during the ground investigation (GI), and to present a geotechnical
evaluation of the information stating the assumptions made in the interpretation of the
test results.
This report has been prepared in accordance with the Design Manual for Roads and
Bridges (DMRB) Volume 4 Section 1 Part 2 HD22/08 [1] specifically Appendix D. As the
project is not currently understood to impact Highways England (HE) assets this report
will not be subjected to the HE certification process; however if planned works are
altered to such an extent that they do affect HE property Key Stage 2 Preliminary
Certification will be sought.
2.2 Description of Project
Branston Locks was identified as a principle Greenfield development site to establish a
new sustainable community on the periphery of Burton upon Trent. The scheme aims to
develop the Branston Locks area with appropriate infrastructure to become self-
sustaining, supporting local growth and contributing to the overall urban development of
Burton upon Trent. The housing development is being undertaken by Nurton
Development (Quintus) Ltd, with Staffordshire County Council (SCC) undertaking
highways infrastructure development.
Amey have been commissioned by SCC to undertake the following aspects of the
scheme, focused on providing information pertinent to Phase 1 of the scheme;
1. To assist in the design, delivery and interpretation of a site investigation
programme for Phase 1 of the works.
2. To assist in the design of the earthworks associated with the construction of the
access road for the Branston Locks development.
3. To assist in the design of the foundations of the new bridge structure associated
with the construction of the access road for the Branston Locks development.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 6 - Issued: February 2016
The GI was commissioned in order to identify the ground conditions and material
properties along the proposed route of the Phase 1 access road. Amey invited four
ground investigation specialists to tender for the work, of which CC Ground
Investigations Ltd (CCG) was awarded the contract.
2.3 Geotechnical Category of Project
On the basis of the available information the scheme is considered to fall within
Geotechnical Category 2 as defined in HD22/08 [1]. As project area comes under the
jurisdiction of SCC rather than Highways England this document will not be submitted for
Geotechnical Certification.
2.4 Other Relevant Information
No other relevant information is known to be applicable to the project at the time of
writing.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 7 - Issued :February 2016
3 EXISTING INFORMATION
Existing information has been comprehensively reviewed in the Branston Locks
Development Phase 1 Preliminary Sources Study Report (PSSR) [2]. The following
information summarizes the findings of the PSSR.
3.1 Topographic Maps (Old and Recent)
The topography of the site has been determined using historic Ordnance Survey (OS)
maps, and Current OS Maps Ref [3].
The Branston Locks Development Site is predominantly flat arable farm land with a
number of isolated domestic and farm buildings scattered across the area. The site is
roughly ‘bottle-shaped’ and is bound on the east by the A38; the north by Shobnall
Road; the west by wooded hills; and the south by Branston Lane. The site is
approximately 1.36 hectares in area. The Trent and Mersey Canal bisects the site on a
southwest-northeast trend, with approximately two-thirds of the site to the west of
the canal and one-third to the east. The Phase 1 Site Access area is located in the
south-eastern corner of the Development Site (Figure 1)
OS Maps indicate the site topography to be generally flat and low lying at an elevation
of approximately 48m above Ordnance Datum (AOD).
Historical OS Maps available in the project Design Access Statement [4] have been
examined to determine historical land use and development. The earliest available
map from 1888 indicates that the site is predominantly defined farming fields, with a
small number residential and farm buildings scattered through the area. The Trent
and Mersey Canal is present on site, and the Branston Road overbridge is in place.
The Settlement of Branston is a short distance to the south-east of the site. The
historic layout and use of the site changes very little as successive OS maps are
viewed; field boundaries show minor changes and new farm buildings are erected,
but essentially the site remains the same. In the immediate vicinity to the site the A38
is constructed in between 1955 and 1991, during which time there is an increase in
the number of residential properties in the Branston Road areas.
3.2 Geological Maps and Memoirs
An examination of the British Geological Survey (BGS) 1:50,000 Sheet 140 [5] and
information provided by the BGS Geoindex [6] have been undertaken.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 8 - Issued :February 2016
Artificial ground has not been identified by the BGS in close proximity to the proposed
route of the access road and canal bridge; however the historic construction of the
A38 and the canal are likely to have resulted in engineered fill material being
encountered within the Phase 1 Access site location.
The study area is recorded to be underlain by the superficial deposits described in
Table 3-1, and solid geology described in Table 3-2. Figure 2 provides geological map
extracts.
Table 3-1: Summary of Superficial Geology
Age Strata Description
Pleistocene
(Quaternary)
River Terrace Deposit
(Holme Pierrepont Terrace)
Generally poorly sorted rounded sandy
gravels with syndepositional ice wedge
casts. May contain frequent clay and peat
lenses. Typically 1 to 2m above the flood
plain
Table 3-2: Summary of Solid Geology
Age Strata Description
Triassic Mercia Mudstone Group
Mainly red-brown to dark red mudstone and
silty mudstone with subordinate bands
(skerries) of pale brown to grey sandstone
and grey-green siltstone
The Tutbury Gypsum is inferred to outcrop in proximity to the south-western border
of the Branston Locks Development site.
3.3 Aerial Photography
Recent aerial photography [3] reveals contemporary land use as predominantly arable
agriculture with a residential property (Bridgefield House) located immediately east of
the Trent and Mersey Canal. The Canal is seen to be active, with Narrow boats visible
in the channel and a tow path running parallel on the eastern bank. Overhead utility
cables are present within the fields on the western half of the site.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 9 - Issued :February 2016
3.4 Records of Mines and Mineral Deposits
Branston is listed on the Coal Authority Coal Mining and Brine Gazetteer [7] as
potentially requiring a Coal mining and Brine subsidence report. Interrogation of the
BGS website [6], and the Coal Authority Gazetteer, indicates the location of mining
activities is outside the region of concern for the site.
Review of the historical OS maps [3] indicate a large opencast gravel pit to the south
west section of the site, as well as two old Marl Pits to the north west, no records of
mining activity within the site boundary have been ascertained.
The Tutbury Gypsum band is inferred to outcrop in proximity to the south-western
boundary of the site. The Tutbury Gypsum is recognised as an important resource,
and is commercially worked in both open cast and underground mining operations in
the region [8]
3.5 Land Use and Soil Survey Information
A review of historic maps [4] identified that the area that the site is located on has
been predominately agricultural since 1888, with a small number of residential and
farm building being constructed in the area. Between the 1950’s and 1990’s the A38
was constructed to the east of the site.
Soil Survey information is supplied in Section 3.7.
3.6 Archaeological and Historical Investigations
No historical or archaeological investigations have been conducted in the area of
interest.
3.7 Existing Ground Investigation Data
Six boreholes have been identified in BGS [6] records that are located within the
Branston Locks Development Site details of the strata encountered are given in Table
3-3 (depths given in metres below ground level – m bgl). No boreholes are located
within the Phase 1 Access Area (Figure 3).
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 10 - Issued :February 2016
Table 3-3: BGS Borehole Data [6]
Hole River Terrace
Deposits Mercia Mudstone Ground Water
SK22SW138 0m – 4.2m 4.2m – 6.0m* 3.9m
SK22SW136 0m – 3.5m 3.5m – 6.0m* N/A
SK22SW135 0m – 2.4m 2.4m –5.5m* N/A
SK22SW39 0m – 4.3m 4.2m – 11.6m* N/A†
SK22SW60 0m – 8.0m 8.0m – 8.1m* 1.7m
SK22SW60 0m – 7.0m 7.0m – 7.5m* 1.5m
Notes: * Denotes base of stratum not defined
† No groundwater noted, however geology record is from a well
A Geo-environmental Investigation and Quantitative Risk Assessment commissioned
by Nurton Developments Ltd and executed by Shepherd Gilmour Environment Limited
(SGE) in 2009 [9] across the Branston Locks Development Site. This GI work included
106 window sample hole, and 9 percussive boreholes; however only two of these
holes were within the Phase 1 site (location map and bore hole logs presented in
Appendix A). Information contained within the SGE report is useful in forming a
generalised ground profile for the area of interest, despite no in-situ or laboratory
testing was conducted within the Phase 1 area. The geology encountered is
summarised in Table 3-4.
Peat was encountered in five window sample holes located in the southwest of the
development site; these holes are located approximately 350m west of the Phase 1
area.
Groundwater strikes were observed in the sand and gravel deposits from 2m bgl to
5m bgl, rising to a minimum depth of 0.8m bgl.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 11 - Issued :February 2016
Table 3-4: Summary of Geology from SGE 2009 [9]
Stratum General Description Depth m bgl
Topsoil Topsoil 0 to 0.10 – 1.20
Made Ground Brown gravelly clay with gravels
and brick and roof tiles 0 to 0.25 - 1.0
Peat Very soft, spongey, organic rich
peat 0 to 0.8 – 1.20
Clay Firm to stiff brown clay 0.10 – 1.00 to 0.80 – 4.90
Sand and Gravel Fine to course Sand and fine to
course Gravels of mixed lithology 0.30 – 2.90 to 4.50 – 8.10
Mudstone Weak to moderately weak
mudstone 4.80 – 7.60 to >6.10 - > 9.15
Two samples from clay deposits were subjected to Atterberg Limit testing. Results are
displayed in Table 3-5. Results of Atterberg limits test classify the clays as low to
intermediate plasticity.
Table 3-5: Summary of SGE Atterberg Limit Testing [9]
Property Range
Moisture Content 18 - 27%
Liquid Limit 30.8 - 49.6%
Plastic Limit 15.8 - 22.2%
Plasticity Indices 15.0 - 27.4%
A single sample from the clay deposits was tested for coefficient of compressibility,
the results of which are displayed in Table 3-6. This result corresponds to clays of
medium compressibility.
Table 3-6 Summary of SGE One Dimensional Consolidation Test [9]
Exploratory Hole Depth (m bgl) MV (m2/MN)
BH102 2.00-2.45 1.23
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 12 - Issued :February 2016
Fifteen sand and gravel samples were subjected to particle size distribution (PSD)
analysis, the results of which are summarized in Table 3-7.
Table 3-7: Summary of SGE PSD Testing [9]
Test Parameter Result
Particle Size Distribution
Cobbles 0% – 7%
Gravel 10% – 91%
Sand 9% – 64%
Silt 0%
Selected samples were subject to pH, sulphate and sulphur analysis, a summary of
these is provided in Table 3-8.
Table 3-8: Summary of SGE pH, sulphate and sulphur analysis [9]
Parameter Result
pH Conditions 6.1 – 8.8
Soluble sulphate content <0.10 g/l
Total sulphur content <0.01% to 1.7%
Chemical analysis of soils and groundwater from across the development site was
conducted as part of the Shepherd Gilmore’s site investigation; conclusions made for
the entire development site that may be applicable to the Phase 1 Development are:
Elevated Chromium Levels across the site.
Total Petroleum Hydrocarbon (TPH) contamination and elevated Copper and
Zinc concentrations at Lawns Farm.
TPH concentrations and elevated Copper sulphate and arsenic concentrations
within groundwater at the site which may represent a potential risk to
controlled water receptors.
Isolated Selenium contamination within shallow soils.
Potential for asbestos associated with the demolition of existing structures
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 13 - Issued :February 2016
Heterogeneous ground conditions indicating the need for specific site
investigation and risk assessment prior to development.
3.8 Consultation with Statutory Bodies and Agencies
During the design of the GI works the Canal and Rivers Trust (CRT) were consulted;
works were not planned to take place within the CRT’s land, however given the
sampling methodology being used it was important to ensure the GI work did not
result in damage to the canal infrastructure. The CRT reviewed the Risk Assessments
and Method Statements (RAMS), as well as further detailed information relating to
sample locations and methodology. The CRT provided no objections to the planned GI
work as it was to be conducted at a sufficient distance from the canal infrastructure to
not pose a danger to the integrity of the canal.
The Multi-Agency Geographic Information for the Countryside (MAGIC) [10] was
interrogated to identify any points of concern to be considered. The following issues
were identified:
The Branston Water Park local Nature Reserve is present approximately 200m
to the south of the site.
Woodland on the hillside bordering the west of the site is listed in the
National Inventory of Woodland and Trees, and as a Priority Habitat
(Deciduous woodland).
The land within the A38 Branston Roundabout gyratory is classified on the
Priority Habitat Inventory as Deciduous Woodland.
Five species of birds are specified as being previously recorded within the
area. These include Curlew, Lapwing, Redshank, Tree Sparrow and Yellow
Wagtail.
3.9 Flood Records
Environment Agency (EA) flooding records [11] show the Site Access area to be
situated in an area generally of very low, to low risk from flooding from rivers and
surface water (Figure 4). It should be noted that the area to the west of the canal has
a higher risk of flooding than the area to the east.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 14 - Issued :February 2016
A Flood Risk Assessment has been undertaken by SGE in October 2012 [12]. This
report considers the entire Branston Locks Development Site and the area local to the
site. The report concludes that there are relatively low risks of flooding from
numerous sources in the vicinity of the development area and recommends mitigation
measures to reduce flood risk.
3.10 Contaminated Land
No pollution incidents, or previous land uses with potential to contaminate are
recorded within the study area on the EA website [11].
3.11 Other Relevant Information
No other relevant information is known to be applicable to the project at the time of
writing.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 15 - Issued :February 2016
4 FIELD AND LABORATORY STUDIES
4.1 Walkover Survey
The primary function of the site walkover was is to confirm potential issues arising
from preliminary sources of information and also to identify any geotechnical
constraints that may not be discernible from desk study information. The site consists
predominantly of open fields adjacent to Branston Road and the Trent and Mersey
Canal. A residential building (Bridgefield House) and grounds are located in the south
east of the site, with Branston road bordering the grounds to the south and the Trent
and Mersey Canal to the west. The development area is relatively flat however
embankments rise to a height of approximately 5m in border the eastern extent along
Branston Road and the A38. A number of observations made during the site walkover
have been summarised below:
Branston Bridge - located outside of the site area however is likely to be
utilised for site access. Branston Bridge connects Branston Road over the
Trent and Mersey Canal and has a weight limitation of 17 tonnes.
Trent and Mersey Canal - observed to be active with Barges passing through
the area. Damage to the concrete on the western edge of the canal, which
suggests a canal survey may be required to assess the risk of any damage
during construction.
Farmed Fields– surface soils within the farmed areas were observed to be
relatively firm however could not be closely inspected due to access
restrictions. The fields were identified as being recently harvested. Track
imprints from machinery on the soil surface were shallow and indicate intense
rainfall may induce soft ground conditions. Access to fields on both sides of
the canal is good, with gated access and flat conditions. An above ground
storage tank was observed 280m north-west of the existing canal bridge;
labelling indicated this held Liquid Fertiliser (Omex Nitroflo 30% N).
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 16 - Issued :February 2016
Bridgefield House and Grounds was identified as a residential garden and
confirmed as ‘springy underfoot’ owing to turf. A septic tank including surface
assets were identified by the property tenants who reported the septic tank
soakaway as being defective. Additionally the area in front of the building
floods during intense rainfall. An overhead telephone line was observed
coming to Bridgefield House.
Overheard power cables were identified crossing the development site from
southwest to north east. A spur of this line terminates close to the Trent and
Mersey Canal, where it is diverted underground.
4.2 Geomorphological/Geological Mapping
No additional geological or geomorphological mapping has been completed as part of
this geotechnical investigation.
4.3 Ground Investigations
4.3.1 Description of fieldwork
The GI fieldwork was undertaken between 12th and 18th October 2015 by CCG in
general accordance with the Eurocode 7 (EC7) Part 2, Ground Investigation and
testing (1997) [13], BS5930:2015 [14] and BS10175:2001 [15].
The GI scope was specified by Amey to provide geotechnical information required for
the preliminary and detailed design of the Branston Locks Development Site Access
(Phase 1). Specialist GI contractors CCG supplied the following:
A single Commacchio MC300 multi-purpose track mounted rig to advance the
two combined percussive/rotary boreholes up to 20m bgl.
A single Terrier 2002 track mounted rig to advance the six window sample
holes up to 5.00m bgl.
During the GI works adverse ground conditions resulted in hole P1-BH02 failing to
reach target depth; The Amey Engineer on site elected not to continue or re-drill the
hole as sufficient ground information was deemed to have been obtained. Two
additional inspection pits were advanced to identify the make-up of artificial ground
associated with the Trent and Mersey Canal (P1-BH01A) and the A38 embankments
(P1HP-01). Table 4-1 summarizes the locations, extent and installation of the ten
boreholes.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 17 - Issued :February 2016
Table 4-1:2015 GI Borehole Summary [16]
Hole Number
Hole Type Total Depth
(m)
National Grid Reference
Easting Northing Elevation Installation
BH01 Combined Percussive/rotary
Borehole
16.20 421714 321402 47.54 Groundwater monitoring
Standpipe
BH01A Inspection Pit 0.75 421719 321397 48.16 No Installation
BH02
Combined
Percussive/rotary Borehole
3.20 421733 32171 47.76 No Installation
WS01 Window Sample Hole 3.00 421614 321430 47.41 No Installation
WS02 Window Sample Hole 3.00 421649 321514 47.77 No Installation
WS03 Window Sample Hole 3.00 421677 321445 47.54 No Installation
WS04 Window Sample Hole 2.00 421787 321350 48.08 No Installation
WS05 Window Sample Hole 2.00 421826 321413 47.87 No Installation
WS06 Window Sample Hole 4.70 421841 321335 52.58 No Installation
HP01 Inspection Pit 1.05 421903 321329 48.08 No Installation
Drawing No. COSTCDX8620-GEO-002 illustrates the layout of the GI work.
4.3.2 Copy of Ground Investigation Report
Physical and digital copies of the report generated for the GI work have been supplied
by CCG. This factual report [16] presents the locations of all exploratory holes,
borehole logs, and laboratory results; a copy of the report is presented in Appendix B.
4.3.3 Results of in-situ tests
In-situ Standard Penetration Tests (SPTs) utilising split spoon sampler or solid cone
methods were carried out at regular intervals in boreholes in accordance with BS
1377 Part 9 [17] and BS EN ISO 22476-3:2005 [18]. Results are given in the CCG
Factual Report [16] (Appendix B) and displayed in Figure 8 of this report.
BS EN ISO 22476 [18] provides the following equation for adjusting Standard
Penetration Resistance (N) values to account for the energy delivered to the drive
rods (N60 = N value adjusted to a reference energy ratio of 60%):
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Where Er is the energy ratio of the specific test equipment.
The CCG factual report (Appendix B) gives the Er value for the test equipment as
60.76%, therefore the adjusted N60 value is only fractionally higher than the
uncorrected ‘N’ value; when decimal rounding is applied N60 = N, therefore
uncorrected N values are used for the derivations in Section 6.
4.4 Drainage Studies
No drainage studies were completed as part of this geotechnical investigation.
4.5 Geophysical Surveys
No geophysical surveys were completed as part of this geotechnical investigation.
4.6 Pile Tests
No pile testing was completed as part of this geotechnical investigation.
4.7 Other Field Work
On 13th November two inspection pits were excavated to determine the location of
the BskyB fibre optic cables installed in the tow path on the eastern canal bank. This
work was conducted by LG Construction and falls outside the scope of work of the
Ground Investigation being reported in the document. A visual inspection was made
of each hole by the Amey Geotechnical Engineer on site during the GI works. The tow
path appears to have been constructed form re-worked river terrace materials. The
cables were identified in a green four-inch duct at 0.51m depth in the north pit
(321383E, 421731N), and 0.575m depth in the south pit (321366E, 421722N). As the
pits did not form part of the GI work, and at the time of inspection no LG
Construction personnel were not present on site; the Engineer did not interfere with
the pits or services, and no samples were taken.
4.8 Laboratory Investigation
4.8.1 Description of tests
The following laboratory testing was undertaken on soil samples recovered from the
site:
Project Name Branston Locks Development Phase 1
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Geotechnical laboratory testing:
• Natural moisture content (NMC);
• Liquid limit (LL), plastic limit (PL) and plasticity index (PI);
• Particle size distribution (PSD) and sedimentation;
• Quick undrained triaxial testing;
One-dimensional consolidation testing; and
Point load strength testing
Chemical & contamination tests:
• BRE SDI suite (Building Research Establishment);
Waste Acceptance Criteria (WAC) Testing;
Total Petroleum Hydrocarbon Criteria Working Group (TPH-CWG) testing;
Midi-S suite testing; and
Asbestos Screen.
Copies of laboratory testing results are contained within the CCG Factual Report 2015
[16] and are presented in Appendix B.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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5 GROUND SUMMARY
The following geological units were anticipated within the study area following the
review of information sources.
Made Ground
River Terrace Deposits
Weathered Mercia Mudstone
This GIR will utilize the in-situ and laboratory observations and results of the CCG
2015 GI work (Appendix B). Preliminary Geotechnical Design Parameters have been
derived from these ground investigations are outlined in Section 6.
Table 5-1 provides a summary of the general ground conditions present collected
from the borehole data. The determination of Mercia Mudstone Weathering Grades
is outlined in Section 6.5 of this document.
5.1 Geology and Ground Conditions
5.1.1 Geology
All exploratory hole information available to Amey has been reviewed for identifying
the geology across the site. A plan showing the locations of all exploratory holes and
cross-sections across the site are presented in Drawings No. COSTCDX8620-GEO-002
and COSTCDX8620-GEO-003.
The Code of Practice for Site Investigations [14] subdivides anthropogenic soils so as
to differentiate between disturbed natural ground and engineered fill. This report
therefore adopts the following terminology:
“Fill” is placed in a controlled manner.
“Made Ground” is placed without strict engineering control.
Made ground was observed on site, usually as the result of farming. Fill material was
observed in two forms:
1. Granular Fill material associated with the construction of the Trent and Mersey
Canal.
2. Cohesive Fill material associated with the construction of the A38.
Table 5-1 provides a borehole log summary of the encountered Strata.
Project Name Branston Locks Development Phase 1
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Note: 1 Indicates base of strata not observed
2 Weathering grades determined in Section 6.5
Table 5-1: Borehole Log Summary
Stratum
(depth m bgl) BH01 BH01A BH02 WS01 WS02 WS03 WS04 WS05 WS06 HP01
Granular Fill - 0.00 to 0.751
- - - - - - - -
Cohesive Fill - - - - - - - - 0.00 to 4.701
0.00 to 1.051
Made Ground 0.00 to
0.30 -
0.00 to 0.85
- - - 0.00 to
0.40 - - -
River Terrace Deposits 0.31 to
4.70 -
0.85 to 3.201
0.00 to 3.001
0.00 to 3.001
0.00 to 3.001
0.40 to 2.001
0.00 to 2.001
- -
Weathered Mercia Mudstone (Grade IVa)2 4.70 to
6.20 - - - - - - - - -
Weathered Mercia Mudstone (Grade III)2 6.20 to 12.05
- - - - - - - - -
Weathered Mercia Mudstone (Grade II)2 12.05 to 16.201
- - - - - - - - -
Ground water 0.90 - - 2.00 2.50 2.20 - 2.35 - -
Project Name Branston Locks Development Phase 1
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The generalised ground conditions expected to be found across the site are
displayed in Table 5-2 and are noted as metres Above Ordnance Datum (m AOD).
Note that this generalisation does not identify thicknesses of fill material in proximity
to the A38 or Trent and Mersey Canal as these are anticipated to change with the
varying alignment of these earthworks.
Note: 1 Weathering grade determined in Section 6.5.1
2 Indicates base of strata not observed
Table 5-2: Generalised Interpreted Ground Conditions
Stratum From (mAOD) To (mAOD)
Made Ground 47.7m 47.3m
River Terrace Deposits 47.3m 42.8m
Weathered Mercia Mudstone (Grade IVa)1 42.8m 41.3m
Weathered Mercia Mudstone (Grade III) 1 41.3m 35.5m
Weathered Mercia Mudstone (Grade II) 1 35.5m 31.34m 2
Groundwater 45.39m
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6 GROUND CONDITIONS AND MATERIALS PROPERTIES
The strata encountered during the 2015 GI programme, together with depths and
thicknesses are summarised in Section 5. In-situ and laboratory testing results can be
found in the GI Factual Reports attached in Appendices B. A summary of the material
properties for each stratum is provided in Table 6-18. A summary of the derived
geotechnical parameters of each stratum is presented in Table 6-19.
6.1 Granular Fill
6.1.1 Material Description
Granular Fill is observed in hole P1-BH01A only; this was an inspection pit advanced to
0.75m bgl in the ramp to the Branston Road Bridge from the track to the east of the
Trent and Mersey Canal. The Granular Fill is described as brown slightly clayey sandy
gravel, which changes to a slightly sandy clayey gravel at depth. The gravel in both
cases is sub-angular to rounded fine to coarse siliceous material, siltstone, brick concrete
and porcelain.
6.1.2 Material Properties
Classification
One natural moisture content (NMC) tests was conducted on the Granular Fill returning a
NMC value of 13% (Figure 5). One Particle Size Distribution (PSD) tests with pipette
sedimentation was undertaken in the Granular fill, results are provided in Table 6-1 and
Figure 6. The average material is described as a clayey silty sandy gravel.
Bulk Unit Weight
Using guidance given in BS8002:2015 ( [19] Figure 1 p15), and assuming the Granular
Fill to be a medium density gravel / coarse engineered fill above the water table a bulk
density of 17kN/m³ has been assigned to this material.
Table 6-1: Granular Fill PSD analysis results
Hole Depth Clay Silt Sand Gravel Grading
P1-BH01A 0.5m 4 7 22 67 Gap Graded
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Shearing Resistance
Due to the Granular Fill being observed only in a single inspection pit no SPT testing was
conducted in the material; therefore no correlations between SPT N values and strength
or stiffness have been possible.
BS8002:2015 allows for the estimation of the critical state effective angle of shearing
resistance (Φ’) based on soil angularity and grading ( [19]Equation 3 and Table 1 p16
and 18); using this equation the Granular Fill is determined to have Φ’=34°.
Chemistry
Classification of the Aggressive Chemical Environment for Concrete (ACEC) has been
undertaken on one sample from Granular Fill material. This has returned a Design
Sulfate class of DS-1, and ACEC class of AC-1.
One sample of Granular Fill was submitted for Midi-s analysis (As, Cd, Cr, Cu, Ni, Zn, Pb,
Hg, Se, W, S, B, hexavalent chromium, total cyanide, free cyanide, total sulphate,
sulphide, total sulphur, pH, total PAH, phenols, thiocyanate). No results of concern were
received.
Two samples of Granular Fill were submitted for Total Petroleum Hydrocarbon – Criteria
Working Group (TPH-CWG) analysis. No results of concern were received.
One sample of Granular Fill was submitted for Asbestos Screening; no asbestos was
detected.
6.2 Cohesive Fill
6.2.1 Material Description
Cohesive Fill material was observed within P1-WS06 and P1-HP01; both of which were
advanced in the existing A38 embankment. Neither investigation points proved the base
of the stratum, and therefore total thickness of the Cohesive Fill. The material is
described as firm locally friable reddish brown and brown slightly sandy slightly gravelly
to locally gravelly clay. Gravel is angular to sub-rounded fine to coarse siliceous material,
concrete, mudstone, limestone, wood, sandstone and brick. At depth the material is
observed to become soft and the gravel to be made up of angular to sub-rounded fine to
coarse siliceous material and mudstone. The make-up of the Cohesive Fill indicates that
weathered Mercia Mudstone Formation provides a proportion of the source material.
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6.2.2 Material Properties
Classification
Testing undertaken within the Cohesive Fill included four NMC tests and three Atterberg
Limits tests. Plasticity classification has been determined as per BS5930 (2015) [14];
results are displayed in Figures 5 and 7 and average values in Table 6-2.
Table 6-2: Average Atterberg Limit Results – Cohesive Fill
Attribute Average Value
Moisture Content 16%
Liquid Limit 37%
Plastic Limit 20%
Plasticity Index 17%
Three samples were submitted for PSD testing with pipette sedimentation; Figure 6 and
Table 6-3 displays results. The average material is described as a clayey silty gravelly
sand.
Table 6-3: Cohesive Fill PSD analysis results
Hole Depth clay Silt Sand Gravel Grading
P1-HP01 0.5m 12 19 36 33 Appears gap graded1
P1-WS06 0.5m 26 33 31 10 Appears well graded1
P1-WS06 4.0 26 38 28 8 Appears gap graded1
Min 12 19 28 8
Max 26 38 36 33
Average 21 30 32 17
Note 1 10% fraction not recorded thus true grading undetermined.
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Bulk Unit Weight
Using guidance given in BS8002:2015 [19] and assuming the Cohesive Fill to be have
characteristics of both coarse and fine engineering fill above the water table a bulk
density of 19kN/m³ has been assigned to this material.
Shearing Resistance
BS8002:2015 allows for the estimation of the critical state effective angle of shearing
resistance (Φ’) based on the soils Plasticity Index ( [19]Equation 7 p19);
( )
Using this equation with the average Plasticity Index the Cohesive Fill is determined to
have Φ’=26.6°.
Undrained Shear Strength
Cohesive Fill was encountered in one window sample hole (P1-WS06) resulting in five
SPT test being conducted within the material. A review of the results described in Figure
8 shows that the uncorrected SPT ’N’ value steadily decreases with depth, with the
exception of the deepest point in the hole returned an uncorrected ‘N’ value of 50 over
30mm, indicating refusal. Removing this result from the cohort gives an average ‘N’
value of 7. The correlation between uncorrected ‘N’ value, Plasticity Index (PI) and
undrained shear strength (cu) outlined by Stroud (1974) [20] has been utilised to
calculate an average cu value:
The PI of the cohesive fill gives an f1 value of 6, therefore an average cu value of
44kN/m2 can be assigned the Cohesive Fill material; alternatively the fill can be given the
cu value associated to its depth, as is indicated in Table 6-4 and Figure 9.
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Table 6-4: Cohesive Fill Cu, mv value vs Depth
Depth (m bgl) cu (kPa) mv (MN/m2)
1 72 0.14
2 48 0.21
3 36 0.28
4 18 0.56
Deformability
Stroud & Butler (1975) [21] provide the following equation for determining the
coefficient of volume compressibility (mv):
Plasticity Index is used to determine f2. Using this equation an average mv value of
0.3m2/MN can be assigned the Cohesive Fill material; alternatively the fill can be given
the mv value associated to its depth, as is indicated in Table 6-4 and Figure 10.
Chemistry
Classification of ACEC has been undertaken on one sample from Cohesive Fill material.
This has returned a Design Sulfate class of DS-3, and ACEC class of AC-3.
Two samples of Cohesive Fill were submitted for Midi-s analysis. No results of concern
were received.
Four samples of Cohesive Fill were submitted for TPH-CWG analysis. No results of
concern were received.
Two samples of Cohesive Fill were submitted for Asbestos Screening. No asbestos was
detected.
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One sample of Cohesive Fill was submitted for Waste Acceptance Criteria (WAC) testing.
The results of elute analysis are below that of limit values for inert waste; however the
sulphate value of 1600mg/kg exceeds the 1000 mg/kg upper limit for Inert Waste. This
indicates that excavated Cohesive Fill will be required to be disposed of in a licensed
hazardous waste landfill site; however testing will be required of excavated material to
determine the nature of the waste material.
6.3 Made Ground
6.3.1 Material Description
Made Ground was seen within three of the exploratory holes (P1-BH01, P1-BH02 and P1-
WS04), up to a maximum depth of 0.85m bgl. Made Ground has been identified both
within arable agriculture fields, and within the grounds of Bridgefield House. The Made
Ground is described brown slightly sandy clayey gravel to slightly sandy gravelly clay. In
all instances the stratum was observed to have occasional rootlets (<2mm) and the
gravels were angular to rounded fine to coarse siliceous material and siltstone with a
varying content of metal fragments, clinker, slag, wood fragments and twine.
6.3.2 Material Properties
Classification
Testing undertaken within the Made Ground included one NMC test and one Atterberg
Limits test. Plasticity classification has been determined as per BS5930 (2015) [14];
results are displayed in Figures 5 and 7; average values are displayed in Table 6-5.
Table 6-5: Average Atterberg Limit Results – Made Ground
Attribute Average Value
Moisture Content 13%
Liquid Limit 41%
Plastic Limit 25%
Plasticity Index 16%
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One sample was submitted for PSD testing with pipette sedimentation; Figure 6 and
Table 6-6 displays results. The average material is described as a clayey silty gravelly
sand.
Note 1 10% fraction not recorded thus true grading undetermined.
Bulk Unit Weight
Using guidance given in BS8002:2015 [19], and assuming the Made Ground to be a
medium density gravel / sand above the water table a bulk density of 17kN/m³ has been
assigned to this material.
Shearing Resistance
Due to the Made Ground being observed only in inspection pits no SPT testing was
conducted in the material; therefore no correlations between SPT ‘N’ values and strength
or stiffness have been possible.
BS8002:2015 [19] allows for the estimation of Φ’ based on soil angularity and grading;
the Made ground is determined to have Φ’=34°.
Chemistry
ACEC classification has been undertaken on two samples from Made Ground material.
Both samples returned a Design Sulfate class of DS-2, and ACEC class of AC-2.
One sample of Made Ground was submitted for Midi-s analysis. No results of concern
were received.
Two samples of Made Ground were submitted for TPH-CWG analysis. No results of
concern were received.
One sample of Made Ground was submitted for Asbestos Screening. No asbestos was
detected.
Table 6-6: Made Ground PSD analysis results
Hole Depth clay Silt Sand Gravel Grading
P1-BH02 0.7m 15 23 36 26 Appears gap graded1
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6.4 River Terrace Deposits
6.4.1 Material Description
The River Terrace material was identified within seven of the exploratory holes. Only P1-
BH01 encountered the base of the unit at 4.7m bgl, with a total thickness of 4.4m. The
unit is generally described as being grey to brown slightly clayey sandy gravel; however
areas tend to sandy gravelly clay and clay gravelly sand. The River terrace deposits are
observed to be interbedded, with significant variations of particle size and density
present over very small thicknesses.
The gravels were observed to be sub-rounded to rounded fine to coarse siliceous
material, sandstone and siltstone; Cobbles were rarely observed. In sequences of finer-
grained material occasional observations were made of partially decomposed organic
matter.
6.4.2 Material Properties
Classification
Testing undertaken within the River Terrace deposits included twelve NMC test and two
Atterberg Limits test. Plasticity classification has been determined as per BS5930 (2015)
[14]; results are displayed in Figures 5 and 7; average values in Table 6-7.
Table 6-7: Average Atterberg Limit Results – River Terrace Deposits
Attribute Average Value
Moisture Content 9.4%
Liquid Limit 38%
Plastic Limit 24%
Plasticity Index 14%
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Ten samples was submitted for PSD testing with three of those scheduled for additional
pipette sedimentation; Figure 6 and Table 6-8 displays results. River terrace deposit
material shows a wide variation of particle size distributions; however a general trend is
discernible showing low cohesive content, and significant sand and gravel components.
Material grading alternates between gap graded and uniform graded. The average
material is described as a slightly clayey silty very sandy gravel.
Table 6-8: River Terrace Deposit PSD analysis results
Hole Depth Clay Silt Sand Gravel Grading
P1-BH01 0.5m 9 12 47 32 Gap Graded
P1-BH01 1.5m 3 96 1 Uniformly Graded
P1-BH01 3.7m 24 25 51 Appears Gap Graded1
P1-BH02 1.55m 1 38 61 Gap Graded
P1-BH02 2.75m 2 23 75 Gap Graded
P1-WS01 1.4m 3 16 81 Uniformly Graded
P1-WS02 1.0m 5 26 69 Uniformly Graded
P1-WS03 0.2m 13 19 41 27 Appears Gap Graded1
P1-WS03 1.25m 2 9 85 4 Uniformly Graded
P1-WS04 0.5m 14 33 53 Appears Gap Graded1
Min2 1 16 1
Max2 32 96 81
Average2 12 43 45
Note 1 10% fraction not recorded thus true grading undetermined.
2 Min, Max and Average calculated for the sum of Clay and Silt fractions
Bulk Unit Weight
Using guidance given in BS8002:2015 [19], and assuming the River Terrace Deposits to
be dense sands and gravels with a silty component and above the water table a bulk
density of 19kN/m³ has been assigned to this material. Where the material is below the
water table a unit weight of 21kN/m³ has been assigned.
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Undrained Shear Strength
Eighteen SPT tests were conducted within the River Terrace Deposits. A review of the
results described in Figure 8 shows that the uncorrected SPT ’N’ value shows no specific
trend with depth down-hole; the average uncorrected ‘N’ value of the material is 35.
Utilizing the correlation between uncorrected ‘N’ value and undrained shear strength (cu)
outlined by Stroud (1974) [20] an average cu value of 246kN/m2 can be assigned the
River Terrace Deposit material.
Shearing Resistance
BS8002:2015 [19] allows for the estimation of Φ’ based on soil angularity and grading;
using this equation the River Terrace Deposit is determined to have Φ’=32°.
Thomlinson ( [22] Figure 2.13) allows for derivation of Ф’ using SPT results. Using the
average uncorrected ‘N’ value Ф’=37°.
The average Φ’ of 37° derived from the Tomlinson method is recommended for the
material parameter for the River Terrace Material
Stiffness
Bowles (1996) provides equations for the calculation of Undrained Young’s Modulus
(Table 5-6 in [23]) for soils. Using the average material classification described as slightly
clayey silty very sandy gravel the following equation has been used to determine the
Young’s Modulus (Eu):
( )
Therefore the River Terrace Deposits average Eu = 49 MPa.
Thomlinson [22] defines the relationship between undrained and drained Young’s
Modulus (E’) as:
Therefore the River Terrace Deposits average E’ = 29.4 MPa.
Poisson’s Ratio (v) for sands is defined by Thomlinson [22] as 0.1 to 0.3; it is
recommended that a conservative value of v = 0.3 be used for River Terrace Deposits.
Chemistry
Three samples of River Terrace Deposits were submitted for Midi-s analysis. The
following results of note were returned. No results of concern were received.
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Five samples of River Terrace Deposits were submitted for TPH-CWG analysis. No results
of concern were received.
One sample of Made Ground was submitted for WAC testing. Analysis results indicate
that excavated River Terrace Deposit can be classified as Inert Waste; however any
excavated material will require further WAC testing prior to disposal.
6.5 Mercia Mudstone
6.5.1 Material Description
The Mercia Mudstone was identified within P1-BH01 from 4.70m bgl to 16.2m bgl; the
base of the unit was not encountered. The unit was described as reddish brown with
rare blue grey mottling (<10mm) firm slightly sandy clay, developing to a very stiff
slightly sandy gravelly clay with increased depth. The gravels were observed to be sub-
angular fine to coarse extremely weak lithorelics of mudstone. From 12.05m bgl the unit
was described as extremely weak thinly laminated reddish brown mudstone with
occasional veins of light grey gypsum up to 25mm in thickness. Gypsum veins were
observed to predominantly be orientated normal to the mudstone laminations; however
gypsum veins were observed perpendicular to the mudstone laminations linking
horizontal veins 25cm apart.
Weathering grade of the Mercia Mudstone has been determined using weathering
scheme and ranges of index and other properties outlined in CIRIA C570: Engineering in
Mercia Mudstone ( [24] Section 3.2 including Tables 3.2 and 3.3 p28-29). The
weathering profile of the Mercia Mudstone encountered during the 20115 GI is outlined
below:
Grade IVa: 4.7m to 6.2m bgl
Grade III: 6.2m to 12.05m bgl
Grade II: 12.05m to 16.2m bgl
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6.5.2 Material Properties
Classification
Testing undertaken within the Mercia Mudstone included six NMC test and four Atterberg
Limits test. Plasticity classification has been determined as per BS5930 (2015) [14];
results are displayed in Figures 5 and 7; average values in Table 6-9.
Table 6-9: Average Atterberg Limit Results – Mercia Mudstone
Attribute
Grade IVa
Average
Value
Grade III
Average
Value
Grade II
Average
Value
All Results
Average
Value
Moisture Content 20% 21% 16% 20%
Liquid Limit 29% 36% 32% 33%
Plastic Limit 19% 23% 19% 21%
Plasticity Index 10% 13% 13% 12%
Four samples were submitted for PSD testing with pipette sedimentation; Figure 6 and
Table 6-10 displays results. The Mercia Mudstone shows varying grain size distribution
which does not appear to be obviously linked with weathering grade, however the
sample cohort size does not allow for accurate interpretation. An average material
composed of all tested weathering grades is described as a slightly gravelly clayey sandy
silt.
Table 6-10: Mercia Mudstone PSD analysis results
Hole Depth Weathering Clay Silt Sand Gravel Grading
P1-BH01 4.7m Grade IVa 35 55 9 1 Appears Gap Graded1
P1-BH01 6.7m Grade III 15 22 27 36 Uniformly Graded
P1-BH01 9.5m Grade III 33 49 15 3 Appears Gap Graded1
P1-BH01 13.5m Grade II 15 22 52 11 Appears Gap Graded1
Min 15 22 9 1
Max 35 55 52 36
Average 25 37 26 13
Note 1 10% fraction not recorded thus true grading undetermined.
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Bulk Unit Weight
Bulk density values determined for Grade IVa material in consolidation and compression
testing indicate a bulk density of 2.08 Mg/m3, which provides an average bulk unit
weight of 20.4kN/m3.
Using guidance given in BS8002:2015 [19], and assuming the Mercia Mudstone
encountered to be below the water table and a slightly gravelly clayey sandy SILT a bulk
density of 21kN/m³ has been assigned to this material.
Shearing Resistance
BS8002:2015 [19] allows for the estimation Φ’ based on the soils Plasticity. Given the
average PI the Mercia Mudstone weathering grades Φ’ values are determined as follows:
Grade IVa Φ’=29.5°
Grade III Φ’=28.3°
Grade II Φ’=28.1°
Overall Φ’=28.5°
It is recommended that the average overall effective angle of shearing resistance (Φ’) of
28.5° be used for all weathering grades of Mercia Mudstone
Undrained Shear Strength
Eight SPT test were conducted within the Mercia Mudstone; one in Grade IVa, four in
Grade III, and three in Grade II material. A review of the results described in Figure 8
shows that the uncorrected SPT ’N’ value increases with depth downhole. It should be
noted that seven of the eight SPT tests were halted at 50 blows as the tests were unable
to penetrate the required 300mm; these tests were all those carried out in Grade III and
II weathering categories. Table 6-11 provides raw (N) and corrected (N300) SPT values.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 6-11: Corrected SPT values: Mercia Mudstone
Depth
(m bgl) N
Penetration
(mm) N300
Average
N300
Weathering
Grade
6.7 34 300 34 34 IVa
7.9 50 240 63
65 III
8.7 50 210 71
10.2 50 210 71
11.7 50 270 54
13.2 50 20 750
353 II 14.7 50 100 150
16.2 50 90 158
The very low penetration rates observed in the Grade II weathered material indicate
refusal due to the material becoming increasingly competent; therefore derivation of
material properties from SPT values obtained from the Grade II material are not reported
in this document.
The correlation between uncorrected ‘N’ value, PI and cu outlined by Stroud (1974) [20]
has been utilised to calculate an average cu value. The CIRIA guide to Engineering in
Mercia Mudstone [24] gives the average f1 value for the formation as 5. Measured PI
values of the various grades of weathered Mercia Mudstone fall outside the given range
of f1 values; the conservative f1 value of 5 has been used. cu values derived from SPT
results are plotted in Figure 8 with average values for weathering grades are given in
Table 6-12.
Table 2.4 in the CIRIA guide to Piled foundations in weak rock [25] provides engineering
properties of the Mercia Mudstone weathering grades; cu values are displayed in Table 6-
12.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 6-12: Mercia Mudstone cu values – SPT
derived and published data
Grade SPT Derived
cu
CIRIA 181
cu
IVa 170 kPa 850 kPa
III 324 kPa 1090 kPa
II - 1450 kPa
A single undrained unconfined triaxial shear strength test was conducted on Weathering
Grade IVa material obtained from a depth of 5.2 to 5.65m bgl. Table 6-13 displays shear
undrained shear strength versus cell pressure.
Table 6-13: Undrained Unconfined Triaxial testing
– Mercia Mudstone Grade IVa
Cell Pressure
(kPa)
cu
(kPa)
Equivalent Depth
(m bgl)
200 198 9.5
400 269 19.0
600 308 28.5
It is recommended that where derived parameters for cu and E’ are available they be
used in geotechnical design, where they are not figures from CIRIA 181 should be used.
The following values for cu are recommended:
Grade IVa cu= 170 kPa
Grade III cu = 324 kPa
Grade II cu = 1450 kPa
Project Name Branston Locks Development Phase 1
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Deformability
Using Stroud & Butler (1975) [21] to determine the coefficient of volume compressibility
from SPT ‘N’ Value and PI the following values for the weathering grades encountered
have been calculated. The PI values of the Mercia Mudstone range from 10% to 13%;
this results in correlations to f2 falling below the lowest part of the trend line provided by
Stroud and Butler. As a result the f2 value adopted for this calculation is the value
recommended in CIRIA C570 [24] of 0.5. Average values are given below and displayed
in Figure 10.
Grade IVa mv= 0.06 m2/MN
Grade III mv = 0.03 m2/MN
An mv value for Grade II weathering has not been provided as the uncorrected SPT ‘N’
values indicate refusal; thus providing unrealistic values.
A single one dimensional consolidation test was conducted on Weathering Grade IVa
material obtained from a depth of 5.2 to 5.65m bgl. Table 6-14 displays coefficient of
volume compressibility versus pressure range.
Table 6-14: One-dimensional Consolidation
testing – Mercia Mudstone Grade IVa
Pressure Range
(kPa)
mv
(m2/MN)
Equivalent Depth
(m bgl)
0 - 100 0.516 0 - 5
100 - 200 0.115 5 - 10
200 - 400 0.071 10 - 20
400 - 800 0.044 20 - 40
800 - 100 0.017 40 - 0
It is recommended that the following values of mv are used in geotechnical design:
Grade IVa mv= 0.06 m2/MN
Project Name Branston Locks Development Phase 1
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Grade III mv = 0.03 m2/MN
Grade II mv = 0.03 m2/MN
Stiffness
Table 2.4 in the CIRIA guide to Piled foundations in weak rock [25] provides engineering
properties of the Mercia Mudstone weathering grades; Eu values are displayed in Table
6-15.
Thomlinson [22] defines the relationship between undrained and drain Young’s modulus
(E’) as:
Using the methods described above average Eu and E’ for the varying grades of
weathered Mercia Mudstone have been calculated and are displayed in Table 6-15
Poisson’s Ratio (v) is defined by Thomlinson [22] for various material types, values
recommended for use in geotechnical design are listed in Table 6-15.
Table 6-15: Mercia Mudstone Eu, E’ and v values
Weathering
Grade
CIRIA 181
Eu
Derived
E’
Thomlinson
v
IVa 230 MPa 138 MPa 0.5
III 350 MPa 210 MPa 0.2
II 2830 MPa 1698 MPa 0.2
Point Loading
Point load testing was conducted on three samples of Grade II material; two samples
were of mudstone, one of gypsum. Valid fractures were achieved in each test, and Point
Load Strength Index (Is50) values obtained. The International Society for Rock Mechanics
[26] provides the following equation to determine Uniaxial Compressive Strength (C0)
from Is50
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 6-16 provides Is50 and C0 values. Due to the low number of tests conducted Is50
values and information derived from these results should be considered to be indicative
rather than definitive.
Table 6-16: Point Load testing – Mercia Mudstone Grade II
Material
Depth
Downhole m
bgl
Is50
MPa
C0
MPa
Weak Mudstone 12.08 – 12.10 0.39 8.6
Gypsum Vein 14.64 – 14.70 0.22 4.8
Weak Mudstone 16.10 – 16.20 0.30 6.6
Chemistry
Classification of the ACEC has been undertaken on two samples from Mercia Mudstone
material; one from weathering Grade III, the other from Grade II. Table 6-17 provides
Design Sulfate and ACEC classes
Table 6-17: ACEC classifications – Mercia Mudstone
Weathering Design
Sulfate Class ACEC Class
Grade III DS-2 AC-2
Grade II DS-3 AC-3
Project Name Branston Locks Development Phase 1
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6.6 Material Properties Summary
Table 6-18 summarises material properties for the strata encountered during the GI
works, Table 6-19 lists summary geotechnical parameters for these materials.
Table 6-18: Summary of Material Properties
Atterberg Limits SPT Chemical
NMC LL PL PI N300 pH Water Soluble
Sulphate
(%) (%) (%) (%) (mg/l)
Granular Fill 13 - - - - 9.1 230
Cohesive Fill 16 37 20 17 7 7.8 1600
Made Ground 13 41 25 16 - 8 395
River Terrace Deposit
9 38 24 14 35
- -
Mercia Mudstone
Grade IVa
20 29 19 10 34 - -
Mercia Mudstone
Grade III
21 36 23 13 65 8.4 570
Mercia Mudstone
Grade II
16 32 19 13 353 8.2 1800
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 6-19: Characteristic Geotechnical Parameters
Strata γb Ф’ cu mv Eu E’ v DS Class
ACEC
Class
(kN/m3) (°) (kN/m2) (MN/m2) MPa MPa
Granular Fill 17 34 - - - - - DS-1 AC-1
Cohesive Fill 19 27 44 0.3 - - - DS-3 AC-3
Made Ground 17 34 - - - - - DS-2 AC-2
River Terrace Deposit 19 37 246 - 49 29 0.3 - -
Mercia Mudstone
Grade IVa Weathering 21 30 170 0.06 230 138 0.5 - -
Mercia Mudstone
Grade III Weathering 21 28 324 0.03 350 210 0.2 DS-2 AC-2
Mercia Mudstone
Grade II Weathering 21 28 1450 0.03 2830 1698 0.2 DS-3 AC-3
Notes for Table 6-18 and 6-19:
1. Information presented in Table 6-18 is factual values taken from the testing results. However, many of the recorded SPT N values have been extrapolated to an equivalent
300mm penetration with a correction for energy efficiency of 60%.
2. Information presented in Table 6-19 is interpreted design parameters for each material group encountered on site. Please refer to the main text in Section 6 for references
and correlations for the interpretations.
3. Abbreviations: γb = bulk unit weight, NMC = natural moisture content, LL= Liquid Limit, PI = plasticity index, SPT N = standard penetration test N60 , cu = undrained
shear strength, Ф’ = peak effective angle of shearing resistance, E’ = effective Young’s Modulus, Eu = undrained Young’s Modulus, v = Poisson’s Ratio, DS Class =
Design Sulphate Class, ACEC Class = Aggressive Chemical Environment for Concrete Class, mv = compressibility,
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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7 ENGINEERING ASSESSMENT
The PSSR document [2] outlined a preliminary engineering assessment based upon the
ground conditions as they were understood given the historic information available and the
planned alignment given in Drawing No. COSTCDX8620-GEO-001. The primary engineering
considerations were:
Settlement of earthworks and structures constructed on susceptible soils – of
specific concern were clays and peat horizons identified in historic GI work.
The type of material used to construct new embankments.
Potential ground improvement techniques to allow shallow foundations for the new
Trent and Mersey Canal road overbridge.
Piling systems for the new Trent and Mersey Canal road overbridge.
Extensive consideration was given to numerous solutions for these issues, the options
considered the most appropriate for the ground conditions and proposed construction as
were understood from the available information were:
Extraction of problematic ground where necessary or pre-loading where
programme allows.
Granular Fill Embankment.
Continuous-Flight Auger (CFA) piling.
The 2015 GI work has greatly increased the understanding of the subsurface conditions at
the Phase 1 development site; as a result the preliminary engineering assessment has been
reviewed below.
7.1 Ground Model
The generalised ground model is presented in Section 5 of this report; this can be
summarised as:
Made Ground 47.7 – 47.3m bgl
River Terrace Deposit 47.3 – 42.8m bgl
Mercia Mudstone (IVa) 42.8 – 41.3m bgl
Project Name Branston Locks Development Phase 1
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Mercia Mudstone (III) 41.3 – 35.5m bgl
Mercia Mudstone (II) 35.5m bgl +
Engineered fill is present on site associated with the A38 embankments and the Trent
and Mersey Canal; the type and thickness of material is dependent on the location.
7.2 Site Access Road
The proposed Phase 1 Site Access Road is aligned with the existing A38 Branston
Roundabout exit currently used by Branston road. The new road will bear north-west
from the present alignment and cross the Mersey and Trent Canal approximately 15m
north of the existing overbridge. The new road will be constructed on material added to
the northern side of the existing embankment; as the road alignment diverges from the
current road alignment the new embankment will become independent of the existing
earthworks. The embankment leaves the A38 roundabout and loses elevation to meet
the new Mersey and Trent overbridge which requires a minimum clearance of 2.7m
between the level of the tow path and the underside of the bridge. Once the road has
crossed the canal it grades down to the planned ground level, as do planned spurs
leaving the access road.
7.2.1 Settlement Considerations
Settlement of the underlying materials has the potential to cause delays in construction
and damage the completed works; differential settlement an issue of particular concern
due to the following circumstances:
Transition between loaded material types (i.e. where the embankment passes
from current embankment to River Terrace Deposits)
Transition between loading conditions (changes in embankment thickness)
Transition between the embankments and the new road bridge
Settlement of earthworks will be modelled using the information outlined in Section 6. It
is possible to limit the settlement through appropriate choice and design of foundation
solutions; removal of material prone to settlement/consolidation; pre-loading of the
ground to induce settlement and accelerate consolidation; or through construction
planning.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 45 - Issued :February 2016
Table 7-1 summarises the advantages and disadvantages of the options proposed to
reduce differential settlement and consolidation of the embankments.
7.2.2 Material Used for Embankment Fill
The widening of the existing embankments and construction of new embankment
lengths will require the importation of material for the earthworks construction.
Ordinarily either cohesive or granular materials can be used for embankment fill. Both
types of material offer a range of options for exact material type; this will be determined
through design analysis and required slope angles for new embankment, typically
constrained by land take requirements. Placement of both types of material is weather
dependant, as wet conditions will fundamentally change the material properties.
If the settlement or consolidation of the underlying strata is sufficiently problematic the
use of a light-weight fill material such as Pulverised Fuel Ash (PFA) might be considered
to reduce the loading of the soil. PFA is also potentially a cost-effective option if the local
supply of material is abundant, and the planned construction conforms to the criteria set
out in the EA Regulatory Statement 172 [27].
Table 7-2 summarises the advantages and disadvantages of the proposed embankment
fill options.
7.3 Branston Locks Canal Bridge
Branston Locks Canal Bridge will connect the proposed access road on either side of the
Trent and Mersey Canal. The design must conform to design standards set by the Canal
and River Trust and recommendations from the flood risk assessment undertaken by
SGE. These include an aesthetically pleasing appearance, 2.7m clearance from ground
level adjacent to the underside of the bridge and the design must not compromise or
influence inflows from external water sources. The bridge will require significant
foundations to allow it to perform as required. Shallow foundation techniques, such as
pad or raft foundations or a geogrid reinforced earth bridge abutments may be
considered for the development if the bridge loads can be supported by the River
Terrace Deposits. Alternatively, piling systems that may be considered for the
development are:
Sheet piles
Pre-cast driven piles
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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CFA piles
Cast in situ piles
Table 7-3 summarises the advantages and disadvantages of the proposed foundation
options.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 47 - Issued :February 2016
Table 7-1: Settlement Reduction Options For Embankment Construction
Option Recommendation
Dynamic Compaction Not Recommended
For
Can be easily designed and controlled to suit the ground conditions
Many different systems available
Rapid application, provides rapid results where there are granular soils
Against
Settlement will be accelerated, however consolidation will not be addressed, therefore not suitable for all soil types and ground
conditions
Cost of mobilising, running and demobilising equipment
Dynamic solutions will result in noise/vibration issues which will potentially have harmful effects on the existing infrastructure
(services, existing roads, canal)
Effectiveness of treatment is highly dependable on the ground conditions; therefore a risk that the correct depth of treatment
may not be met.
Preloading
and / or
surcharging
Recommended
where
programme
allows
For
Once placed the system will only require monitoring until it is removed
Settlement and consolidation of underlying material will be addressed
The additional use of wick drains will increase the efficiency of the process
Effective option if construction programme allows for the construction of embankments followed by a delay in construction of
the bridge.
Against
Requires the importation and exportation of large quantities of load material
Consolidation to required residual values will take a significant period of time (months)
Use of wick drains will increase the cost of the process
Placement of material will stop any other work being conducted if the preloading is not planned to take place within the
construction programme.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 7-2: Embankment Fill Options
Option Recommendation
Use of cohesive fill Not Recommended
For
Wide range of materials can be considered for use depending on slope requirements
Unit weight of cohesive material is likely to be lower than that of granular; therefore a lower load will be imposed on the
underlying material
Against
Material will be subject to long-term consolidation
Material placement will need to take place in specific weather conditions
Shallower slope angles compared to other options, therefore a larger landtake will be required. Typical slope angles 1 in 3
Use of granular fill Recommended
For
Wide range of materials can be considered for use depending on slope requirements
Free draining
Steeper slope angles than with the use of cohesive fill, therefore steeper slope angles of up to 1 in 2 can be used.
Against
Material placement will need to take place in specific weather conditions
Use of light-weight fill
options (PFA) Not Recommended
For
Light-weight nature will significantly reduce load on underlying strata
Potential cost savings if source of material is local and abundant
Against
Material placement will need to take place in specific weather conditions
Some light-weight fills are classified as waste products, so require permits, specific handling techniques and base layers which
will increase complexity and cost.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
Pad Foundation
Recommended if
bridge loads do not
exceed bearing
capacity of River
Terrace Deposits
For
Reinforcement can be added to carry tensile stresses and required loads
Economic
Minimal vibration when compared to piling solutions
Against
Must be supported on fairly stiff ground, which is unlikely to subside
Foundation size can be very large to cope with high point loads
Requires the bearing capacity of the River Terrace Deposits to be greater than the loads imposed by the bridge
Reinforced Earth
Recommended
subject superficial
deposits having
suitable bearing
capacity for the
required loads
For
Reinforcement of embankment material supports the tensile stresses and required loads imposed by the structure
Economic
Rapid implementation
Does not require materials to be driven in to the underlying formations and groundwater
Minimal vibration when compared to piling solutions
Design and construction can be undertaken by specialist contractors
Proprietary systems are supplied with high quality block facings which can be tailored to be sympathetic to the existing
infrastructure
Against
Must be supported on fairly stiff ground, which is unlikely to subside
Foundation size can be very large to cope with high point loads
Requires the bearing capacity of the River Terrace Deposits to be greater than the loads imposed by the bridge
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
Sheet Piling
Recommended
subject to
successful pile
testing
For
Traditional Construction Methods
Quick and easy to implement
Piles can be driven to formation height
The relatively thin pile cross-section should allow the pile to be driven to depth more easily when compared to other piling
systems
Against
Vibration during installation may exceed limits required for working in the vicinity of the canal
The flat cross-section of the sheet pile will impact on the stiffness of the pile
A facia will be required to cover the sheet piles to aid aesthetics (e.g. concrete panels/block work, brickwork)
Any movement of the pile due to bending will damage the proposed facia
The drivability of the pile will depend on the ground conditions (large cobbles or boulders may deflect or stop piles being driven)
The nature of the River Terrace Deposits may cause significant damage to the piles during installation – damage would be
undetected
Large sheet pile sections may be required leading to the need for a crane on site
Potential delivery issues if long pile lengths are required
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 51 - Issued :February 2016
Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
Pre-cast driven piles Not Recommended
For
Piles can be manufactured to specification off-site; improved Health Safety Environment and Quality control.
Low materials movement on and around site when compared to other methods
Piles can be driven to current ground level for the bridge superstructure (wingwalls and abutment) to be constructed off the
piles
Against
Vibration during installation may exceed limits required for working in the vicinity of the canal
Smooth shaft surface reduces skin friction, so reliance on end bearing pressure critical
Potential for damage to pile during installation going undetected
Pile tops will need to be broken down to the required height – vibration and HS issues
Driving piles through the River Terrace Deposits may prove difficult to reach target depth
River Terrace Deposits are likely to cause significant damage to the pile
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
CFA piles Not Recommended
For
Piles are constructed on site to required specifications
Simple, rapid process
Is not a dynamic, impact intensive process
No hole casing required
Irregular shaft surface increases skin friction
Low noise and vibration generation
Against
Potential for hole collapse or voiding depending on ground conditions
Multi-phase process
Implemented at ground level and a traditional abutment and wingwall bridge structure is used.
Pile tops will need to be broken down to the required height – vibration and HS issues
Integrity of piles dependent on timely concrete supply
Pre-fabricated steel pile cages will be required
River Terrace Deposits are likely to cause significant damage to equipment
River Terrace Deposits are prone to collapse in open-hole situations
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 53 - Issued :February 2016
Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
Driven Cast in situ
piles Not Recommended
For
Piles are constructed on site to required specifications
Simple, rapid process
Is not a dynamic, impact intensive process
Against
Multi-phase process
Requires temporary casing be withdrawn from hole
Implemented at ground level and a traditional abutment and wingwall bridge structure is used
Pile tops will need to be broken down to the required height – vibration and HS issues
Integrity of piles dependent on timely concrete supply
Pre-fabricated steel pile cages will be required
River Terrace Deposits have potential to collapse if insufficient restraining force is in place – upon removal of temporary casing
the pile may lose integrity
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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8 COMPARISON OF PROJECT OPTIONS AND RISKS
The options considered the most appropriate for the ground conditions and proposed
construction are summarised below:
Pre-loading of ground susceptible to settlement where programme allows
Granular Fill Embankment
Reinforced Earth bridge abutments
OR
Sheet Piling (subject to successful pile testing)
A review of the geotechnical and environmental risks associated with the proposed
works has been undertaken. The risks have been evaluated using a risk evaluation
matrix as presented below in Table 8.1. Reference has been made to Part 3 of HD 41/03
‘Maintenance of Highway Geotechnical Assets’ [28] as part of the risk assessment
process.
The risk register is detailed in Table 8.2. The risk register lists the anticipated
geotechnical and environmental hazards associated with the works and the potential
consequences of those hazards. The risk before control of the hazard has been assessed
quantitatively as has the anticipated risk following the proposed response to each
hazard.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 8-1: Risk Evaluation Matrix
LIKELIHOOD (L) X SEVERITY (S) = RISK I
% Likelihood
Severity
TIME, COST, SHE, REPUTATION 1 2 3 4 5
Almost Certain 5 Negligible Impact 1 E.g.
Programme,
budget,
commercial
sensitivity,
SHE risks and
reputation
Lik
elih
ood
5 5 10 15 20 25
Probable 4 Client and Contract strained 2 4 4 8 12 16 20
Possible 3 Client dissatisfaction and damage
to Amey relationships 3 3 3 6 9 12 15
Unlikely 2 Threat to future schemes and
Client/business relationships 4 2 2 4 6 8 10
Negligible 1 Threat to contract credibility 5 1 1 2 3 4 5
Risk Ratings
1 to 5 Green Risk is negligible or of otherwise low severity and shall be set aside for further consideration.
5 to 12 Amber Risk is of concern and shall be subject to further analysis and evaluation.
12 to 25 Red Risk is unacceptable and shall be subject to immediate analysis and evaluation.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
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Table 8-2: Geotechnical Risk Register
Hazard Consequence Risk Before Control Response Risk After Control
(L) (S) I (L) (S) I
Branston Locks Development
Risk of poor ground
conditions under
embankment and
structures
Unacceptable differential and total settlements
due to poor ground conditions 4 4 16
Develop a ground model of settlement analysis
during the detailed design stage. Design
appropriate geotechnical solutions (piles and
settlement mitigation measures).
2 2 4
Encountering
Contaminated
Materials during
construction.
Contamination within shallow soils was
recorded in 2009. Health and Safety
implications to personnel. Delays dependent
on remedial actions.
4 2 8
Pass all suitable ground investigation to the
appointed contractor. Any evidence of
contaminants being encountered to be recorded
and appropriate personnel notified. Suitable PPE
must be worn at all times.
2 1 2
Encountering
unaccounted
contaminants from
historical land use
(Agriculture).
Historical land use indicates extensive farming.
Health and Safety implications to personnel
with regards to contaminants associated with
agriculture.
3 2 6
Any evidence of contaminants being
encountered to be recorded and appropriate
personnel notified. Suitable PPE must be worn at
all times.
2 1 2
Risk of Flooding. The design may increase the flooding risk of
the site. 2 4 8
Account for an increase in flooding risk during
the detailed design stage. Use the existing Flood
Risk Assessment and incorporate design
solutions as recommended.
2 1 2
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- 57 - Issued :February 2016
Table 8-2: Geotechnical Risk Register
Settlement of final
solution.
Low bearing capacity of the soil. Additional
cost and delays to allow re-design. Implication
to health and safety of site personnel and end
users.
3 5 15
Develop a comprehensive ground model. Pass
on all site investigation information to the
designer and appointed contractor. Ensure
appropriate parameters are utilised for the
design based on a comprehensive Ground
Investigation.
2 2 4
Trent and Mersey
Canal
Damage to canal during construction of road
structures. Mass flooding 2 5 10
Follow protocols set by the Canals and Rivers
Trust 1 2 2
Inability of piling
technique to reach
appropriate depth
(boulders in the
River terrace
deposits, skerries in
the Mercia
Mudstone)
Inappropriate geotechnical design leading to
potential failure. 2 5 10
Undertake test piling to confirm the best piling
method for the scheme 1 2 4
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0 Issued: February 2016
9 REFERENCES
[1] Highways Agency, “Design Manual for Roads and Bridges (DMRB) Volume 4 Section 1 Part
2 HD22/08,” Highways Agency, 2008.
[2] Amey, “Branston Locks Development Phase 1: Preliminary Sources Study Report. CON-GE-
BHAM-COSTCDX8620-PSSR,” Amey, Birmingham, 2015.
[3] Microsoft, “Bing Maps,” Microsoft, 27 November 2015. [Online]. Available:
http://www.bing.com/mapspreview?q=map&mkt=en&FORM=HDRSC4. [Accessed 27
November 2015].
[4] Branston Locks Design Access Statement, Birmingham: Node, 2012.
[5] British Geological Survey, 1:50,000 Geological Sheet 140 (Burton Upon Trent) Solid and
Drift Edition.
[6] BGS, “Geoindex,” NERC, [Online]. Available: http://www.bgs.ac.uk/GeoIndex/. [Accessed
02 November 2015].
[7] Coal Authority, “Coal Mining and Brine Gazetteer,” [Online]. Available:
https://www.gov.uk/government/publications/coal-mining-and-brine-subsidence-claim-
search-directory-of-places. [Accessed 09 Novemeber 2015].
[8] BGS, “Gypsum Mineral Planning Fact Sheet.,” Office of the Deputy Prime Minister., 2006.
[9] Shepherd Gilmore, “ Geo-environmental site investigation and generic quantitative risk
assessment, Report no. R0017 DH ME1072.,” Shepherd Gilmour Environment Ltd. , 2009.
[10] DEFRA, “MAGIC,” Natural England, November 2015. [Online]. Available:
http://www.magic.gov.uk/. [Accessed 02 November 2015].
[11] Environment Agency, “What's in your Backyard?,” Environmental Agency, October 2015.
[Online]. Available: http://maps.environment-
agency.gov.uk/wiyby/wiybyController?ep=maptopics&lang=_e. [Accessed 02 Novemeber
2015].
[12] Shepherd Gilmore, “ Flood Risk Assessment; Branston Locks, Burton upon Trent,”
Shepherd Gilmour Environment Ltd. , 2012.
[13] British Standards Institution, “BS-EN1997-2:2007, EN Eurocode 7 Part 2: Ground
Investiation and Testing,” British Standards Institution, 2007.
[14] Bristish Standards Institution, “BS5930:2015. Code of Practice for Site Investigations,”
Bristish Standards Institution, 2015.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0 Issued: February 2016
[15] British Standards Institution, BS10175:2011,Code of Practice for Investigation of Potentially
Contamniated Sites, British Standards Institution, 2011.
[16] CC Ground Investigations Ltd, “Branston Locks Ground Investigation Report C4877,” CC
Ground Investigations Ltd, Gloucester, 2015.
[17] British Standards Institute, “BS1377-9:1990 Methods ofor Testing For Soils For Civil
Engineering Purposes Part 9. In-Situ Tests,” British Standards Institute, British Standards
Institute, 1990.
[18] British Standards Institute, “BS EN ISO22476-3:2005, Geotechnical Investigaion and
Testing: Standard Penetration Test,” British Standards Institute, 2005.
[19] British Standards Institution, “Code of Practice for Earth Retaining Structures,” British
Standards Institution, 2015.
[20] M. Stroud, “The Standard Penetration Test - its application and interpretation,” in
Proceedings of the European Symposium on Penetration Testing (ESOPT I), 1974.
[21] M. Stroud and B. F. Butler, “The standard penetration test and the engineering properties
of glacial materials,” in Proceedings of the Syposium on Engineering Properties of Glacial
Materials, Midlands Geotechnical Society, Birmingham, 1975.
[22] M. Tomlinson, “Foundation Design and Construction,” Pearson Education Ltd, 2001.
[23] J. Bowles, Foundation Analysis and Design, McGraw-Hill, 1996.
[24] Construction Industry Research and Information Association, “CIRIA C570: Engineering in
Mercia Mudstone,” Construction Industry Research and Information Association, London,
2001.
[25] CIRIA, “Piled Foundations in weak rock,” DTI, London, 1999.
[26] International Society for Rock Mechanics, “RTH 325-89: Suggested methods for
determining point load strength,” International Society for Rock Mechanics, 1984.
[27] Environment Agency, The Regulation of the Use of Unbound Pulverised Fuel Ash and
Furnace Bottom Ash, Environment Agency, 2014.
[28] The Highways Agency, “HD 41/03 Design Manual for Roads and Bridges: Maintenanve of
Highway Geotechnical Assets,” The Highways Agency, 2003.
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0 Issued: February 2016
10 GLOSSARY
Abbreviation Meaning
AOD Above Ordnance Datum
ACEC Aggressive Chemical Environment for Concrete
bgl Below Ground Level
BS British Standard
BGS British Geological Survey
BRE Building Research Establishment
CCG CC Ground Investigations (Ltd)
CFA Continuous-Flight Auger
CIRIA Construction Industry Research Information Association
CRT Canal and River Trust
cu Undrained Shear Strength
C0 Uniaxial Compressive Strength
DMRB Design Manual for Roads and Bridges
EA Environment Agency
EC7 Eurocode 7
Er Energy Ratio
Eu Young’s Modulus
E’ Drained Young’s Modulus
GI Ground Investigation
GIR Ground Investigation Report
HE Highways England
Is50 Point Load Strength Index
kN Kilonewton
l Litre
LL Liquid Limit
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0 Issued: February 2016
Abbreviation Meaning
m Metre
mm Millimetre
MAGIC Multi-Agency Geographic Information for the Countryside
mg Milligrams
MN Meganewton
mv Coefficient of Volume Compressibility
N Standard Penetration Resistance
N60 Standard Penetration Resistance adjusted to a reference energy ratio of 60%
N300 Standard Penetration Resistance corrected to 300mm drive
NMC Natural Moisture Content
OS Ordnance Survey
PFA Pulverised Fuel Ash
PI Plasticity Index
PL Plastic Limit
PSD Particle Size Distribution
PSSR Preliminary Sources Study Report
RAMS Risk Assessments and Method Statements
SCC Staffordshire County Council
SGE Shepherd Gilmore Environment Limited
SPT Standard Penetration Test
TPH Total Petroleum Hydrocarbon
TPH-CWG Total Petroleum Hydrocarbon - Criteria Working Group
v Poisson’s Ratio
WAC Waste Acceptance Criteria
Φ’ Critical State Effective Angle of Shearing Resistance
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0 Issued: February 2016
11 FIGURES
Figure Number Title
1 Site Location Maps
2 Superficial and Bedrock Geology
3 BGS Bore Hole Locations
4 Flood Risk Zones
5 Moisture Content, Plastic Limit and Liquid Limit vs. Depth – All Strata
6 Particle Size Distribution – All Strata
7 Atterberg Line Plot – All Strata
8 SPT ‘N’ Value vs. Depth Down-hole – All Strata
9 cu vs. Depth Down-hole – All Strata
10 mv vs. Depth Down-hole – All Strata
Burton Upon Trent Branston Locks Development Phase 1: Site Access
Branston Locks Development Site
Ground Investigation ReportFigure
Reference:Figure 01
Title: Site Location Maps
Report:
Reproduced from Ordnance Survey map with the permission of the controller of H.M.
Stationery Office © Crown copyright reserved. Licence no. 100033905
Project: Brantson Locks Development: Phase 1Report
Reference:CON-GE-BHAM-COSTCDX8620-GIR-001
Branston Locks Development Site Boundary
Phase 1 Site
Phase 1 Site
Source : BGS Geoindex
Figure 2
Project: Brantson Locks Development: Phase 1
Report: Ground Investigation Report
Title: Superficial and Bedrock Geology
Report
Reference
CON-GE-BHAM-COSTCDX8620-
GIR-001
Figure
Reference
N
Branston Locks Development Site
Phase 1 Access Site
Figure 3
Brantson Locks Development: Phase 1
Ground Investigation Report
BGS Borehole locations
CON-GE-BHAM-COSTCDX8620-
GIR
Figure
Referece:
Source : British Geological Survey [Ref 6]
Report
Reference
Title:
Report:
Project:
N
Phase 1 Access
Flooding Risk from Surface Water Flooding Risk from Rivers & Seas
Chance of flooding/year Chance of flooding/year
greater than 1 in 30
1 in 100 to 1 in 30
1 in 1000 to 1 in 100
greater than 1 in 30
1 in 100 to 1 in 30
Project: Brantson Locks Development: Phase 1Report
Reference:CON-GE-BHAM-COSTCDX8620-GIR-001
1 in 1000 to 1 in 100
less than 1 in 1000less than 1 in 1000
Ground Investigation ReportFigure
Reference:Figure 4
Title: Flood Risk Zones
Report:
CON-GE-BHAM-COSTCDX8620-001 Figure 5
Project:
Report:
Title:
Report
Reference:
Branston Locks Development Phase 1
Ground Investigation Report
Moisture Content, Plastic Limit and Liquid Limit vs. Depth - All Strata
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
0 10 20 30 40 50
Dep
th (m
AO
D)
Moisture Content (%)
MC, PL and LL vs. Depth - All Strata
Made Ground MC Made Ground LL Made Ground PL
Granular Fill MC Cohesive Fill MC Cohesive Fill LL
Cohesive Fill PL River Terrace Deposits MC River Terrace Deposits LL
River Terrace Deposits PL Weathered Mercia Mudstone Formation MC Weathered Mercia Mudstone Formation LL
Weathered Mercia Mudstone Formation PL
Report
Reference:
Particle Size Distribution - All Strata
Figure 6CON-GE-BHAM-COSTCDX8620-001Figure
Reference:
Project:
Report: Ground Investigation Report
Title:
Branston Locks Development Phase 1
0.002
0.006 0.02 0.06 0.2 0.6 2 6 20 60 200
0
10
20
30
40
50
60
70
80
90
100
Perc
enta
ge P
assin
g (
%)
Particle Size (mm)
Particle Size Distribution - All Strata
Cohesive Fill Granular Fill
Made Ground River Terrace Deposit
Mercia Mudstone Weathering Grade IVa Mercia Mudstone Weathering Grade III
Mercia Mudstone Weathering Grade II
CLAY SILT SAND GRAVEL
COBBLES fine medium coarse fine medium coarse fine medium coarse
Project:
Report:
Title:
Report
Reference:
Figure
Reference:
Branston Locks Development Phase 1
Ground Investigation Report
Atterberg Line Plot - All Strata
Figure 7CON-GE-BHAM-COSTCDX8620-001
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Pla
sti
cit
y I
nd
ex(%
)
Liquid Limit (%)
Aline Cohesive Fill (Av) Cohesive Fill Made Ground River Terrace Deposit (Av)
River Terrace Deposit Mercia Mudstone Weathering Grade IVa Mercia Mudstone all Grades (Av) Mercia Mudstone Weathering Grade III Mercia Mudstone Weathering Grade II
CL CI CH
ML MI
CV
MV MH
Figure 8
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: SPT N Value vs. Depth Down-hole - All Strata
Report
Reference:CON-GE-BHAM-COSTCDX8620-001
Figure
Reference:
NOTES: - SPT derived Mass Shear Strength from Stroud c = f1*N (f1 = 5.5 - 5.8)
- HV Mass Shear Strength values limited to 120 kPa
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
0 20 40 60 80 100 120 140 160
Dep
th (
m A
OD
)
SPT N values
SPT N value vs. Depth- All Strata
Cohesive Fill RTD
Mercia Mudstone Weathering Grade IVa Mercia Mudstone Weathering Grade III
Mercia Mudstone Weathering Grade II
Mercia Mudston G II 34.4m SPT N = 750
Cohesive Fill 47.84m SPT N = 500
Figure 9
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: cu vs. Depth Down-hole - All Strata
Report
Reference:CON-GE-BHAM-COSTCDX8620-001
Figure
Reference:
NOTES: - SPT derived Mass Shear Strength from Stroud c = f1*N (f1 = 5.5 - 5.8)
- HV Mass Shear Strength values limited to 120 kPa
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
0 100 200 300 400 500 600
Dep
th (
m A
OD
)
Cu (kPa)
cu value vs. Depth- All Strata
Cohesive Fill
RTD
Mercia Mudstone Weathering Grade IVa
Mercia Mudstone Weathering Grade III
Figure 10
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: mv vs. Depth Down-hole - All Strata
Report
Reference:CON-GE-BHAM-COSTCDX8620-001
Figure
Reference:
NOTES: - SPT derived Mass Shear Strength from Stroud c = f1*N (f1 = 5.5 - 5.8)
- HV Mass Shear Strength values limited to 120 kPa
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Dep
th (
m A
OD
)
Mv values
mv value vs. Depth- All Strata
Cohesive Fill RTD
Mercia Mudstone Weathering Grade IVa Mercia Mudstone Weathering Grade III
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0 Issued: February 2016
12 DRAWINGS
Drawing Number Title
COSTCDX8620-GEO-001 Branston Locks Development: Site Location Plan
COSTCDX8620-GEO-002 Branston Locks Development: Exploratory Hole Location Plan
COSTCDX8620-GEO-003 Branston Locks Development: Geological Cross-Section
Revisions
Rev Date Detail
By
Site Location Plan
Branston Lock
Development
Trim
to this line for A1
.
.
010
20
30
40
50
100
A1
\\idhrs001\Consdata\RailD
ata\Projects\ID
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eotechnical Projects\Staffordshire Infrastructure+
\Branston Locks D
evelopm
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\W
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STCD
X8620-G
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-001.dw
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A1
Drawing No. Revision
Scale
Size
A1
Grid Reference
Produced Checked
Prepared
The Built County - Highways
1 Staffordshire Place
C/O Wedgwood Building,
Tipping Street
Stafford, ST16 2DH
Drawing No.Revision
Date
Status
COSTCDX8620-GEO-001
P1
F
21.09.15
1:1000IT NM TB
SK2221
Preliminary
LEGEND
Site Location
Approximate Extents of
Phase One Works
Approximate Extents of
Phase Three Works
Site Location
NOTES
1. Phase Extents are approximate, they should be
used for guidance and site location purposes only.
0.000
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Phase One
Phase Three
Revisions
Rev Date Detail
By
P1 27.11.15 For Issue NM
Exploratory Hole
Location Plan
Branston Lock
Development
Trim
to this line for A1
..
010
20
30
40
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100
A1
\\ID
HRS001\ConsD
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STCD
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-002 &
003.dw
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Drawing No. Revision
Scale
Size
A1
Grid Reference
Produced Checked
Prepared
The Built County - Highways
1 Staffordshire Place
C/O Wedgwood Building,
Tipping Street
Stafford, ST16 2DH
Drawing No.Revision
Date
Status
COSTCDX8620-GEO-002
P1
COSTCDX8620-GEO-002
P1
27.11.15
1:500IT NM TB
SK2221
SHARED
LEGEND
Combined Cable Percussive
and Rotary Boreholes
Window Sample Holes
Inspection Pits
Section Marker
NOTES
1. Borehole locations are accurate to six significant
figures as shown in the Borehole Location Table
below.
Borehole Location Table
Hole ID
Easting
(x)
Northing
(y)
Ground
Level
(mAOD)
P1-BH01421714
321402 47.54
P1-BH01A 421719 321397 48.16
P1-BH02 421733 321371 47.76
P1-WS01 421614 321430 47.41
P1-WS02 421649 321514 47.77
P1-WS03 421677 321445 47.54
P1-WS04 421787 321350 48.08
P1-WS05 421826 321413 47.87
P1-WS06 421841 321335 52.58
P1-HP01 421903 321329 48.08
N
A
003
A
003
A
0
0
3
A
0
0
3
Revisions
Rev Date Detail
By
P1 06.01.16 For Issue NM
Geological Long Section
Branston Lock
Development
Trim
to this line for A1
..
010
20
30
40
50
100
A1
\\ID
HRS001\ConsD
ata\RailD
ata\Projects\ID
H - G
eotechnical Projects\Staffordshire Infrastructure+
\Branston Locks D
evelopm
ent\CAD
\W
IP\1 Live D
rgs\CO
STCD
X8620-G
EO
-002 &
003.dw
g
003
Drawing No. Revision
Scale
Size
A1
Grid Reference
Produced Checked
Prepared
The Built County - Highways
1 Staffordshire Place
C/O Wedgwood Building,
Tipping Street
Stafford, ST16 2DH
Drawing No.Revision
Date
Status
COSTCDX8620-GEO-003
P1
COSTCDX8620-GEO-003
P1
27.11.15
1:500IT NM TB
SK2221
SHARED
LEGEND
Combined Cable Percussive
and Rotary Boreholes
Window Sample Holes
Inspection Pits
NOTES
1. For details of Weathering grades for Mercia
Mudstone, refer to Section 6.5 of the Ground
Investigation Report:
CON-GE-BHAM-COSTCDX8620-GIR-001.
2. Borehole strips are horizontally exaggerated for
better visibility.
LEGEND
Made Ground
Granular Fill
Cohesive Fill
River Terrace Deposits
Weathered Mercia Mudstone
(Grade IV)
Ground Water Encountered
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- A.1 - Issued: February 2016
Appendix A Shepherd Gilmore Environment
Limited: Report no. R0017 DH
ME1072 borehole locations &
extracts
Project Name Branston Locks Development Phase 1
Document Title Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- B.2 - Issued: February 2016
Appendix B CC Ground Investigation Ltd:
Factual Ground Investigation
Report
FACTUAL REPORT
SITE: Branston Lock Development CLIENT: Staffordshire County Council / Nurton Development
(Quintus) LTD ORDER No: 48000040114/006 DATE: 07 January 2016 REPORT No: C4877
CC Ground Investigations Ltd Report C4877
CONTENTS
REPORT
1. INTRODUCTION 1
2. SITE DESCRIPTION AND GEOLOGY 3
2.1 Site Description 3
2.2 Geology 3
3. GROUND INVESTIGATION 4
3.1 Fieldwork 4
3.2 In Situ Testing 6
3.3 Logging 6
3.4 Laboratory Testing 7
4. REFERENCES 9
APPENDICES
Appendix A – Site Plan
Appendix B – Exploratory Hole Data
Appendix C – Laboratory Test Results
Appendix D – SPT Calibration Data
CC Ground Investigations Ltd Report C4877
Page 1
1. INTRODUCTION
This investigation was carried out by CC Ground Investigations Ltd (CCGI) on the
instruction and on behalf of Staffordshire County Council / Nurton Development
(Quintus) LTD (The Client) under the technical direction of Amey OWR Limited.
The purpose of the ground investigation was to provide information to assist in the
design of Branston Locks Development Phase 1; a new access route from the A38
roundabout, canal bridge and roads in to the Branston Locks Development.
The scope of the ground investigation was defined in the Engineer’s specification,
reference: Ground Investigation Specification Staffordshire County council‐
Branston Locks Development (CON‐GE‐BHAM‐COSTCDX8620‐GI‐001‐Revision 0).
This report describes the work carried out by CC Ground Investigations Ltd and
presents the findings.
All information, comments and opinions given in this report are based on the
ground conditions encountered during the site work, and on the results of
laboratory and field tests performed during the investigation. There may however
be conditions at or adjacent to the site which have not been taken into account,
such as unpredictable soil strata and water conditions between or below
exploratory holes. A careful watch should be maintained during any future
groundworks and the comments of this report reviewed as necessary.
This report has been prepared for Staffordshire County Council / Nurton
Development (Quintus) LTD and Amey OWR Limited. This report shall not be
CC Ground Investigations Ltd Report C4877
Page 2
relied upon or transferred to other parties without the written consent of CC
Ground Investigations Ltd. Should any information contained within this report
be used by any unauthorised third party it is done so at their own risk and shall
not be the responsibility of CC Ground Investigations Ltd.
CC Ground Investigations Ltd Report C4877
Page 3
2. SITE DESCRIPTION AND GEOLOGY
2.1 Site Description
The area of investigation comprises a small residential area and local nature
reserve, North of Branston Road with the land currently used for agricultural
purposes, which consists of predominantly open fields at, nearest postcode DE14
3EZ. The site is centred on the approximate National Grid Reference SK 21705
21302.
2.2 Geology
Geological Records (British Geological Survey (BGS), England and Wales sheet 140
Burton upon Trent 1:50,000 scale) indicate the site is underlain by superficial
deposits of Holme Pierrepont Sand and Gravel Member, part of the Trent Valley
Formation. Underlying solid geology comprising mudstones of the Mercia
Mudstone Group is recorded.
CC Ground Investigations Ltd Report C4877
Page 4
3. GROUND INVESTIGATION
3.1 Fieldwork
Ten exploratory holes were carried out between 12th and 17th of November 2015.
All exploratory hole locations are shown on the site plan (Appendix A). The
exploratory hole locations were set out by CCGI as directed by the Client on site.
The fieldwork was carried out in general accordance with BS5930, Amendment 2
(2010).
The boreholes, referenced P1‐BH01, P1‐BH01A and P1‐BH02 (Exploratory Hole Data
– Appendix B) were formed using a track mounted Comacchio MC300 multi
purpose rig. Following CAT scanning hand tools were used to excavate an
inspection pit to a maximum depth of 1.20m to check for buried services. Bulk and
environmental soil samples were taken and retained from the inspection pits. The
boreholes were then advanced using percussive sampling techniques to produce
continuous disturbed samples ranging between 112mm and 98mm diameter.
On refusal of percussive sampling the boreholes were continued by rotary core
drilling techniques utilising a water/polymer flush. A double‐tube swivel core barrel
with a semi‐rigid plastic liner was utilised to recover continuous cores of 91mm
diameter.
Undisturbed samples of 100mm nominal diameter were taken in suitable cohesive
material using an open drive sampler U(T)100. The samples were wax sealed on site
to prevent moisture loss.
CC Ground Investigations Ltd Report C4877
Page 5
The boreholes, referenced P1‐WS01 to P1‐WS06 (Exploratory Hole Data – Appendix
B) were formed using a track mounted Terrier drilling rig. Following CAT scanning
hand tools were used to excavate an inspection pit to a maximum depth of 1.20m
to check for buried services. Bulk and environmental soil samples were taken and
retained from the inspection pits. The boreholes were then advanced using
percussive sampling techniques to produce continuous disturbed samples ranging
between 83mm and 71mm diameter.
Soil samples were retained in semi‐rigid plastic liners, which were capped on site to
prevent moisture loss.
Boreholes were monitored for groundwater ingress as they were advanced. Upon
encountering water, sampling was temporarily stopped to allow the level to
stabilise. Water levels were also recorded at the start and finish of each shift, on
completion of the borehole and are presented on the relevant log.
On completion, a gas/water monitoring standpipes was installed in P1‐BH01. Each
installation consisted of a 50mm ID HDPE slotted tube set in a filter response zone
of limestone free gravel. The installation was sealed above and below with a
bentonite pellet seal and accessed via a valve assembly. The installation was
protected at the surface by a lockable stopcock cover set in concrete. Installation
details are given on the relevant borehole log.
The inspection pits, referenced P1‐BH01A and P1‐HP01 (Exploratory Hole Data –
Appendix B) were undertaken to provide further information in close proximity to
the existing embankment and canal towpath. Representative bulk disturbed and
environmental soil samples were taken at a range of depths.
CC Ground Investigations Ltd Report C4877
Page 6
On completion, all remaining positions were backfilled with bentonite pellets and
arisings with the surface reinstated.
Subsequent to fieldwork, all exploratory hole positions were surveyed and National
Grid co‐ordinates and levels are presented on the relevant log.
On completion of fieldwork all samples were brought to CCGI’s office for storage.
3.2 In Situ Testing
Standard penetration tests (SPT) were carried out in general accordance with BS EN
ISO 22476‐3:2005. A split barrel or a solid cone was used depending upon the
materials encountered and the split barrel samples retained as small disturbed
samples. The SPT N value was taken as the number of blows to penetrate the
300mm test drive following a 150mm seating drive. Where low penetration was
recorded the seating drive was terminated at 25 blows and the test drive
completed after a further 50 blows. SPT results are summarised as uncorrected N
values on the borehole logs and . SPT hammer calibration data is presented in
Appendix D.
3.3 Logging
Soil and rock samples from the exploratory holes were logged by an Engineering
Geologist in general accordance with BS5930, Amendment 2 (2010). Bulk, small
disturbed, core and environmental soil samples were taken retained at a range of
depths. Environmental soil samples were stored on site in temperature controlled
conditions. Soil and rock descriptions are presented in the borehole logs together
CC Ground Investigations Ltd Report C4877
Page 7
with details of sampling, in situ testing and relevant comments on drilling
techniques.
Prior to logging photographs of the samples were taken and are presented
following the relevant log.
3.4 Laboratory Testing
The following laboratory tests were carried out by Professional Soils Laboratory
(UKAS No. 4043) in accordance with BS1377:1990, Parts 1 to 8, unless otherwise
stated. The results are presented in Appendix C.
Test Type No. of Tests Remarks
Natural Moisture Content 24 The results are shown on the summary of soil classification tests.
Liquid and Plastic Limits 11 The results are shown on the plasticity chart and summary of soil classification tests.
Particle Size Distribution (wet sieving method)
19 The fine fractions of 12 of these tests were further analysed using the pipette method.
One Dimensional Consolidation 1
Multi‐stage Quick Undrained Triaxial Test
1 Carried out on a full diameter UT100 sample.
Point Load Strength 3 ISRM RTH 325‐89 SR12
BRE SD1 chemical testing suite for soil and water
6 Testing carried out by Chemical Testing Laboratories in accordance with BRE Special Digest 1.
CC Ground Investigations Ltd Report C4877
Page 8
A range of chemical tests were carried out on soil and water samples by i2
Analytical (UKAS No. 4041). Testing was carried out in accordance with ISO 17025.
The results are tabulated and presented in Appendix C.
CC GROUND INVESTIGATIONS LIMITED
Mike Atherton BSc (Hons) FGS Rob Clarke. BSc (Hons) MSc (Eng) FGS Senior Engineering Geologist Director
CC Ground Investigations Ltd Report C4877
Page 9
4. REFERENCES
British Geological Society, Solid and Drift Sheet 140, Burton Upon Trent, 1:50,000 scale
BRE Special Digest 1:2003: Concrete in aggressive ground. Part 1.
BS 5930+A2:1999 (2010), Code of Practice for Site Investigations
BS 1377: Parts 1 to 9 (1990), Methods of Tests of Soils for Civil Engineering Purposes
BS EN ISO 14688: Part 1: (2002), Identification and description of soil.
BS EN ISO 14688: Part 2: (2004), Principles for a classification of soil.
BS EN ISO 14689: Part 1: (2003), Identification and description.
BS EN ISO 22475: Part 1: (2006), Technical principles for execution.
BS EN ISO 22476: Part 3: (2005), Standard penetration test.
ISRM RTH 325‐89 SR12, Suggested Method for Determining Point Load Strength.
CC Ground Investigations Ltd Report C4877
APPENDIX A
Appendix A – Site Plan
Site Layout Plan
Contract No: C4877
Staffordshire County Council
Appendix A
Branston Lock Development
Drawn by: Scale:
MA NTS
Notes:
Reproduced from base plan provided by Engineer
CC Ground Investigations Ltd Report C4877
APPENDIX B
Appendix B – Exploratory Hole Data
CC Ground Investigations Ltd
KEY TO EXPLORATORY HOLE LOGS
Logging
The logging of soils and rocks has been carried out in general accordance with BS 5930:1999 (Amendment No.2, 2010).
Sample no/type
C Core run / sample X Dynamic sample D Small disturbed sample B Large disturbed sample U Undisturbed sample UT Thin walled undisturbed sample W Water sample ES Environmental SPT Standard Penetration Test carried out CPT Solid Cone Penetration Test carried out
Water levels
Initial Water Strike Level after monitoring 3.00m Standing Level
Insitu Tests
S 30 Split spoon sampler (SPT) followed by N Value (EN ISO 22476-3:2005) C 30 Solid cone (CPT) followed by N Value (EN ISO 22476-3:2005) *240 Where full test drive not completed, linearly extrapolated N value reported. ** No effective penetration H 30 Hand Vane – direct reading in kPa. Re* denotes refusal (i.e. >140 kPa)
Sample range
Undisturbed sample Core run
Installation Details
Porous Tip Screened Standpipe Bentonite seal
Plain standpipe Granular response zone Concrete
Grout Arisings backfill
C U(T)100
Undisturbed
sample
Rotary core sub-
sample
47.24
47.04
46.69
46.04
45.09
42.84
41.34
0.30
0.50
0.85
1.50
2.45
4.70
6.20
(0.65)
(0.95)
(2.25)
(1.50)
(3.00)
MADE GROUND: Grass over brown slightly sandy clayeyGRAVEL with frequent roots and rootlets (<2mm). Gravelis sub-angular to rounded fine to coarse of siliceousmaterial, siltstone and 1 no. metal fragment (<50mm).Soft brown and orangish brown slightly gravelly sandyCLAY with rare roots and rootlets (<1mm). Gravel issub-rounded to rounded fine to coarse of siliceousmaterial and siltstone.Soft brown and dark grey locally black clayey verygravelly SAND with a slight organic odour. Gravel issub-angular to sub-rounded fine to coarse of siliceousmaterial and siltstone.Light grey and grey slightly clayey gravelly SAND. Gravelis sub-rounded to rounded fine to coarse of siliceousmaterial and siltstone.1.20-1.50m: Locally very gravelly.1.20-1.50m: Medium dense.Light grey and grey slightly clayey slightly gravelly SAND.Gravel is sub-rounded to rounded fine to medium ofsiliceous material.2.20-2.65m: Medium dense to dense.Grey and light grey locally mottled brown and off whitevery clayey very sandy GRAVEL with low cobble content.Gravel is sub-angular to rounded fine to coarse ofsiliceous material, siltstone and sandstone. Cobbles arerounded of siliceous material.3.20-3.64m: Very dense.3.70-3.90m: Brown locally bluish grey clayey sandygravel.4.00-4.20m: Very sandy.4.20-4.65m: Medium dense.
4.50-4.70m: Slightly sandy.
Firm indistinctly thinly laminated brown and reddishbrown slightly sandy silty CLAY with rare light bluish greymottle (<10mm).
5.50-6.20m: Locally friable.
Very stiff indistinctly thinly laminated brown and reddishbrown slightly sandy silty CLAY with rare bluish greymottling (<10mm).6.20-6.80m: Locally gravelly. Gravel is sub-angular fineto coarse of extremely weak mudstone lithorelicts.
Seepage
BESB
ESB
ES
BES
SPT
B
SPT
B
SPT
D
D
D
CPT
B
UT100
D
B
SPT
B
0.10
0.30
0.50
1.00
1.20 - 1.65
1.50 - 2.20
2.20 - 2.65
2.45 - 3.20
3.20 - 3.64
3.50 - 3.70
3.70 - 3.90
4.00 - 4.20
4.20 - 4.65
4.70 - 5.20
5.20 - 5.65
5.65 - 5.75
6.20 - 6.70
6.70 - 7.15
7.00 - 7.90
S 26
S 30
S*52
C 18
S 34
0.90 Nil 0.90 3.203.207.907.90
3.203.205.305.30
0.002.301.902.30
12/11/15 12/11/201513/11/201513/11/201516/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Comacchio MC300 multi purpose track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous dynamic sampled (128mm and 113mm diam) 1.20-7.90m. Waterflush rotary coring using T6-116 corebarrel 7.90-16.20m.CASING: SW diam to 1.50m, PW diam to 5.30m.GROUNDWATER: Seepage at 0.90m. No rise recorded.INSTALLATION: 50mm ID HDPE slotted pipe with washed gravel response zone: 1.00-16.00m, plain pipe with bentonite pellet seal: 0.20-1.00m, flush 150mm steelcover set in concrete 0.00-0.20m. Gas valve fitted.
(m)
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
8
LegendLevel(mAD)
Depth(m)
ROTARY BOREHOLE LOG
InstallTCRSCRRQD
CoreRun &
SampleDescriptionWater
Levels No/Type Depth (m) Result
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C R
OT
AR
Y L
OG
C48
77.G
PJ
GIN
T S
TD
AG
S 3
_1.G
DT
7/
1/16
Hole TypeDS+RC
17/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
12/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 3
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421714 N 321402Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-BH01
Scale1 : 50.0047.54mAOD
Core Run, Samples & Testing
Seepage
38.34
37.19
35.49
33.14
32.39
31.94
31.34
9.20
10.35
12.05
14.40
15.15
15.60
16.20
28%0%0%
78%0%0%
89%2%0%
100%5%0%
100%0%0%
95%41%0%
98%52%14%
(1.15)
(1.70)
(2.35)
(0.75)
(0.45)
(0.60)
7.90-8.40m: Limited recovery.7.90-8.29m: Very stiff to hard.Very stiff indistinctly thinly laminated brown and reddishbrown slightly sandy silty CLAY with rare bluish greymottling (<10mm). (continued from previous sheet)8.70-9.06m: Hard.
Very stiff thinly laminated reddish brown slightly sandyslightly gravelly silty CLAY with occasional thicklaminations of extremely weak mudstone (<15mm) andrare light bluish grey mottling (<5mm). Gravel is angularto sub-angular fine to coarse lof extremely weakmudstone lithorelicts.
10.20-10.56m: Hard.Very stiff thinly laminated reddish brown slightly sandygravelly CLAY with occasional thick laminations ofextremely weak mudstone (<20mm). Gravel is angular tosub-angular fine to coarse of extremely weak mudstonelithorelicts.10.80m: Very thin bed of weak mudstone (<30mm). Nonintact.10.90-11.00m: Thin bed of weak mudstone withextremely closely to very closely spaced discontinuities.11.20-11.25m: Very thin bed of weak mudstone withextremely closely spaced discontinuities.11.80-12.00m: Occasional veins of light grey horizontalgypsum (<5mm).Extremely weak thinly laminated reddish brownMUDSTONE with rare light bluish grey mottling (<2mm)and locally tending to a stiff clay with occasionalextremely weak sub-angular fine to coarse gravel sizedmudstone lithorelicts. Discontinuities are randomlyorientated extremely closely to very closely spacedundulating rough and smooth.12.05-12.20m: Weak. Very closely space discontinuities.12.25-12.70m: Occasional horizontal light grey gypsumveins (<5mm).13.00m: Horizontal light grey gypsum vein (<40mm).13.05m: Horizontal light grey gypsum vein (<2mm).13.20-13.40m: Weak. Non-intact.13.40-14.00m: Tending to firm gravelly clay. Gravel issub-angular fine to coarse of extremely weak mudstonelithorelicts.13.75-14.00m: Vertical light grey gypsum vein (<2mmthick).14.00-14.40m: Non-intact. Possibly drilling induced.Extremely weak thinly laminated reddish brownMUDSTONE. Discontinuities are horizontal andsub-horizontal very closely to closely spaced undulatingrough and smooth.14.40-14.45m: Vertical discontinuity.14.50-14.52m: Non-intact.14.65-14.70m: Horizontal off-white gypsum vein.14.70-14.85m: Locally bluish grey.14.90-15.15m: Vertical off-white gypsum vein (<20mmthick).15.00-15.15m: Weak with closely spaced discontinuities.Extremely weak thinly laminated reddish brown locallybluish grey and light grey MUDSTONE with occasionalsub-horizontal and sub-vertical gypsum veins (<5mm)and tending to a stiff clay with occasional extremely weaksub-angular fine to coarse gravel sized mudstonelithorelicts. Discontinuities are randomly orientatedextremely closely spaced planar smooth and rough.Weak indistinctly thinly laminated reddish brown locallybluish grey and light grey MUDSTONE with occasional
CSPT
CSPT
B
CCPT
B
CCPT
CB
CCPT
B
C
CC
CPTC
CCPT
7.90 - 8.707.90 - 8.29
8.70 - 10.208.70 - 9.06
9.50 - 10.20
10.20 - 11.7010.20 - 10.56
11.00 - 11.70
11.70 - 13.2011.70 - 12.12
12.03 - 12.1012.20 - 12.90
13.20 - 14.0013.20 - 13.3513.50 - 14.00
14.00 - 14.70
14.65 - 14.7014.70 - 16.2014.70 - 14.8915.08 - 15.20
16.10 - 16.2016.20 - 16.34
S*63
S*71
C*71
C*54
C*750
C*150
C*158
14.0014.0016.20
5.305.305.30
2.702.402.47
16/11/201517/11/201517/11/2015
(m)
9
10
11
12
13
14
15
16
17
9
10
11
12
13
14
15
16
17
LegendLevel(mAD)
Depth(m)
ROTARY BOREHOLE LOG
InstallTCRSCRRQD
CoreRun &
SampleDescriptionWater
Levels No/Type Depth (m) Result
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C R
OT
AR
Y L
OG
C48
77.G
PJ
GIN
T S
TD
AG
S 3
_1.G
DT
7/
1/16
Hole TypeDS+RC
17/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
12/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 2 of 3
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421714 N 321402Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-BH01
Scale1 : 50.0047.54mAOD
Core Run, Samples & Testing
Seepage
horizontal gypsum veins (<2mm). Discontinuities arehorizontal and sub-horizontal very closely to closelyspaced undulating smooth and rough.15.60-15.65m: Sub-vertical discontinuity.15.85m: Sub-vertical discontinuity (<30mm).15.87m: Horizontal light grey gypsum vein (<5mm).15.87-15.90m: Non-intact.Borehole completed at 16.20m
(m)
18
19
20
21
22
23
24
25
26
27
18
19
20
21
22
23
24
25
26
27
LegendLevel(mAD)
Depth(m)
ROTARY BOREHOLE LOG
InstallTCRSCRRQD
CoreRun &
SampleDescriptionWater
Levels No/Type Depth (m) Result
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C R
OT
AR
Y L
OG
C48
77.G
PJ
GIN
T S
TD
AG
S 3
_1.G
DT
7/
1/16
Hole TypeDS+RC
17/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
12/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 3 of 3
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421714 N 321402Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-BH01
Scale1 : 50.0047.54mAOD
Core Run, Samples & Testing
Seepage
Borehole ID:
Core Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Box No:
Depth:
1
1.20m – 3.20m
Branson Locks
Staffordshire County Council
P1 BH01
Borehole ID:
Core Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Box No:
Depth:
2
3.20m – 5.20m
Branson Locks
P1 BH01
Staffordshire County Council
Borehole ID:
Core Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Box No:
Depth:
3
5.20m – 8.20m
Branson Locks
P1 BH01
Staffordshire County Council
Borehole ID:
Core Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Box No:
Depth:
4
7.90m – 11.70m
Branson Locks
P1 BH01
Staffordshire County Council
Borehole ID:
Core Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Box No:
Depth:
5
11.70‐14.70m
Branson Locks
P1 BH01
Staffordshire County Council
Borehole ID:
Core Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Box No:
Depth:
6
14.70m – 16.20m
Branson Locks
P1 BH01
Staffordshire County Council
48.01
47.71
47.41
0.15
0.45
0.75
(0.15)
(0.30)
(0.30)
Dry
BES
BES
BES
0.20
0.50
0.70
FILL: Grass over soft grey and brown slightly gravelly sandy CLAY with frequentroots and rootlets (<2mm). Gravel is sub-angular to rounded fine to coarse ofconcrete, sandstone and siliceous material.
FILL: Brown slightly clayey sandy GRAVEL. Gravel is sub-angular to rounded fineto coarse of siliceous material, siltstone, brick, concrete and porcelain.
FILL: Brown and dark brown silty very sandy GRAVEL. Gravel is sub-angular torounded fine to coarse of siliceous material, brick and siltstone.
0.70-0.75m: Locally brown and orangish brown. Locally sandy.
Inspection pit completed at 0.75m
(m)
1
2
1
2
LegendLevel(mAD)
Depth(m)
WaterLevels No/Type Depth (m) Result
INSPECTION PIT LOG
Description
CC
IN
S P
IT L
OG
C48
77.G
PJ
GIN
T S
TD
AG
S 3
_1.G
DT
7/
1/16
Project Name:
Location: Dimensions:
Client:
Sheet 1 of 1
Date12/11/2015
Scale1 : 12.5
Logged ByDP
0.30m
0.30
m
Co-ords:
Level:
E 421719 N 321397
C4877Project No:
REMARKS:
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
EQUIPMENT: Hand digging tools.
METHOD: Hand dug inspection pit: 0.00-0.75m.
GROUNDWATER: Not encountered.
BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-0.75m and the ground surface reinstated.
REMARKS: Terminated on engineer's instruction.
Branston Lock Development
P1-BH01A
Pit No
Depth0.75m
48.16mAOD
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTD
Samples & In Situ Testing
47.41
46.91
46.66
45.91
45.56
44.56
0.35
0.85
1.10
1.85
2.20
3.20
(0.50)
(0.75)
(1.00)
MADE GROUND: Grass over soft dark brown slightlysandy gravelly CLAY with occasional roots and rootlets(<2mm) and low cobble content. Gravel is angular torounded fine to coarse of siliceous material, clinker, slagand wood fragments (<30mm). Cobbles are sub-angularof brick.MADE GROUND: Soft friable grey and greyish brownslightly gravelly sandy silty CLAY with rare roots androotlets (<2mm) and low cobble content. Gravel isangular to rounded fine to coarse of glass, brick,siliceous material, slag, slate and porcelain. Cobbles aresub-angular of siliceous material.0.70-0.85m: Locally gravelly.Brown and orangish brown clayey sandy GRAVEL.Gravel is sub-rounded to rounded fine to coarse ofsiliceous material, sandstone and mudstone.Dense brown and orangish brown locally orange slightlyclayey sandy locally very sandy GRAVEL. Gravel issub-rounded to rounded fine to coarse of siliceousmaterial and sandstone.1.55-1.85m: Brown and reddish brown.Brown and light reddish brown slightly clayey gravellySAND. Gravel is sub-angular to rounded fine to coarse ofsiliceous material, siltstone and sandstone.Dense brown slightly clayey very sandy GRAVEL. Gravelis sub-angular to rounded fine to coarse of siliceousmaterial and sandstone.2.20-2.75m: Recovered as slightly sandy gravel.Borehole completed at 3.20m
BESB
ESBB
ESB
SPT
B
B
BCPT
B
0.20
0.50
0.70
0.90
1.101.20 - 1.65
1.55 - 1.85
1.85 - 2.20
2.20 - 2.752.20 - 2.65
2.75 - 3.20
S 38
C 47
3.20 2.20 0.0018/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Comacchio MC300 multi purpose track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous dynamic sampled (128mm diam) 1.20-2.20m, (113mm diam) 2.20-3.20m.CASING: SW diam to 1.30m, PW diam to 2.20m.GROUNDWATER: None encountered prior to the use of a water flush.BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-3.20m and the ground surface reinstated.
(m)
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
8
LegendLevel(mAD)
Depth(m)
ROTARY BOREHOLE LOG
InstallTCRSCRRQD
CoreRun &
SampleDescriptionWater
Levels No/Type Depth (m) Result
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C R
OT
AR
Y L
OG
C48
77.G
PJ
GIN
T S
TD
AG
S 3
_1.G
DT
7/
1/16
Hole TypeDS+RC
19/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
17/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 1
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421733 N 321371Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-BH02
Scale1 : 50.0047.76mAOD
Core Run, Samples & Testing
Borehole ID:
Core Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Box No:
Depth:
1
1.20‐3.20m
Branson Locks
P1 BH02
Staffordshire County Council
46.96
46.66
44.41
0.45
0.75
3.00
(0.45)
(0.30)
(2.25)
BB
ES
BES
BES
SPT
D
BSPT
B
0.100.20
0.50
1.00
1.20 - 1.65
1.40 - 1.55
2.00 - 2.502.00 - 2.45
2.50 - 3.00
Grass over soft brown and greyish brown slightly sandy slightlygravelly CLAY with occasional roots and rootlets (<1mm).Gravel is sub-angular to sub-rounded fine to coarse of siliceousmaterial.0.00-0.20m: Locally orangish brown.Light grey and brownish grey locally orangish brown slightlyclayey very sandy GRAVEL. Gravel is sub-angular to roundedfine to coarse of siliceous material, siltstone and sandstone.
Medium dense grey and light greyish brown slightly clayeysandy GRAVEL. Gravel is sub-rounded to rounded fine tocoarse of siliceous material, siltstone and sandstone.
1.40-1.55m: Slightly sandy.
1.80-2.00m: Slightly clayey gravelly sand.
2.50-3.00m: Very sandy.
Borehole completed at 3.00m
S 17
S 27
2.00 2.00 2.00 3.00 3.00 2.0016/11/15 16/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-3.00m.CASING: 113mm diam to 3.00m.GROUNDWATER: Standing at 2.00m following SPT 2.00-2.45m. No rise recorded.BACKFILL: Upon completion hole backfilled with arisings 2.30-3.00m and bentonite pellets 0.00-2.30m and the ground surface reinstated.REMARKS: Sand "blowing" inside casing to 2.30m following sample run 2.00-3.00m
(m)
1
2
3
4
5
1
2
3
4
5
LegendLevel(mAD)Sample Depth
(m)WaterLevels No/Type Depth (m)
WINDOW SAMPLE LOG
DescriptionInstallResult
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C W
S L
OG
C
4877
.GP
J G
INT
ST
D A
GS
3_1
.GD
T
7/1/
16
Hole TypeWS
16/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
16/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 1
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421614 N 321430Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-WS01
Scale1 : 31.2547.41mAOD
Samples & In Situ Testing
Hole ID:
Window Sample Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Depth: 1.20 – 3.00mBranston Lock
Staffordshire County Council
P1 WS01
47.07
45.57
45.17
44.77
0.70
2.20
2.60
3.00
(0.70)
(1.50)
(0.40)
(0.40)
BES
BES
BES
BES
BSPT
SPT
B
B
SPT
0.20
0.50
0.70
1.00
1.20 - 2.001.20 - 1.65
2.00 - 2.45
2.20 - 2.60
2.60 - 3.00
3.00 - 3.45
Grass over soft dark brown locally light grey slightly sandygravelly CLAY with rare roots and rootlets (<1mm). Gravel issub-rounded to rounded fine to coarse of siliceous material andsiltstone.
Medium dense brown and orangish brown locally light grey andorange slightly clayey sandy locally very sandy GRAVEL. Gravelis sub-angular to rounded fine to coarse of siliceous material,siltstone and sandstone.1.00-1.20m: Locally clayey.
1.20m: 1 no. rounded cobble of siliceous material.
1.90m: 1 no. rounded cobble of siliceous material.
Medium dense light brown and light greyish brown slightlyclayey gravelly SAND. Gravel is sub-rounded to rounded fine tocoarse of siliceous material and sandstone.
Light brown and light greyish brown locally orange slightly clayeysandy GRAVEL with low cobble content. Gravel is sub-roundedto rounded fine to coarse of siliceous material and siltstone.Cobbles are rounded of siliceous material and sandstone.
Borehole completed at 3.00m
S 27
S 47
S 19
2.50 2.00 2.50 3.00 2.00 2.5016/11/15 16/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-3.00m.CASING: 113mm diam to 2.00m.GROUNDWATER: Standing at 2.50m following sample run 2.00-3.00m. No rise recorded.BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-3.00m and the ground surface reinstated.
(m)
1
2
3
4
5
1
2
3
4
5
LegendLevel(mAD)Sample Depth
(m)WaterLevels No/Type Depth (m)
WINDOW SAMPLE LOG
DescriptionInstallResult
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C W
S L
OG
C
4877
.GP
J G
INT
ST
D A
GS
3_1
.GD
T
7/1/
16
Hole TypeWS
16/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
16/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 1
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421649 N 321514Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-WS02
Scale1 : 31.2547.77mAOD
Samples & In Situ Testing
Hole ID:
Window Sample Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Depth: 1.20 – 3.00mBranston Lock
P1 WS02
Staffordshire County Council
47.19
46.29
45.94
44.54
0.35
1.25
1.60
3.00
(0.35)
(0.90)
(0.35)
(1.40)
BESB
BES
BES
SPTB
B
SPT
B
B
SPT
0.20
0.35
0.50
1.00
1.20 - 1.651.25 - 1.60
1.60 - 2.00
2.00 - 2.45
2.30 - 2.70
2.70 - 3.00
3.00 - 3.45
Soft dark brown and brown clayey very gravelly SAND with rareroots and rootlets (<1mm). Gravel is sub-angular to rounded fineto coarse of siliceous material and siltstone.
Brown and orangish brown locally light grey and orange slightlyclayey sandy GRAVEL. Gravel is sub-rounded to rounded fine tocoarse of siliceous material, siltstone and sandstone.0.35-0.50m: Locally clayey.
1.00-1.20m: Locally very sandy.
Medium dense light brown locally dark brown slightly clayeySAND with occasional black partially decomposed organicmatter (<2mm).
Light brown locally light grey and reddish brown slightly clayeysandy GRAVEL. Gravel is sub-angular to rounded fine to coarseof siliceous material, sandstone and siltstone.
1.90-2.00m: 1 no. cobble of sub-rounded siliceous material.2.00-2.45m: Medium dense.2.10-2.25m: Locally very sandy.
2.30-3.00m: Occasional black partially decomposed organicmatter (<1mm).
2.70-3.00m: Locally very sandy.
3.00m: 1 no. rounded cobble of siliceous material.Borehole completed at 3.00m
S 25
S 20
S 21
2.20 2.00 2.20 3.00 2.00 2.2016/11/15 16/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-3.00m.CASING: 113mm diam to 2.00m.GROUNDWATER: Standing at 2.20m following SPT 2.00-2.40m. No rise recorded.BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-3.00m and the ground surface reinstated.
(m)
1
2
3
4
5
1
2
3
4
5
LegendLevel(mAD)Sample Depth
(m)WaterLevels No/Type Depth (m)
WINDOW SAMPLE LOG
DescriptionInstallResult
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C W
S L
OG
C
4877
.GP
J G
INT
ST
D A
GS
3_1
.GD
T
7/1/
16
Hole TypeWS
16/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
16/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 1
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421677 N 321445Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-WS03
Scale1 : 31.2547.54mAOD
Samples & In Situ Testing
Hole ID:
Window Sample Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Depth: 1.20 – 3.00mBranston Lock
P1 WS03
Staffordshire County Council
47.68
47.38
46.33
46.08
0.40
0.70
1.75
2.00
(0.40)
(0.30)
(1.05)
(0.25)
Dry
BES
BES
BES
SPT
B
B
CPT
0.20
0.50
1.00
1.20 - 1.65
1.35 - 1.65
1.75 - 2.00
2.00 - 2.29
MADE GROUND: Grass over soft brown slightly sandy slightlygravelly CLAY with occasional roots and rootlets (<1mm).Gravel is sub-angular to rounded fine to coarse of siliceousmaterial and wood fragments (<40mm).0.05m: Red twine across pit (<5mm).Orangish brown and brown clayey very sandy GRAVEL with rareroots and rootlets (<1mm). Gravel is sub-rounded to roundedfine to coarse of siliceous material, siltstone and sandstone.Orangish brown and orange slightly clayey sandy locally verysandy GRAVEL. Gravel is sub-rounded to rounded fine tocoarse of siliceous material, mudstone and sandstone.
1.20-1.65m: Dense.
1.35-1.65m: Light grey locally off white and purplish brown.Sandy.
Orangish brown and light brown slightly clayey very sandyGRAVEL. Gravel is sub-rounded to rounded fine to coarse ofsiliceous material and sandstone.Borehole completed at 2.00m
S 43
C*79
2.00 Nil Dry16/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-2.00m.CASING: None used.GROUNDWATER: Not encountered.BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-2.00m and the ground surface reinstated.REMARKS: Borehole collapsed to 1.20m following sample run 1.20-2.00m.
(m)
1
2
3
4
5
1
2
3
4
5
LegendLevel(mAD)Sample Depth
(m)WaterLevels No/Type Depth (m)
WINDOW SAMPLE LOG
DescriptionInstallResult
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C W
S L
OG
C
4877
.GP
J G
INT
ST
D A
GS
3_1
.GD
T
7/1/
16
Hole TypeWS
17/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
17/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 1
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421787 N 321350Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-WS04
Scale1 : 31.2548.08mAOD
Samples & In Situ Testing
Dry
Hole ID:
Window Sample Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Depth: 1.10 – 2.00mBranston Lock
P1 WS04
Staffordshire County Council
47.42
47.17
45.87
0.45
0.70
2.00
(0.45)
(0.25)
(1.30)
BES
BES
BES
SPTD
B
SPT
0.20
0.50
1.00
1.20 - 1.651.30 - 1.50
1.50 - 2.00
2.00 - 2.38
Grass over soft brown and dark brown slightly sandy gravellyCLAY with frequent roots and rootlets (<2mm). Gravel issub-angular to rounded fine to coarse of siliceous material andsiltstone.
Brown and orangish brown locally orange and light grey slightlyclayey sandy GRAVEL. Gravel is sub-angular to rounded fine tocoarse of siliceous material, sandstone and siltstone.Orangish brown and orange slightly clayey sandy GRAVEL withlow cobble content. Gravel is sub-angular to rounded fine tocoarse of siliceous material, sandstone and siltstone. Cobblesare sub-rounded of siliceous material.0.90-1.20m: Locally very sandy.
1.20-1.65m: Dense.1.30-1.50m: Locally very sandy.
1.50m: 1 no. granite fragment (<20mm).
Borehole completed at 2.00m
S 36
S*61
2.35 2.00 2.35 2.00 Nil 2.3516/11/15 16/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrels: 1.20-2.00m.CASING: None used.GROUNDWATER: Standing at 2.35m following SPT 2.00-2.38m. No rise recorded.BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-2.00m and the ground surface reinstated.
(m)
1
2
3
4
5
1
2
3
4
5
LegendLevel(mAD)Sample Depth
(m)WaterLevels No/Type Depth (m)
WINDOW SAMPLE LOG
DescriptionInstallResult
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C W
S L
OG
C
4877
.GP
J G
INT
ST
D A
GS
3_1
.GD
T
7/1/
16
Hole TypeWS
16/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
16/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 1
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421826 N 321413Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-WS05
Scale1 : 31.2547.87mAOD
Samples & In Situ Testing
Hole ID:
Window Sample Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Depth: 1.20 – 2.00mBranston Lock
P1 WS05
Staffordshire County Council
52.43
48.68
47.88
0.15
3.90
4.70
(3.75)
(0.80)
Dry
BESB
ES
BES
BES
SPTB
SPT
B
ESSPT
B
BSPT
SPT
0.100.20
0.50
1.00
1.20 - 1.651.30 - 2.00
2.00 - 2.45
2.25 - 3.00
3.003.00 - 3.45
3.40 - 3.90
4.00 - 4.704.00 - 4.45
4.70 - 4.77
FILL: Black and dark brown slightly clayey slightly sandyGRAVEL. Gravel is angular to sub-angular fine to coarse ofclinker.FILL: Firm locally friable reddish brown and brown slightly sandyslightly gravelly, locally gravelly CLAY. Gravel is angular tosub-rounded fine to coarse of siliceous material, concrete,mudstone, limestone, wood, sandstone and brick.
2.30-2.40m: Dark brown.
3.60m: 1 no. black sub-angular slag piece (<40mm).
FILL: Soft reddish brown sandy slightly gravelly CLAY. Gravel issub-angular to rounded fine to coarse of siliceous material andmudstone. (POSSIBLE NATURAL).
Borehole completed at 4.70m
S 12
S 8
S 6
S 3
S*500
4.70 Nil Dry17/11/2015
REMARKS:EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig.METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm and 86mm diam sample barrels: 1.20-4.70m.CASING: None used.GROUNDWATER: Not encountered.BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-4.70m and the ground surface reinstated.REMARKS: Window sample refused at 4.70m.
(m)
1
2
3
4
5
1
2
3
4
5
LegendLevel(mAD)Sample Depth
(m)WaterLevels No/Type Depth (m)
WINDOW SAMPLE LOG
DescriptionInstallResult
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTDC
C W
S L
OG
C
4877
.GP
J G
INT
ST
D A
GS
3_1
.GD
T
7/1/
16
Hole TypeWS
17/11/2015
Date Strike Depth(m)
Casing Depth(m)
Depth AfterObservation (m)
Hole Progress:Date Hole Depth
(m)Casing Depth
(m)Water Depth
(m)
C4877
Groundwater:
End:
17/11/2015Start:
Project Name:
Location:
Client:
Borehole No.
Sheet 1 of 1
Logged ByDP
Project No:
Dates:
Co-ords:
Level:
E 421841 N 321335Branston Lock Development
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
P1-WS06
Scale1 : 31.2552.58mAOD
Samples & In Situ Testing
Dry
Hole ID:
Window Sample Photograph
Contract ID:
Contract Name:
Hole ID:
C4877
Client:
Depth: 1.20 – 4.70mBranston Lock
P1 WS06
Staffordshire County Council
47.68
47.03
0.40
1.05
(0.40)
(0.65)
Dry
BES
BES
BES
0.20
0.50
0.90
FILL: Soft brown slightly sandy gravelly CLAY with frequent roots and rootlets(<10mm). Gravel is sub-angular to rounded fine to coarse of siliceous materialand mudstone.
0.30m: 1 no. sub-angular gypsum cobble (<70mm).
FILL: Soft friable light brown slightly sandy slightly gravelly locally gravelly CLAYlocally tending to a very clayey sand with occasional roots and rootlets (<2mm).Gravel is angular to sub-rounded fine to coarse of siliceous material, porcelain,mudstone, gypsum and sandstone.
Inspection pit completed at 1.05m
(m)
1
2
1
2
LegendLevel(mAD)
Depth(m)
WaterLevels No/Type Depth (m) Result
INSPECTION PIT LOG
Description
CC
IN
S P
IT L
OG
C48
77.G
PJ
GIN
T S
TD
AG
S 3
_1.G
DT
7/
1/16
Project Name:
Location: Dimensions:
Client:
Sheet 1 of 1
Date17/11/2015
Scale1 : 12.5
Logged ByDP
0.30m
0.30
m
Co-ords:
Level:
E 421903 N 321329
C4877Project No:
REMARKS:
Burton on Trent
Staffordshire County Council / Nurton Development(Quintus) LTD
EQUIPMENT: Hand digging tools.
METHOD: Hand dug inspection pit: 0.00-1.05m.
GROUNDWATER: Not encountered.
BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-1.05m and the ground surface reinstated.
REMARKS: Terminated on engineer's instruction.
Branston Lock Development
P1-HP01
Pit No
Depth1.05m
48.08mAOD
Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected]
CC GROUND INVESTIGATIONS LTD
Samples & In Situ Testing
CC Ground Investigation Limited
STANDARD PENETRATION TEST
Telephone: 01452 739165, Fax: 01452 739220, Email: [email protected]
CLIENT Staffordshire County Council SITE Branston Lock Development Borehole
No. Borehole Depth (m)
Bottom Depth (m)
Casing Depth (m)
Water Level (m)
Seating Drive Test Drive Test Type N Blows Pen (mm) Blows Pen (mm)
BH01 1.20 1.65 Nil 0.90 4 6 75 75 6 7 7 6 75 75 75 75 S 26
BH01 2.20 2.65 2.20 GL 2 4 75 75 6 6 8 10 75 75 75 75 S 30
BH01 3.20 3.64 3.20 GL 2 9 75 75 13 15 12 10 75 75 75 65 S *52
BH01 4.20 4.65 4.20 1.87 2 2 75 75 3 4 4 7 75 75 75 75 C 18
BH01 6.70 7.15 5.20 2.71 6 6 75 75 9 9 8 8 75 75 75 75 S 34
BH01 7.90 8.29 5.30 0.78 5 5 75 75 13 13 15 9 75 75 75 15 S *63
BH01 8.70 9.06 5.30 2.40 6 13 75 75 14 20 16 ‐ 75 75 60 ‐ S *71
BH01 10.20 10.56 5.30 2.62 8 12 75 75 14 19 17 ‐ 75 75 60 ‐ C *71
BH01 11.70 12.02 5.30 2.51 8 7 75 75 10 14 11 15 75 75 75 45 C *54
BH01 13.20 13.35 5.30 2.35 7 18 75 55 50 ‐ ‐ ‐ 20 ‐ ‐ ‐ C *750
BH01 14.70 14.89 5.30 2.58 18 7 75 15 30 20 ‐ ‐ 75 25 ‐ ‐ C *150
BH01 16.20 16.34 5.30 2.47 25 ‐ 45 ‐ 36 14 ‐ ‐ 75 20 ‐ ‐ C *158
BH02
BH02
1.20
2.20
1.65
2.65
Nil
1.50
Dry
Dry
3
3
6
7
75
75
75
75
8
10
9
11
10
12
11
14
75
75
75
75
75
75
75
75
S
C
38
47
WS01 1.20 1.65 Nil Dry 4 4 75 75 5 4 4 4 75 75 75 75 S 17
WS01 2.00 2.45 2.00 Dry 4 6 75 75 8 8 6 5 75 75 75 75 S 27
WS02 1.20 1.65 Nil Dry 2 4 75 75 5 6 8 8 75 75 75 75 S 29
WS02 2.00 2.45 2.00 Dry 5 9 75 75 11 12 12 12 75 75 75 75 S 47
WS02 3.00 3.45 2.00 2.50 2 4 75 75 5 4 5 5 75 75 75 75 S 19
WS03 1.20 1.65 Nil Dry 3 3 75 75 5 5 7 8 75 75 75 75 S 25
WS03 2.00 2.45 2.00 2.20 5 5 75 75 5 5 5 5 75 75 75 75 S 20
WS03 3.00 3.45 2.00 2.20 2 3 75 75 3 5 5 8 75 75 75 75 S 21
WS04 1.20 1.65 Nil Dry 7 7 75 75 9 10 11 13 75 75 75 75 S 43
WS04 2.00 2.29 Nil Dry 20 5 75 20 16 22 12 ‐ 75 75 40 ‐ C *79
WS05 1.20 1.65 Nil Dry 4 6 75 75 8 9 9 10 75 75 75 75 S 46
WS05 2.00 2.38 Nil 2.35 12 13 75 60 13 17 16 4 75 75 75 20 S 61
WS06 1.20 1.65 Nil Dry 3 4 75 75 3 3 3 3 75 75 75 75 S 12 y
WS06 2.00 2.45 Nil Dry 2 1 75 75 2 2 2 2 75 75 75 75 S 8
WS06 3.00 3.45 Nil Dry 0 1 75 75 1 1 2 2 75 75 75 75 S 6
WS06 4.00 4.45 Nil Dry 0 0 75 75 0 0 2 1 75 75 75 75 S 3
WS06 4.70 4.77 Nil Dry 25 ‐ 40 ‐ 50 ‐ ‐ ‐ 30 ‐ ‐ ‐ S *500
Notes: 1. Test carried out in general accordance with BS. 1377: Part 9: 3.3. 2. N values have not been subjected to any correction. 3. Test carried out using split spoon S, solid cone C. 4. Where full test drive not completed, linearly extrapolated N value reported. 5. <1 Denotes hammer self weight penetration (sank under own weight).
6. ** Denotes no effective penetration. CONTRACT CHECKED
C4877 MA
CC Ground Investigations Ltd Report C4877
APPENDIX C
Appendix C – Laboratory Test Results
5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected]
A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced in full,
without the prior written approval of the laboratory.
Checked and Approved Signatories:
R Gunson A Watkins M Beastall (Director) (Director) (Laboratory Manager)
D Lambe S Royle (Senior Technician) (Senior Technician)
Page 1 of
LABORATORY REPORT
4043
Contract Number: PSL15/5865
Report Date: 17 December 2015
Client’s Reference: C4877
Client Name: CC Ground Investigations Ltd Unit A2 Innsworth Technology Park. Innsworth Lane Gloucester GL3 1DL
For the attention of: Mike Atherton
Contract Title: Branston Lock
Date Received: 03/12/2015 Date Commenced: 03/12/2015 Date Completed: 17/12/2015
Notes: Opinions and Interpretations are outside the UKAS Accreditation * Denotes test not included in laboratory scope of accreditation$ Denotes test carried out by approved contractor
PSL001 Issue 2 Nov 15 Page of .
Hole Sample Sample Top BaseNumber Number Type Depth Depth
m mP1-BH01 B 0.50 Brown very gravelly clayey silty SAND.P1-BH01 B 1.50 2.20 Brown slightly gravelly slightly silty SAND.P1-BH01 D 3.70 3.90 Reddish brown very sandy very clayey GRAVEL.P1-BH01 B 4.70 5.20 Reddish brown slightly gravelly slightly sandy very silty CLAY.P1-BH01 UT 5.20 5.65 Very stiff reddish brown sandy CLAY.P1-BH01 D 5.65 5.75 Reddish brown slightly gravelly sandy CLAY.P1-BH01 SPT 6.70 7.15 Reddish brown very gravelly very sandy very silty CLAY.P1-BH01 B 7.00 7.90 Reddish brown gravelly very sandy very silty CLAY.P1-BH01 B 9.50 10.20 Reddish brown slightly gravelly sandy very silty CLAY.P1-BH01 B 13.50 14.00 Reddish brown gravelly very sandy very silty CLAY.
P1-BH01A B 0.50 Brown very sandy slightly clayey silty GRAVEL.P1-BH02 B 0.70 Brown very gravelly very sandy very silty CLAY.P1-BH02 B 1.55 1.85 Brown very sandy slightly silty GRAVEL.P1-BH02 B 2.75 3.20 Brown very sandy slightly silty GRAVEL.P1-HP01 B 0.50 Brown clayey very silty SAND & GRAVEL.P1-WS01 B 1.00 Brown very sandy GRAVEL.P1-WS01 D 1.40 1.55 Brown sandy slightly silty GRAVEL.P1-WS02 B 1.00 Brown very sandy slightly silty GRAVEL.P1-WS03 B 0.20 Brown very gravelly clayey very silty SAND.
Checked / Approved Date 17/12/15 Contract No:
PSL15/5865
Client Ref:
4043 C4877
SUMMARY OF LABORATORY SOIL DESCRIPTIONS
Description of Sample
Branston Lock
PSL001 Issue 2 Nov 15 Page of .
Hole Sample Sample Top Base
Number Number Type Depth Depth m m
P1-WS03 B 1.25 1.60 Brown slightly gravelly slightly clayey silty SAND.P1-WS04 B 0.50 Brown very sandy silty GRAVEL.P1-WS04 B 1.35 1.65 Brown very sandy GRAVEL.P1-WS06 B 0.50 Reddish brown gravelly very sandy very silty CLAY.P1-WS06 B 2.25 3.00 Reddish brown slightly gravelly very sandy CLAY.P1-WS06 B 4.00 4.70 Reddish brown slightly gravelly very sandy very silty CLAY.
Checked / Approved Date 17/12/15 Contract No:
PSL15/5865
Client Ref:
4043 C4877
Branston Lock
SUMMARY OF LABORATORY SOIL DESCRIPTIONS
Description of Sample
PSL002 Issue 2 Nov 15 Page of .
(BS1377 : PART 2 : 1990)
Moisture Linear Particle Liquid Plastic Plasticity PassingHole Sample Sample Top Base Content Shrinkage Density Limit Limit Index .425mm Remarks
Number Number Type Depth Depth % % Mg/m3 % % % %m m Clause 3.2 Clause 6.5 Clause 8.2 Clause 4.3/4 Clause 5.3 Clause 5.4
P1-BH01 B 0.50 14 37 24 13 47P1-BH01 B 1.50 2.20 18P1-BH01 D 3.70 3.90 8.0P1-BH01 B 4.70 5.20 22 29 19 10 93P1-BH01 UT 5.20 5.65 19P1-BH01 D 5.65 5.75 20P1-BH01 B 7.00 7.90 21 36 23 13 80P1-BH01 B 9.50 10.20 21 35 23 12 87P1-BH01 B 13.50 14.00 16 32 19 13 49
P1-BH01A B 0.50 13P1-BH02 B 0.70 15 41 25 16 57P1-BH02 B 1.55 1.85 8.2P1-BH02 B 2.75 3.20 6.0P1-HP01 B 0.50 9.8P1-WS01 B 1.00 4.5P1-WS01 D 1.40 1.55 6.1P1-WS02 B 1.00 6.7P1-WS03 B 0.20 19 38 24 14 57P1-WS03 B 1.25 1.60 11 NP
SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.
Date 17/12/15
4043
Checked / Approved
Branston LockPSL15/5865
Intermediate plasticity CI.
Intermediate plasticity CI.
Client Ref:
Intermediate plasticity CI.
C4877
Contract No:
Intermediate plasticity CI.
SUMMARY OF SOIL CLASSIFICATION TESTS
Low plasticity CL.
Intermediate plasticity CI.
Low plasticity CL.
PSL002 Issue 2 Nov 15 Page of .
(BS5930 :2015)
Date 17/12/15
4043 C4877
Branston Lock
Checked /Approved Contract No:
PSL15/5865
Client Ref:
PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.
0
10
20
30
40
50
60
70
80
90
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Pla
stic
ity
Inde
x (P
I%).
Liquid Limit (LL%).
CL CI CH CV CE
ML MI MH MV ME
PSL002 Issue 2 Nov 15 Page of .
(BS1377 : PART 2 : 1990)
Moisture Linear Particle Liquid Plastic Plasticity PassingHole Sample Sample Top Base Content Shrinkage Density Limit Limit Index .425mm Remarks
Number Number Type Depth Depth % % Mg/m3 % % % %m m Clause 3.2 Clause 6.5 Clause 8.2 Clause 4.3/4 Clause 5.3 Clause 5.4
P1-WS04 B 0.50 9.7P1-WS04 B 1.35 1.65 2.2P1-WS06 B 0.50 16 40 21 19 77P1-WS06 B 2.25 3.00 19 36 19 17 83P1-WS06 B 4.00 4.70 19 35 19 16 82
SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.
Date 17/12/15
4043
SUMMARY OF SOIL CLASSIFICATION TESTS
Intermediate plasticity CI.Intermediate plasticity CI.
Intermediate plasticity CI.
Client Ref:
C4877
Contract No:
PSL15/5865
Checked / Approved
Branston Lock
PSL002 Issue 2 Nov 15 Page of .
(BS5930 :2015)
Date 17/12/15
4043 C4877
Branston Lock
Checked /Approved Contract No:
PSL15/5865
Client Ref:
PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.
0
10
20
30
40
50
60
70
80
90
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Pla
stic
ity
Inde
x (P
I%).
Liquid Limit (LL%).
CL CI CH CV CE
ML MI MH MV ME
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 18 Cobbles 063 100 2 2 Gravel 32
37.5 97 0.006 14 Sand 4720 90 2 2 Silt 1210 81 0.002 9 Clay 96.3 77
3.35 712 68
1.18 650.6 590.3 40
0.212 30 Remarks:0.15 25 See summary of soil descriptions.
0.063 21
Date 17/12/15
4043
0.50
Contract No:
P1-BH01
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage 1 1 Soil Total
Sieve Passing 1 1 Fraction Percentage
125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 1
37.5 100 1 1 Sand 9620 100 1 1 Silt/Clay 310 100 1 16.3 100
3.35 992 99
1.18 990.6 960.3 26
0.212 9 Remarks:0.15 4 See summary of soil descriptions.
0.063 3
Date 17/12/15
4043
1.50
2.20
Contract No:
P1-BH01
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage 1 1 Soil Total
Sieve Passing 1 1 Fraction Percentage
125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 51
37.5 100 1 1 Sand 2520 76 1 1 Silt/Clay 2410 62 1 16.3 58
3.35 532 49
1.18 460.6 410.3 30
0.212 27 Remarks:0.15 25 See summary of soil descriptions.
0.063 24
Date 17/12/15
4043
3.70
3.90
Contract No:
P1-BH01
D
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 66 Cobbles 063 100 2 2 Gravel 1
37.5 100 0.006 48 Sand 920 100 2 2 Silt 5510 100 0.002 35 Clay 356.3 100
3.35 1002 99
1.18 980.6 960.3 93
0.212 92 Remarks:0.15 91 See summary of soil descriptions.
0.063 90
Date 17/12/15
4043
4.70
5.20
Contract No:
P1-BH01
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 32 Cobbles 063 100 2 2 Gravel 36
37.5 100 0.006 25 Sand 2720 94 2 2 Silt 2210 91 0.002 15 Clay 156.3 85
3.35 732 64
1.18 570.6 500.3 45
0.212 42 Remarks:0.15 40 See summary of soil descriptions.
0.063 37
Date 17/12/15
4043
6.70
7.15
Contract No:
P1-BH01
SPT
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 61 Cobbles 063 100 2 2 Gravel 3
37.5 100 0.006 45 Sand 1520 100 2 2 Silt 4910 100 0.002 33 Clay 336.3 99
3.35 982 97
1.18 950.6 910.3 86
0.212 84 Remarks:0.15 83 See summary of soil descriptions.
0.063 82
Date 17/12/15
4043
9.50
10.20
Contract No:
P1-BH01
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 32 Cobbles 063 100 2 2 Gravel 11
37.5 100 0.006 24 Sand 5220 95 2 2 Silt 2210 95 0.002 15 Clay 156.3 95
3.35 942 89
1.18 770.6 560.3 45
0.212 42 Remarks:0.15 39 See summary of soil descriptions.
0.063 37
Date 17/12/15
4043
13.50
14.00
Contract No:
P1-BH01
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 9 Cobbles 063 100 2 2 Gravel 67
37.5 90 0.006 6 Sand 2220 74 2 2 Silt 710 49 0.002 4 Clay 46.3 41
3.35 362 33
1.18 290.6 250.3 19
0.212 16 Remarks:0.15 13 See summary of soil descriptions.
0.063 11
Date 17/12/15
4043
0.50
Contract No:
P1-BH01A
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 33 Cobbles 063 100 2 2 Gravel 26
37.5 92 0.006 25 Sand 3620 89 2 2 Silt 2310 82 0.002 15 Clay 156.3 79
3.35 772 74
1.18 710.6 660.3 53
0.212 45 Remarks:0.15 41 See summary of soil descriptions.
0.063 38
Date 17/12/15
4043
0.70
Contract No:
P1-BH02
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage 1 1 Soil Total
Sieve Passing 1 1 Fraction Percentage
125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 61
37.5 100 1 1 Sand 3820 85 1 1 Silt/Clay 110 55 1 16.3 48
3.35 422 39
1.18 380.6 340.3 15
0.212 5 Remarks:0.15 2 See summary of soil descriptions.
0.063 1
Date 17/12/15
4043
1.55
1.85
Contract No:
P1-BH02
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage 1 1 Soil Total
Sieve Passing 1 1 Fraction Percentage
125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 75
37.5 88 1 1 Sand 2320 71 1 1 Silt/Clay 210 45 1 16.3 35
3.35 292 25
1.18 230.6 190.3 7
0.212 4 Remarks:0.15 3 See summary of soil descriptions.
0.063 2
Date 17/12/15
4043
2.75
3.20
Contract No:
P1-BH02
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 26 Cobbles 063 100 2 2 Gravel 33
37.5 93 0.006 20 Sand 3620 86 2 2 Silt 1910 77 0.002 12 Clay 126.3 73
3.35 692 67
1.18 650.6 590.3 44
0.212 38 Remarks:0.15 34 See summary of soil descriptions.
0.063 31
Date 17/12/15
4043
0.50
Contract No:
P1-HP01
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage 1 1 Soil Total
Sieve Passing 1 1 Fraction Percentage
125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 81
37.5 100 1 1 Sand 1620 82 1 1 Silt/Clay 310 45 1 16.3 35
3.35 232 19
1.18 160.6 120.3 6
0.212 4 Remarks:0.15 4 See summary of soil descriptions.
0.063 3
Date 17/12/15
4043
Contract No:
P1-WS01
D
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
Checked / Approved
Branston Lock
1.40
1.550.
002
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage 1 1 Soil Total
Sieve Passing 1 1 Fraction Percentage
125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 69
37.5 100 1 1 Sand 2620 80 1 1 Silt/Clay 510 56 1 16.3 46
3.35 362 31
1.18 270.6 160.3 8
0.212 7 Remarks:0.15 6 See summary of soil descriptions.
0.063 5
Date 17/12/15
4043
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
Checked / Approved
Branston Lock
1.00
Contract No:
P1-WS02
B
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 28 Cobbles 063 100 2 2 Gravel 27
37.5 100 0.006 21 Sand 4120 96 2 2 Silt 1910 83 0.002 13 Clay 136.3 79
3.35 752 73
1.18 710.6 660.3 52
0.212 42 Remarks:0.15 36 See summary of soil descriptions.
0.063 32
Date 17/12/15
4043
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.20
Contract No:
P1-WS03
B
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 7 Cobbles 063 100 2 2 Gravel 4
37.5 100 0.006 4 Sand 8520 100 2 2 Silt 910 99 0.002 2 Clay 26.3 98
3.35 972 96
1.18 950.6 930.3 81
0.212 51 Remarks:0.15 25 See summary of soil descriptions.
0.063 11
Date 17/12/15
4043
Contract No:
P1-WS03
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
1.25
1.600.
002
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage 1 1 Soil Total
Sieve Passing 1 1 Fraction Percentage
125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 53
37.5 100 1 1 Sand 3320 84 1 1 Silt/Clay 1410 59 1 16.3 53
3.35 492 47
1.18 450.6 410.3 25
0.212 19 Remarks:0.15 16 See summary of soil descriptions.
0.063 14
Date 17/12/15
4043
Contract No:
P1-WS04
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
Checked / Approved
Branston Lock
0.50
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 51 Cobbles 063 100 2 2 Gravel 10
37.5 100 0.006 39 Sand 3120 96 2 2 Silt 3310 94 0.002 26 Clay 266.3 92
3.35 912 90
1.18 870.6 840.3 74
0.212 67 Remarks:0.15 63 See summary of soil descriptions.
0.063 59
Date 17/12/15
4043
Contract No:
P1-WS06
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
0.50
0.00
2
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL005 Nov 15 Page of
Hole Number: Top Depth (m):
Sample Number: Base Depth(m):
Sample Type:
BS Test Percentage Particle Percentage Soil Total
Sieve Passing Diameter Passing Fraction Percentage
125 100 2 275 100 0.02 53 Cobbles 063 100 2 2 Gravel 8
37.5 100 0.006 40 Sand 2820 99 2 2 Silt 3810 96 0.002 26 Clay 266.3 95
3.35 942 92
1.18 890.6 850.3 80
0.212 76 Remarks:0.15 72 See summary of soil descriptions.
0.063 64
Date 17/12/15
4043
Contract No:
P1-WS06
B
PSL15/5865Client Ref:
C4877
PARTICLE SIZE DISTRIBUTION TESTBS1377 : Part 2 : 1990
Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Checked / Approved
Branston Lock
4.00
4.700.
002
0.00
6
0.02
0
0.06
3
0.15
0
0.21
2 0.
300
0.60
0
1.18
2.00
3.35
6.3
10.0
20.0
37.5
63
75
125
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
0.0001 0.001 0.01 0.1 1 10 100 1000
Perc
enta
ge P
assi
ng.
Particle Size (mm).
PSL025 Issue 2 Nov 15 Page of
P1-BH01 Top Depth (m):
Base Depth (m) :
Initial Conditions
Moisture Content (%):
Bulk Density (Mg/m3):
Dry Density (Mg/m3):
Voids Ratio:
Degree of saturation:
Height (mm):
Diameter (mm)
Particle Density (Mg/m3):
Assumed
Remarks:
C4877
Checked / Approved
Branston Lock
Date 17/12/15
Client Ref:
Contract No:PSL15/5865
ONE DIMENSIONAL CONSOLIDATION TESTBS 1377: Part 5: 1990: Clause 3
Sample Type:
0
100
200
0.044
4043
400
Sample Number:
0.071
Hole Number:
19 kPa
Cv
5.65
400
200 2.746
13.603100
Top
Method used to
determine CV:
Nominal temperature3.093
2.400
See summary of soils description.
2.65
75.08
UT
5.20
Specimen location
m2/yr
T90
20
800 0.017
97.1 800
20.12 100
within tube:
0.115
0.516
10.615
0.513
during test ' C:
Pressure Range Mv
1.75
2.08
m2/MN
0.370
0.380
0.390
0.400
0.410
0.420
0.430
0.44010 100 1000
Voi
ds R
atio
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
10 100 1000
Cv
- m
2/yr
Pressure -kPa
PSLR030 Issue 2 Nov 15 Page of .
Hole Number: Top Depth (m):
Sample Number: Base Depth (m):
Sample Type
102 158 Test:
Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Sample taken from top of tube
Specimen Content Density Density Pressure Deviator Strength Strain of Rate of strain = 2 %/min
(%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Latex Membrane used 0.2 mm thick
(kPa) (kPa) Membrane Correction applied (kPa)
θ3 (θ1−θ3)f1/2(θ1−θ3)f 0.36 0.36 0.35
1 19 2.08 1.74 200 395 198 6.8 See summary of soil descriptions
400 539 269 8.7
600 617 308 11.0 Brittle
Date 17/12/15
4043
Diameter (mm):
Client Ref:
5.20
5.65
UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSIONWITHOUT MEASUREMENT OF PORE PRESSURE
BS1377 : Part7 : 1990: Clause 9
Remarks
Checked / ApprovedPSL15/5865
Contract No:
Branston LockC4877
UT
UU Multistage
P1-BH01
Height (mm):
0
100
200
300
400
500
600
700
0 2 4 6 8 10 12 14
Dev
iato
r St
ress
kPa
Axial Strain %
PSL029 Issue 2 Nov 15 Page of
Orientation Area De2 De Is Corr Fac Is50
Par / Perp W D (mm2) (mm) (Mpa) (kN) (MPa) F (MPa)
P1-BH01 12.03-12.10 I N/A 45 21 441 1203.21 34.69 0.410 0.55 0.455 0.848 0.39 Valid P1-BH01 14.64-14.70 I N/A 49 31 961 1934.05 43.98 0.340 0.45 0.235 0.944 0.22 Valid P1-BH01 16.10-16.20 I N/A 64 32 1024 2607.59 51.06 0.590 0.79 0.302 1.010 0.30 Valid
*Note All testing carried out on samples at as received water content Par = parallel, Perp = perpendicular, N/A = Not Applicable
4043
Date
Failure Type Remarks
SUMMARY OF POINT LOAD TEST RESULTS ISRM Suggested Methods : 2007
Branston Lock
Contract No:
PSL15/5865
Client Ref:
17/12/15
Borehole Number Depth (m) Test
Type
Dimensions (mm) Failure Load (P)Sample
Ref
Checked / Approved
C4877
Client
Our Reference
Client Reference
Order No
Contract Title
Description
Date Received
Date Started
Date Completed
Test Procedures
Notes
Approved By
Rob Brown
Certificate of AnalysisCertificate Number 15-53754
23-Dec-15
Professional Soils Laboratory Ltd
5/7 Hexthorpe Road
Hexthorpe
DN4 0AR
15-53754
PSL15/5865
Identified by prefix DETSn (details on request).
Opinions and interpretations are outside the scope of UKAS accreditation. This
certificate is issued in accordance with the accreditation requirements of the United
Kingdom Accreditation Service. The results reported herein relate only to the material
supplied to the laboratory. Observations and interpretations are outside the scope of
ISO 17025. This certificate shall not be reproduced except in full, without the prior
written approval of the laboratory.
Business Manager
(not supplied)
PSL15/5865
One Soil sample.
17-Dec-15
17-Dec-15
23-Dec-15
Derwentside Environmental Testing Services Limited
Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY
Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 3 .
Summary of Chemical AnalysisSoil Samples
Our Ref 15-53754Client Ref PSL15/5865
Contract Title PSL15/5865Lab No 917573
Sample ID P1-BH01Depth 6.20-6.70
Other IDSample Type SOIL
Sampling Date n/s
Sampling Time n/s
Test Method LOD Units
DETSC 2076* 10 mg/l 20
DETSC 2008# 8.4DETSC 2055 1 mg/l 9.9DETSC 2055 1 mg/l < 1.0DETSC 2076# 10 mg/l 570DETSC 2320 0.01 % 0.05DETSC 2321# 0.01 % 0.14Total Sulphate as SO4
Metals
InorganicsMagnesium Aqueous Extract
pHChloride Aqueous ExtractNitrate Aqueous Extract as NO3Sulphate Aqueous Extract as SO4Total Sulphur as S
Page 2 of 3Key: * -not accredited. # -MCERTS (accreditation only implied if report carries the MCERTS logo). n/s -not supplied.
Information in Support of the Analytical ResultsOur Ref 15-53754
Client Ref PSL15/5865Contract PSL15/5865
Containers Received & Deviating Samples
Lab No Sample ID
Date
Sampled Containers Received Holding time exceeded for tests
Inappropriate
container for
tests917573 P1-BH01 6.20-6.70 SOIL PT 500ml Sample date not supplied
Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.
Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.
The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-
Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
Key: P-Plastic T-Tub
DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may
be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on
Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time and/or inappropriate
containers are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample
deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and
time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Page 3 of 3
Client
Our Reference
Client Reference
Order No
Contract Title
Description
Date Received
Date Started
Date Completed
Test Procedures
Notes
Approved By
Rob Brown
Identified by prefix DETSn (details on request).
Opinions and interpretations are outside the scope of UKAS accreditation. This
certificate is issued in accordance with the accreditation requirements of the United
Kingdom Accreditation Service. The results reported herein relate only to the material
supplied to the laboratory. Observations and interpretations are outside the scope of
ISO 17025. This certificate shall not be reproduced except in full, without the prior
written approval of the laboratory.
Business Manager
(not supplied)
Branston Lock
5 Soil samples.
10-Dec-15
10-Dec-15
18-Dec-15
Certificate of AnalysisCertificate Number 15-53055
18-Dec-15
Professional Soils Laboratory Ltd
5/7 Hexthorpe Road
Hexthorpe
DN4 0AR
15-53055
PSL15/5865
Derwentside Environmental Testing Services Limited
Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY
Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 3 .
Summary of Chemical AnalysisSoil Samples
Our Ref 15-53055Client Ref PSL15/5865
Contract Title Branston LockLab No 913777 913778 913779 913780 913781
Sample ID P1-BH01 P1-BH01 P1-BH01A P1-BH02 P1-WS06Depth 0.30 12.20-12.90 0.70 0.50 1.00
Other IDSample Type SOIL SOIL SOIL SOIL SOIL
Sampling Date 03/12/15 03/12/15 03/12/15 03/12/15 03/12/15
Sampling Time n/s n/s n/s n/s n/s
Test Method LOD Units
DETSC 2076* 10 mg/l < 10 70 < 10 < 10 92
DETSC 2008# 7.7 8.2 9.1 8.3 7.8DETSC 2055 1 mg/l 3.1 7.1 6.5 14 4.3DETSC 2055 1 mg/l 1.9 < 1.0 47 34 < 1.0DETSC 2076# 10 mg/l 330 1800 230 460 1600DETSC 2320 0.01 % 0.05 1.8 0.12 0.12 0.22DETSC 2321# 0.01 % 0.16 5.0 0.20 0.26 0.73Total Sulphate as SO4
Metals
InorganicsMagnesium Aqueous Extract
pHChloride Aqueous ExtractNitrate Aqueous Extract as NO3Sulphate Aqueous Extract as SO4Total Sulphur as S
Page 2 of 3Key: * -not accredited. # -MCERTS (accreditation only implied if report carries the MCERTS logo). n/s -not supplied.
Information in Support of the Analytical ResultsOur Ref 15-53055
Client Ref PSL15/5865Contract Branston Lock
Containers Received & Deviating Samples
Lab No Sample ID
Date
Sampled Containers Received
Holding time
exceeded for
tests
Inappropriate
container for
tests913777 P1-BH01 0.30 SOIL 03/12/15 PT 500ml
913778 P1-BH01 12.20-12.90 SOIL 03/12/15 PT 500ml
913779 P1-BH01A 0.70 SOIL 03/12/15 PT 500ml
913780 P1-BH02 0.50 SOIL 03/12/15 PT 500ml
913781 P1-WS06 1.00 SOIL 03/12/15 PT 500ml
Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.
Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.
The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-
Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
Key: P-Plastic T-Tub
DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may
be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on
Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time and/or inappropriate
containers are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample
deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and
time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Page 3 of 3
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 1 of 5
i2 Analytical Telephone: 01923 225404
7 Woodshots Meadow Fax: 01923 237404Croxley Green Business Park email:[email protected]
Watford, WD18 8YS
Report No:
Client:
Location
Sampling Date
Sample ID
Depth (m)
Solid Waste Analysis
TOC (%)** 0.9 3% 5% 6%
Loss on Ignition (%) ** - -- -- 10%
BTEX (µg/kg) ** - 6000 -- --
Sum of PCBs (mg/kg) ** - 1 -- --
Mineral Oil (mg/kg) - 500 -- --
Total PAH (WAC-17) (mg/kg) - 100 -- --
pH (units)** 7.7 -- >6 --
Acid Neutralisation Capacity (mol / kg) 0.71 -- To be evaluated To be evaluated
Arsenic * < 0.010 < 0.010 < 0.050 0.5 2 25
Barium * 0.021 0.029 0.28 20 100 300
Cadmium * < 0.0005 < 0.0005 < 0.0020 0.04 1 5
Chromium * 0.0025 0.0063 0.058 0.5 10 70
Copper * 0.019 0.0089 0.10 2 50 100
Mercury * < 0.0015 < 0.0015 < 0.010 0.01 0.2 2
Molybdenum * 0.0051 < 0.0030 < 0.020 0.5 10 30
Nickel * 0.0022 0.0031 0.030 0.4 10 40
Lead * 0.010 0.017 0.16 0.5 10 50
Antimony * < 0.0050 < 0.0050 0.024 0.06 0.7 5
Selenium * < 0.010 < 0.010 < 0.040 0.1 0.5 7
Zinc * 0.0065 0.0141 0.13 4 50 200
Chloride * 6.9 < 4.0 < 15 800 4000 25000
Fluoride 0.73 0.47 5.1 10 150 500
Sulphate * 15 2.1 37 1000 20000 50000
TDS 60 20 250 4000 60000 100000
Phenol Index (Monhydric Phenols) * < 0.13 < 0.13 < 0.50 1 - -
Leach Test Information
Stone Content (%) < 0.1 0
Sample Mass (kg) 2.0
Dry Matter (%) 94
Moisture (%) 5.9
Stage 1
Volume Eluate L2 (litres) 0.34
Filtered Eluate VE1 (litres) 0.23
*= UKAS accredited (liquid eluate analysis only)
** = MCERTS accrediited
mg/kg
using BS EN 12457-3 at L/S 10 l/kg (mg/kg)
Waste Acceptance Criteria Analytical Results
Landfill Waste Acceptance Criteria
Branston Lock Development
Lab Reference (Sample Number)Limits511096
Cumulative 10:1
15-83305
CCGROUND
Stable Non-
reactive
HAZARDOUS
waste in non-
hazardous
Landfill
Limit values for compliance leaching test
Inert Waste
Landfill
Hazardous
Waste Landfill
17/11/2015
P1-BH02
0.90
2:1 8:1
DOC 10 9.3
mg/l mg/l
Eluate Analysis
(BS EN 12457 - 3 preparation utilising end over end leaching
procedure)
800 100094 500
Results are expressed on a dry weight basis, after correction for moisture content where applicable
Stated limits are for guidance only and I2 cannot be held responsible for any discrepencies with current legislation
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 2 of 5
i2 Analytical Telephone: 01923 225404
7 Woodshots Meadow Fax: 01923 237404Croxley Green Business Park email:[email protected]
Watford, WD18 8YS
Report No:
Client:
Location
Sampling Date
Sample ID
Depth (m)
Solid Waste Analysis
TOC (%)** 0.3 3% 5% 6%
Loss on Ignition (%) ** - -- -- 10%
BTEX (µg/kg) ** - 6000 -- --
Sum of PCBs (mg/kg) ** - 1 -- --
Mineral Oil (mg/kg) - 500 -- --
Total PAH (WAC-17) (mg/kg) - 100 -- --
pH (units)** 6.6 -- >6 --
Acid Neutralisation Capacity (mol / kg) -0.37 -- To be evaluated To be evaluated
Arsenic * < 0.010 < 0.010 < 0.050 0.5 2 25
Barium * 0.090 0.055 0.59 20 100 300
Cadmium * < 0.0005 < 0.0005 < 0.0020 0.04 1 5
Chromium * < 0.0010 0.0012 0.012 0.5 10 70
Copper * 0.0088 0.0066 0.069 2 50 100
Mercury * < 0.0015 < 0.0015 < 0.010 0.01 0.2 2
Molybdenum * < 0.0030 < 0.0030 < 0.020 0.5 10 30
Nickel * < 0.0010 < 0.0010 < 0.0050 0.4 10 40
Lead * 0.0050 < 0.0050 < 0.020 0.5 10 50
Antimony * < 0.0050 < 0.0050 0.045 0.06 0.7 5
Selenium * < 0.010 < 0.010 < 0.040 0.1 0.5 7
Zinc * 0.0028 < 0.0010 < 0.020 4 50 200
Chloride * < 4.0 < 4.0 < 15 800 4000 25000
Fluoride 0.64 0.61 6.1 10 150 500
Sulphate * 620 90 1600 1000 20000 50000
TDS 620 160 2200 4000 60000 100000
Phenol Index (Monhydric Phenols) * < 0.13 < 0.13 < 0.50 1 - -
Leach Test Information
Stone Content (%) < 0.1 0
Sample Mass (kg) 1.7
Dry Matter (%) 90
Moisture (%) 10
Stage 1
Volume Eluate L2 (litres) 0.33
Filtered Eluate VE1 (litres) 0.24
*= UKAS accredited (liquid eluate analysis only)
** = MCERTS accrediited
500DOC 18
Cumulative 10:1Limit values for compliance leaching test
using BS EN 12457-3 at L/S 10 l/kg (mg/kg)
mg/l mg/l mg/kg
Eluate Analysis
(BS EN 12457 - 3 preparation utilising end over end leaching
procedure)
2:1 8:1
1.53.3
Lab Reference (Sample Number) 511097Landfill Waste Acceptance Criteria
Limits
17/11/2015
Inert Waste
Landfill
Stable Non-
reactive
HAZARDOUS
waste in non-
hazardous
Landfill
Hazardous
Waste Landfill
P1-WS06
0.50
Branston Lock Development
Waste Acceptance Criteria Analytical Results15-83305
Results are expressed on a dry weight basis, after correction for moisture content where applicable
Stated limits are for guidance only and I2 cannot be held responsible for any discrepencies with current legislation
800 1000
CCGROUND
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 3 of 5
Analytical Report Number : 15-83305
Project / Site name: Branston Lock Development
Lab Sample
Number
Sample
Reference
Sample
NumberDepth (m) Sample Description *
511096 P1-BH02 None Supplied 0.90 Brown sandy loam with gravel.
511097 P1-WS06 None Supplied 0.50 Brown loam and clay with gravel.
* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS
validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.
Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 4 of 5
Analytical Report Number : 15-83305
Project / Site name: Branston Lock Development
Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Analytical Test Name Analytical Method Description Analytical Method ReferenceMethod
number
Wet / Dry
Analysis
Accreditation
Status
Acid neutralisation capacity of soil Determination of acid neutralisation capacity by
addition of acid or alkali followed by electronic
probe.
In-house method based on Guidance an
Sampling and Testing of Wastes to Meet
Landfill Waste Acceptance
L046-PL W NONE
Chloride in WAC leachate (BS EN
12457-3 Prep)
Determination of Chloride colorimetrically by
discrete analyser.
In house based on MEWAM Method ISBN
0117516260.
L082-PL W ISO 17025
DOC in WAC leachate (BS EN 12457-
3 Prep)
Determination of dissolved organic carbon in
leachate by TOC/DOC NDIR analyser.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L037-PL W NONE
Fluoride in WAC leachate (BS EN
12457-3 Prep)
Determination of fluoride in leachate by 1:1ratio
with a buffer solution followed by Ion Selective
Electrode.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L033-PL W NONE
Metals in WAC leachate (BS EN 12457-
3 Prep)
Determination of metals in leachate by acidification
followed by ICP-OES.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L039-PL W ISO 17025
Moisture Content Moisture content, determined gravimetrically. In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L019-UK/PL W NONE
pH in soil Determination of pH in soil by addition of water
followed by electrometric measurement.
In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L005-PL W MCERTS
Phenol Index in WAC leachate (BS EN
12457-3 Prep)
Determination of monohydric phenols in leachate
by continuous flow analyser.
In-house method based on Examination of
Water and Wastewater 20th Edition:
Clesceri, Greenberg & Eaton (skalar)
L080-PL W ISO 17025
Stones content of soil Standard preparation for all samples unless
otherwise detailed. Gravimetric determination of
stone > 10 mm as % dry weight.
In-house method based on British Standard
Methods and MCERTS requirements.
L019-UK/PL D NONE
Sulphate in WAC leachate (BS EN
12457-3 Prep)
Determination of sulphate in leachate by
acidification followed by ICP-OES.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L039-PL W ISO 17025
TDS in WAC leachate (BS EN 12457-3
Prep)
Determination of total dissolved solids in leachate
by electrometric measurement.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L004-PL W NONE
Total organic carbon in soil Determination of organic matter in soil by oxidising
with potassium dichromate followed by titration
with iron (II) sulphate.
In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L023-PL D MCERTS
For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom.
For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland.
Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture
correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 5 of 5
Dan Page
t: 01452 739 165 t: 01923 225404f: 01452 739 220 f: 01923 237404e: [email protected] e:
Project / Site name: Samples received on: 19/11/2015
Your job number: C4877 Samples instructed on: 26/11/2015
Your order number: Analysis completed by: 04/12/2015
Report Issue Number: 1 Report issued on: 04/12/2015
Samples Analysed:
Signed: Signed:
Reporting Manager Assistant Reporting Manager
For & on behalf of i2 Analytical Ltd. For & on behalf of i2 Analytical Ltd.
Other office located at: ul. Pionierów 39, 41 -711 Ruda Śląska, Poland
Standard sample disposal times, unless otherwise agreed with the laboratory, are : soils - 4 weeks from reporting
leachates - 2 weeks from reporting
waters - 2 weeks from reporting
asbestos - 6 months from reporting
Excel copies of reports are only valid when accompanied by this PDF certificate.
15 soil samples
Branston Lock Development
CC Ground Investigation Ltd
Unit A2
Innsworth Tech Park
Innsworth Lane
Gloucester
GL3 1DL
i2 Analytical Ltd.
7 Woodshots Meadow,
Croxley Green
Business Park,
Watford,
Herts,
WD18 8YS
Analytical Report Number : 15-83303
Rexona Rahman
Emma Winter
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 1 of 10
Analytical Report Number: 15-83303
Project / Site name: Branston Lock Development
Lab Sample Number 511070 511071 511072 511073 511074
Sample Reference P1-BH01 P1-BH01 P1-BH01A P1-BH01A P1-BH01A
Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied
Depth (m) 0.50 1.00 0.20 0.50 0.70
Date Sampled 12/11/2015 12/11/2015 12/11/2015 12/11/2015 12/11/2015
Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied
Analytical Parameter
(Soil Analysis)
Un
its
Lim
it of
de
tectio
n
Accre
dita
tion
Sta
tus
Stone Content % 0.1 NONE < 0.1 < 0.1 - < 0.1 < 0.1
Moisture Content % N/A NONE 15 14 - 13 8.2
Total mass of sample received kg 0.001 NONE 1.6 2.0 - 2.0 2.0
Asbestos in Soil Type N/A ISO 17025 - - Not-detected - -
General Inorganics
pH pH Units N/A MCERTS 6.8 - - - 7.7
Total Cyanide mg/kg 1 MCERTS < 1 - - - < 1
Free Cyanide mg/kg 1 NONE < 1 - - - < 1
Thiocyanate as SCN mg/kg 5 NONE < 5.0 - - - < 5.0Total Sulphate as SO4 mg/kg 50 MCERTS 1900 - - - 1100
Sulphide mg/kg 1 MCERTS < 1.0 - - - 12
Total Sulphur mg/kg 50 NONE 1600 - - - 1200
Total Phenols
Total Phenols (monohydric) mg/kg 1 MCERTS < 1.0 - - - < 1.0
Speciated PAHs
Naphthalene mg/kg 0.05 MCERTS < 0.05 - - - < 0.05
Acenaphthylene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Acenaphthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Fluorene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Phenanthrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Anthracene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Fluoranthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Pyrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Benzo(a)anthracene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Chrysene mg/kg 0.05 MCERTS < 0.05 - - - < 0.05
Benzo(b)fluoranthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Benzo(k)fluoranthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Benzo(a)pyrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Indeno(1,2,3-cd)pyrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Dibenz(a,h)anthracene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10
Benzo(ghi)perylene mg/kg 0.05 MCERTS < 0.05 - - - < 0.05
Total PAH
Speciated Total EPA-16 PAHs mg/kg 1.6 MCERTS < 1.60 - - - < 1.60
Heavy Metals / Metalloids
Arsenic (aqua regia extractable) mg/kg 1 MCERTS 5.3 - - - 18
Boron (water soluble) mg/kg 0.2 MCERTS 1.9 - - - 3.5
Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS < 0.2 - - - < 0.2
Chromium (hexavalent) mg/kg 4 MCERTS < 4.0 - - - < 4.0
Chromium (aqua regia extractable) mg/kg 1 MCERTS 11 - - - 10
Copper (aqua regia extractable) mg/kg 1 MCERTS 7.7 - - - 120
Lead (aqua regia extractable) mg/kg 1 MCERTS 13 - - - 140
Mercury (aqua regia extractable) mg/kg 0.3 MCERTS < 0.3 - - - < 0.3
Nickel (aqua regia extractable) mg/kg 1 MCERTS 9.5 - - - 46
Selenium (aqua regia extractable) mg/kg 1 MCERTS < 1.0 - - - < 1.0
Zinc (aqua regia extractable) mg/kg 1 MCERTS 22 - - - 84
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 2 of 10
Analytical Report Number: 15-83303
Project / Site name: Branston Lock Development
Lab Sample Number 511070 511071 511072 511073 511074
Sample Reference P1-BH01 P1-BH01 P1-BH01A P1-BH01A P1-BH01A
Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied
Depth (m) 0.50 1.00 0.20 0.50 0.70
Date Sampled 12/11/2015 12/11/2015 12/11/2015 12/11/2015 12/11/2015
Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied
Analytical Parameter
(Soil Analysis)
Un
its
Lim
it of
de
tectio
n
Accre
dita
tion
Sta
tus
Monoaromatics
Benzene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
Toluene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
Ethylbenzene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
p & m-xylene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
o-xylene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
Petroleum Hydrocarbons
TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1
TPH-CWG - Aliphatic >EC6 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1
TPH-CWG - Aliphatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1
TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
TPH-CWG - Aliphatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 < 2.0 - < 2.0 < 2.0
TPH-CWG - Aliphatic >EC16 - EC21 mg/kg 8 MCERTS < 8.0 < 8.0 - < 8.0 < 8.0
TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTS < 8.0 < 8.0 - < 8.0 < 8.0
TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS < 10 < 10 - < 10 < 10
TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1
TPH-CWG - Aromatic >EC7 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1
TPH-CWG - Aromatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1
TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
TPH-CWG - Aromatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 < 2.0 - < 2.0 < 2.0
TPH-CWG - Aromatic >EC16 - EC21 mg/kg 10 MCERTS < 10 < 10 - < 10 < 10
TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTS < 10 < 10 - < 10 < 10
TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS < 10 < 10 - < 10 < 10
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 3 of 10
Analytical Report Number: 15-83303
Project / Site name: Branston Lock Development
Lab Sample Number
Sample Reference
Sample Number
Depth (m)
Date Sampled
Time Taken
Analytical Parameter
(Soil Analysis)
Un
its
Lim
it of
de
tectio
n
Accre
dita
tion
Sta
tus
Stone Content % 0.1 NONE
Moisture Content % N/A NONE
Total mass of sample received kg 0.001 NONE
Asbestos in Soil Type N/A ISO 17025
General Inorganics
pH pH Units N/A MCERTS
Total Cyanide mg/kg 1 MCERTS
Free Cyanide mg/kg 1 NONE
Thiocyanate as SCN mg/kg 5 NONE
Total Sulphate as SO4 mg/kg 50 MCERTS
Sulphide mg/kg 1 MCERTS
Total Sulphur mg/kg 50 NONE
Total Phenols
Total Phenols (monohydric) mg/kg 1 MCERTS
Speciated PAHs
Naphthalene mg/kg 0.05 MCERTS
Acenaphthylene mg/kg 0.1 MCERTS
Acenaphthene mg/kg 0.1 MCERTS
Fluorene mg/kg 0.1 MCERTS
Phenanthrene mg/kg 0.1 MCERTS
Anthracene mg/kg 0.1 MCERTS
Fluoranthene mg/kg 0.1 MCERTS
Pyrene mg/kg 0.1 MCERTS
Benzo(a)anthracene mg/kg 0.1 MCERTS
Chrysene mg/kg 0.05 MCERTS
Benzo(b)fluoranthene mg/kg 0.1 MCERTS
Benzo(k)fluoranthene mg/kg 0.1 MCERTS
Benzo(a)pyrene mg/kg 0.1 MCERTS
Indeno(1,2,3-cd)pyrene mg/kg 0.1 MCERTS
Dibenz(a,h)anthracene mg/kg 0.1 MCERTS
Benzo(ghi)perylene mg/kg 0.05 MCERTS
Total PAH
Speciated Total EPA-16 PAHs mg/kg 1.6 MCERTS
Heavy Metals / Metalloids
Arsenic (aqua regia extractable) mg/kg 1 MCERTS
Boron (water soluble) mg/kg 0.2 MCERTS
Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS
Chromium (hexavalent) mg/kg 4 MCERTS
Chromium (aqua regia extractable) mg/kg 1 MCERTS
Copper (aqua regia extractable) mg/kg 1 MCERTS
Lead (aqua regia extractable) mg/kg 1 MCERTS
Mercury (aqua regia extractable) mg/kg 0.3 MCERTS
Nickel (aqua regia extractable) mg/kg 1 MCERTS
Selenium (aqua regia extractable) mg/kg 1 MCERTS
Zinc (aqua regia extractable) mg/kg 1 MCERTS
511075 511076 511077 511078 511079
P1-BH02 P1-BH02 P1-WS01 P1-WS02 P1-WS04
None Supplied None Supplied None Supplied None Supplied None Supplied
0.20 0.50 0.20 0.20 0.50
17/11/2015 17/11/2015 16/11/2015 16/11/2015 17/11/2015
None Supplied None Supplied None Supplied None Supplied None Supplied
< 0.1 < 0.1 < 0.1 < 0.1 < 0.1
16 13 17 16 8.5
1.7 1.7 1.5 1.6 1.7
- Not-detected - - -
- 7.2 - 6.6 7.3
- < 1 - 1 < 1
- < 1 - 1 < 1
- < 5.0 - < 5.0 < 5.0- 950 - 870 350
- < 1.0 - < 1.0 < 1.0
- 530 - 700 200
- < 1.0 - < 1.0 < 1.0
- < 0.05 - < 0.05 < 0.05
- < 0.10 - < 0.10 < 0.10
- < 0.10 - < 0.10 < 0.10
- < 0.10 - < 0.10 < 0.10
- 0.69 - < 0.10 < 0.10
- 0.14 - < 0.10 < 0.10
- 2.4 - < 0.10 < 0.10
- 2.1 - < 0.10 < 0.10
- 1.2 - < 0.10 < 0.10
- 1.4 - < 0.05 < 0.05
- 1.2 - < 0.10 < 0.10
- 1.1 - < 0.10 < 0.10
- 1.2 - < 0.10 < 0.10
- 0.47 - < 0.10 < 0.10
- < 0.10 - < 0.10 < 0.10
- 0.51 - < 0.05 < 0.05
- 12.3 - < 1.60 < 1.60
- 13 - 1.1 2.2
- 2.3 - 0.9 < 0.2
- 0.4 - 0.4 < 0.2
- < 4.0 - < 4.0 < 4.0
- 14 - 9.2 11
- 61 - 18 6.5
- 200 - 41 14
- < 0.3 - < 0.3 < 0.3
- 20 - 6.6 7.7
- < 1.0 - < 1.0 < 1.0
- 170 - 44 34
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 4 of 10
Analytical Report Number: 15-83303
Project / Site name: Branston Lock Development
Lab Sample Number
Sample Reference
Sample Number
Depth (m)
Date Sampled
Time Taken
Analytical Parameter
(Soil Analysis)
Un
its
Lim
it of
de
tectio
n
Accre
dita
tion
Sta
tus
Stone Content % 0.1 NONEMonoaromatics
Benzene µg/kg 1 MCERTS
Toluene µg/kg 1 MCERTS
Ethylbenzene µg/kg 1 MCERTS
p & m-xylene µg/kg 1 MCERTS
o-xylene µg/kg 1 MCERTS
MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS
Petroleum Hydrocarbons
TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.1 MCERTS
TPH-CWG - Aliphatic >EC6 - EC8 mg/kg 0.1 MCERTS
TPH-CWG - Aliphatic >EC8 - EC10 mg/kg 0.1 MCERTS
TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS
TPH-CWG - Aliphatic >EC12 - EC16 mg/kg 2 MCERTS
TPH-CWG - Aliphatic >EC16 - EC21 mg/kg 8 MCERTS
TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTS
TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS
TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.1 MCERTS
TPH-CWG - Aromatic >EC7 - EC8 mg/kg 0.1 MCERTS
TPH-CWG - Aromatic >EC8 - EC10 mg/kg 0.1 MCERTS
TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS
TPH-CWG - Aromatic >EC12 - EC16 mg/kg 2 MCERTS
TPH-CWG - Aromatic >EC16 - EC21 mg/kg 10 MCERTS
TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTS
TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS
511075 511076 511077 511078 511079
P1-BH02 P1-BH02 P1-WS01 P1-WS02 P1-WS04
None Supplied None Supplied None Supplied None Supplied None Supplied
0.20 0.50 0.20 0.20 0.50
17/11/2015 17/11/2015 16/11/2015 16/11/2015 17/11/2015
None Supplied None Supplied None Supplied None Supplied None Supplied
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
< 0.1 < 0.1 < 0.1 < 0.1 < 0.1
< 0.1 < 0.1 < 0.1 < 0.1 < 0.1
< 0.1 < 0.1 < 0.1 < 0.1 < 0.1
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
< 2.0 < 2.0 < 2.0 < 2.0 < 2.0
< 8.0 < 8.0 < 8.0 < 8.0 < 8.0
27 11 < 8.0 < 8.0 < 8.0
30 11 < 10 < 10 < 10
< 0.1 < 0.1 < 0.1 < 0.1 < 0.1
< 0.1 < 0.1 < 0.1 < 0.1 < 0.1
< 0.1 < 0.1 < 0.1 < 0.1 < 0.1
< 1.0 < 1.0 < 1.0 < 1.0 < 1.0
4.6 2.8 < 2.0 < 2.0 < 2.0
26 19 < 10 < 10 < 10
87 41 < 10 < 10 < 10
120 63 < 10 < 10 < 10
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 5 of 10
Analytical Report Number: 15-83303
Project / Site name: Branston Lock Development
Lab Sample Number
Sample Reference
Sample Number
Depth (m)
Date Sampled
Time Taken
Analytical Parameter
(Soil Analysis)
Un
its
Lim
it of
de
tectio
n
Accre
dita
tion
Sta
tus
Stone Content % 0.1 NONE
Moisture Content % N/A NONE
Total mass of sample received kg 0.001 NONE
Asbestos in Soil Type N/A ISO 17025
General Inorganics
pH pH Units N/A MCERTS
Total Cyanide mg/kg 1 MCERTS
Free Cyanide mg/kg 1 NONE
Thiocyanate as SCN mg/kg 5 NONE
Total Sulphate as SO4 mg/kg 50 MCERTS
Sulphide mg/kg 1 MCERTS
Total Sulphur mg/kg 50 NONE
Total Phenols
Total Phenols (monohydric) mg/kg 1 MCERTS
Speciated PAHs
Naphthalene mg/kg 0.05 MCERTS
Acenaphthylene mg/kg 0.1 MCERTS
Acenaphthene mg/kg 0.1 MCERTS
Fluorene mg/kg 0.1 MCERTS
Phenanthrene mg/kg 0.1 MCERTS
Anthracene mg/kg 0.1 MCERTS
Fluoranthene mg/kg 0.1 MCERTS
Pyrene mg/kg 0.1 MCERTS
Benzo(a)anthracene mg/kg 0.1 MCERTS
Chrysene mg/kg 0.05 MCERTS
Benzo(b)fluoranthene mg/kg 0.1 MCERTS
Benzo(k)fluoranthene mg/kg 0.1 MCERTS
Benzo(a)pyrene mg/kg 0.1 MCERTS
Indeno(1,2,3-cd)pyrene mg/kg 0.1 MCERTS
Dibenz(a,h)anthracene mg/kg 0.1 MCERTS
Benzo(ghi)perylene mg/kg 0.05 MCERTS
Total PAH
Speciated Total EPA-16 PAHs mg/kg 1.6 MCERTS
Heavy Metals / Metalloids
Arsenic (aqua regia extractable) mg/kg 1 MCERTS
Boron (water soluble) mg/kg 0.2 MCERTS
Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS
Chromium (hexavalent) mg/kg 4 MCERTS
Chromium (aqua regia extractable) mg/kg 1 MCERTS
Copper (aqua regia extractable) mg/kg 1 MCERTS
Lead (aqua regia extractable) mg/kg 1 MCERTS
Mercury (aqua regia extractable) mg/kg 0.3 MCERTS
Nickel (aqua regia extractable) mg/kg 1 MCERTS
Selenium (aqua regia extractable) mg/kg 1 MCERTS
Zinc (aqua regia extractable) mg/kg 1 MCERTS
511080 511081 511082 511083 511084
P1-WS06 P1-WS06 P1-WS06 P1-HP01 P1-HP01
None Supplied None Supplied None Supplied None Supplied None Supplied
0.10 0.20 1.00 0.20 0.50
17/11/2015 17/11/2015 17/11/2015 17/11/2015 17/11/2015
None Supplied None Supplied None Supplied None Supplied None Supplied
< 0.1 < 0.1 < 0.1 < 0.1 -
7.4 11 9.9 12 -
1.2 1.7 1.8 1.6 -
- - Not-detected - Not-detected
- 7.6 7.7 - -
- < 1 < 1 - -
- < 1 < 1 - -
- < 5.0 < 5.0 - -- 10000 5000 - -
- < 1.0 < 1.0 - -
- 3400 1700 - -
- < 1.0 < 1.0 - -
- < 0.05 < 0.05 - -
- < 0.10 < 0.10 - -
- 0.46 < 0.10 - -
- 0.45 < 0.10 - -
- 3.7 < 0.10 - -
- 1.3 < 0.10 - -
- 4.8 0.24 - -
- 3.7 0.26 - -
- 1.7 < 0.10 - -
- 1.4 < 0.05 - -
- 1.5 < 0.10 - -
- 0.87 < 0.10 - -
- 1.2 < 0.10 - -
- 0.56 < 0.10 - -
- < 0.10 < 0.10 - -
- 0.61 < 0.05 - -
- 22.2 < 1.60 - -
- 1.8 7.1 - -
- < 0.2 0.3 - -
- < 0.2 < 0.2 - -
- < 4.0 < 4.0 - -
- 23 22 - -
- 30 16 - -
- 8.8 12 - -
- < 0.3 < 0.3 - -
- 20 22 - -
- < 1.0 < 1.0 - -
- 40 48 - -
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 6 of 10
Analytical Report Number: 15-83303
Project / Site name: Branston Lock Development
Lab Sample Number
Sample Reference
Sample Number
Depth (m)
Date Sampled
Time Taken
Analytical Parameter
(Soil Analysis)
Un
its
Lim
it of
de
tectio
n
Accre
dita
tion
Sta
tus
Stone Content % 0.1 NONEMonoaromatics
Benzene µg/kg 1 MCERTS
Toluene µg/kg 1 MCERTS
Ethylbenzene µg/kg 1 MCERTS
p & m-xylene µg/kg 1 MCERTS
o-xylene µg/kg 1 MCERTS
MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS
Petroleum Hydrocarbons
TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.1 MCERTS
TPH-CWG - Aliphatic >EC6 - EC8 mg/kg 0.1 MCERTS
TPH-CWG - Aliphatic >EC8 - EC10 mg/kg 0.1 MCERTS
TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS
TPH-CWG - Aliphatic >EC12 - EC16 mg/kg 2 MCERTS
TPH-CWG - Aliphatic >EC16 - EC21 mg/kg 8 MCERTS
TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTS
TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS
TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.1 MCERTS
TPH-CWG - Aromatic >EC7 - EC8 mg/kg 0.1 MCERTS
TPH-CWG - Aromatic >EC8 - EC10 mg/kg 0.1 MCERTS
TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS
TPH-CWG - Aromatic >EC12 - EC16 mg/kg 2 MCERTS
TPH-CWG - Aromatic >EC16 - EC21 mg/kg 10 MCERTS
TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTS
TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS
511080 511081 511082 511083 511084
P1-WS06 P1-WS06 P1-WS06 P1-HP01 P1-HP01
None Supplied None Supplied None Supplied None Supplied None Supplied
0.10 0.20 1.00 0.20 0.50
17/11/2015 17/11/2015 17/11/2015 17/11/2015 17/11/2015
None Supplied None Supplied None Supplied None Supplied None Supplied
< 1.0 < 1.0 < 1.0 < 1.0 -
< 1.0 < 1.0 < 1.0 < 1.0 -
< 1.0 < 1.0 < 1.0 < 1.0 -
< 1.0 < 1.0 < 1.0 < 1.0 -
< 1.0 < 1.0 < 1.0 < 1.0 -
< 1.0 < 1.0 < 1.0 < 1.0 -
< 0.1 < 0.1 < 0.1 < 0.1 -
< 0.1 < 0.1 < 0.1 < 0.1 -
< 0.1 < 0.1 < 0.1 < 0.1 -
< 1.0 < 1.0 < 1.0 < 1.0 -
< 2.0 < 2.0 < 2.0 < 2.0 -
< 8.0 < 8.0 < 8.0 < 8.0 -
470 43 < 8.0 10 -
480 46 < 10 13 -
< 0.1 < 0.1 < 0.1 < 0.1 -
< 0.1 < 0.1 < 0.1 < 0.1 -
< 0.1 < 0.1 < 0.1 < 0.1 -
< 1.0 1.2 < 1.0 < 1.0 -
< 2.0 7.4 < 2.0 < 2.0 -
< 10 21 < 10 < 10 -
830 49 < 10 25 -
830 79 < 10 35 -
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 7 of 10
Analytical Report Number : 15-83303
Project / Site name: Branston Lock Development
Lab Sample
Number
Sample
Reference
Sample
NumberDepth (m) Sample Description *
511070 P1-BH01 None Supplied 0.50 Brown loam and sand.
511071 P1-BH01 None Supplied 1.00 Brown sand with gravel.
511072 P1-BH01A None Supplied 0.20 -
511073 P1-BH01A None Supplied 0.50 Brown loam and sand with gravel and vegetation.
511074 P1-BH01A None Supplied 0.70 Brown loam and sand with gravel and vegetation.
511075 P1-BH02 None Supplied 0.20 Brown loam and sand with gravel and vegetation.
511076 P1-BH02 None Supplied 0.50 Brown loam and sand with gravel and vegetation.
511077 P1-WS01 None Supplied 0.20 Brown loam and clay with vegetation.
511078 P1-WS02 None Supplied 0.20 Brown loam and sand with gravel and vegetation.
511079 P1-WS04 None Supplied 0.50 Light brown loam and sand with gravel.
511080 P1-WS06 None Supplied 0.10 Brown gravelly loam with vegetation.
511081 P1-WS06 None Supplied 0.20 Light brown loam and clay with gravel.
511082 P1-WS06 None Supplied 1.00 Light brown loam and sand with gravel.
511083 P1-HP01 None Supplied 0.20 Brown loam and sand with gravel and vegetation.
511084 P1-HP01 None Supplied 0.50 -
* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS
validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.
Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 8 of 10
Analytical Report Number : 15-83303
Project / Site name: Branston Lock Development
Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Analytical Test Name Analytical Method Description Analytical Method ReferenceMethod
number
Wet / Dry
Analysis
Accreditation
Status
Asbestos identification in soil Asbestos Identification with the use of polarised
light microscopy in conjunction with disperion
staining techniques.
In house method based on HSG 248 A001-PL D ISO 17025
Boron, water soluble, in soil Determination of water soluble boron in soil by hot
water extract followed by ICP-OES.
In-house method based on Second Site
Properties version 3
L038-PL D MCERTS
BTEX and MTBE in soil Determination of BTEX in soil by headspace GC-MS. In-house method based on USEPA8260 L073B-PL W MCERTS
Free cyanide in soil Determination of free cyanide by distillation
followed by colorimetry.
In-house method based on Examination of
Water and Wastewater 20th Edition:
Clesceri, Greenberg & Eaton (Skalar)
L080-PL W NONE
Hexavalent chromium in soil Determination of hexavalent chromium in soil by
extraction in water then by acidification, addition of
1,5 diphenylcarbazide followed by colorimetry.
In-house method L080-PL W MCERTS
Metals in soil by ICP-OES Determination of metals in soil by aqua-regia
digestion followed by ICP-OES.
In-house method based on MEWAM 2006
Methods for the Determination of Metals in
Soil.
L038-PL D MCERTS
Moisture Content Moisture content, determined gravimetrically. In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L019-UK/PL W NONE
Monohydric phenols in soil Determination of phenols in soil by extraction with
sodium hydroxide followed by distillation followed
by colorimetry.
In-house method based on Examination of
Water and Wastewater 20th Edition:
Clesceri, Greenberg & Eaton (skalar)
L080-PL W MCERTS
pH in soil (automated) Determination of pH in soil by addition of water
followed by electrometric measurement.
In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L099-PL D MCERTS
Speciated EPA-16 PAHs in soil Determination of PAH compounds in soil by
extraction in dichloromethane and hexane followed
by GC-MS with the use of surrogate and internal
standards.
In-house method based on USEPA 8270 L064-PL D MCERTS
Stones content of soil Standard preparation for all samples unless
otherwise detailed. Gravimetric determination of
stone > 10 mm as % dry weight.
In-house method based on British Standard
Methods and MCERTS requirements.
L019-UK/PL D NONE
Sulphide in soil Determination of sulphide in soil by acidification
and heating to liberate hydrogen sulphide, trapped
in an alkaline solution then assayed by ion selective
electrode.
In-house method L010-PL D MCERTS
Thiocyanate in soil Determination of thiocyanate in soil by extraction
in caustic soda followed by acidification followed by
addition of ferric nitrate followed by
spectrophotometer.
In-house method L049-PL D NONE
Total cyanide in soil Determination of total cyanide by distillation
followed by colorimetry.
In-house method based on Examination of
Water and Wastewater 20th Edition:
Clesceri, Greenberg & Eaton (Skalar)
L080-PL W MCERTS
Total sulphate (as SO4 in soil) Determination of total sulphate in soil by extraction
with 10% HCl followed by ICP-OES.
In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L038-PL D MCERTS
Total Sulphur in soil Determination of total sulphur in soil by extraction
with aqua-regia, potassium bromide/bromate
followed by ICP-OES.
In-house method based on BS1377 Part 3,
1990, and MEWAM 2006 Methods for the
Determination of Metals in Soil
L038-PL D NONE
TPHCWG (Soil) Determination of hexane extractable hydrocarbons
in soil by GC-MS/GC-FID.
In-house method L076-PL W MCERTS
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 9 of 10
Analytical Report Number : 15-83303
Project / Site name: Branston Lock Development
Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Analytical Test Name Analytical Method Description Analytical Method ReferenceMethod
number
Wet / Dry
Analysis
Accreditation
Status
For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom.
For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland.
Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture
correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83303-1
Page 10 of 10
i2 Analytical Telephone: 01923 225404
7 Woodshots Meadow Fax: 01923 237404Croxley Green Business Park email:[email protected]
Watford, WD18 8YS
Report No:
Client:
Location
Sampling Date
Sample ID
Depth (m)
Solid Waste Analysis
TOC (%)** 0.3 3% 5% 6%
Loss on Ignition (%) ** - -- -- 10%
BTEX (µg/kg) ** - 6000 -- --
Sum of PCBs (mg/kg) ** - 1 -- --
Mineral Oil (mg/kg) - 500 -- --
Total PAH (WAC-17) (mg/kg) - 100 -- --
pH (units)** 6.6 -- >6 --
Acid Neutralisation Capacity (mol / kg) -0.37 -- To be evaluated To be evaluated
Arsenic * < 0.010 < 0.010 < 0.050 0.5 2 25
Barium * 0.090 0.055 0.59 20 100 300
Cadmium * < 0.0005 < 0.0005 < 0.0020 0.04 1 5
Chromium * < 0.0010 0.0012 0.012 0.5 10 70
Copper * 0.0088 0.0066 0.069 2 50 100
Mercury * < 0.0015 < 0.0015 < 0.010 0.01 0.2 2
Molybdenum * < 0.0030 < 0.0030 < 0.020 0.5 10 30
Nickel * < 0.0010 < 0.0010 < 0.0050 0.4 10 40
Lead * 0.0050 < 0.0050 < 0.020 0.5 10 50
Antimony * < 0.0050 < 0.0050 0.045 0.06 0.7 5
Selenium * < 0.010 < 0.010 < 0.040 0.1 0.5 7
Zinc * 0.0028 < 0.0010 < 0.020 4 50 200
Chloride * < 4.0 < 4.0 < 15 800 4000 25000
Fluoride 0.64 0.61 6.1 10 150 500
Sulphate * 620 90 1600 1000 20000 50000
TDS 620 160 2200 4000 60000 100000
Phenol Index (Monhydric Phenols) * < 0.13 < 0.13 < 0.50 1 - -
Leach Test Information
Stone Content (%) < 0.1 0
Sample Mass (kg) 1.7
Dry Matter (%) 90
Moisture (%) 10
Stage 1
Volume Eluate L2 (litres) 0.33
Filtered Eluate VE1 (litres) 0.24
*= UKAS accredited (liquid eluate analysis only)
** = MCERTS accrediited
500DOC 18
Cumulative 10:1Limit values for compliance leaching test
using BS EN 12457-3 at L/S 10 l/kg (mg/kg)
mg/l mg/l mg/kg
Eluate Analysis
(BS EN 12457 - 3 preparation utilising end over end leaching
procedure)
2:1 8:1
1.53.3
Lab Reference (Sample Number) 511097Landfill Waste Acceptance Criteria
Limits
17/11/2015
Inert Waste
Landfill
Stable Non-
reactive
HAZARDOUS
waste in non-
hazardous
Landfill
Hazardous
Waste Landfill
P1-WS06
0.50
Branston Lock Development
Waste Acceptance Criteria Analytical Results15-83305
Results are expressed on a dry weight basis, after correction for moisture content where applicable
Stated limits are for guidance only and I2 cannot be held responsible for any discrepencies with current legislation
800 1000
CCGROUND
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 3 of 5
Analytical Report Number : 15-83305
Project / Site name: Branston Lock Development
Lab Sample
Number
Sample
Reference
Sample
NumberDepth (m) Sample Description *
511096 P1-BH02 None Supplied 0.90 Brown sandy loam with gravel.
511097 P1-WS06 None Supplied 0.50 Brown loam and clay with gravel.
* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS
validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.
Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 4 of 5
Analytical Report Number : 15-83305
Project / Site name: Branston Lock Development
Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Analytical Test Name Analytical Method Description Analytical Method ReferenceMethod
number
Wet / Dry
Analysis
Accreditation
Status
Acid neutralisation capacity of soil Determination of acid neutralisation capacity by
addition of acid or alkali followed by electronic
probe.
In-house method based on Guidance an
Sampling and Testing of Wastes to Meet
Landfill Waste Acceptance
L046-PL W NONE
Chloride in WAC leachate (BS EN
12457-3 Prep)
Determination of Chloride colorimetrically by
discrete analyser.
In house based on MEWAM Method ISBN
0117516260.
L082-PL W ISO 17025
DOC in WAC leachate (BS EN 12457-
3 Prep)
Determination of dissolved organic carbon in
leachate by TOC/DOC NDIR analyser.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L037-PL W NONE
Fluoride in WAC leachate (BS EN
12457-3 Prep)
Determination of fluoride in leachate by 1:1ratio
with a buffer solution followed by Ion Selective
Electrode.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L033-PL W NONE
Metals in WAC leachate (BS EN 12457-
3 Prep)
Determination of metals in leachate by acidification
followed by ICP-OES.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L039-PL W ISO 17025
Moisture Content Moisture content, determined gravimetrically. In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L019-UK/PL W NONE
pH in soil Determination of pH in soil by addition of water
followed by electrometric measurement.
In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L005-PL W MCERTS
Phenol Index in WAC leachate (BS EN
12457-3 Prep)
Determination of monohydric phenols in leachate
by continuous flow analyser.
In-house method based on Examination of
Water and Wastewater 20th Edition:
Clesceri, Greenberg & Eaton (skalar)
L080-PL W ISO 17025
Stones content of soil Standard preparation for all samples unless
otherwise detailed. Gravimetric determination of
stone > 10 mm as % dry weight.
In-house method based on British Standard
Methods and MCERTS requirements.
L019-UK/PL D NONE
Sulphate in WAC leachate (BS EN
12457-3 Prep)
Determination of sulphate in leachate by
acidification followed by ICP-OES.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L039-PL W ISO 17025
TDS in WAC leachate (BS EN 12457-3
Prep)
Determination of total dissolved solids in leachate
by electrometric measurement.
In-house method based on Standard
Methods for the Examination of Water and
Waste Water, 21st Ed.
L004-PL W NONE
Total organic carbon in soil Determination of organic matter in soil by oxidising
with potassium dichromate followed by titration
with iron (II) sulphate.
In-house method based on BS1377 Part 3,
1990, Chemical and Electrochemical Tests
L023-PL D MCERTS
For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom.
For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland.
Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture
correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 5 of 5
This certificate should not be reproduced, except in full, without the express permission of the laboratory.
The results included within the report are representative of the samples submitted for analysis.
Iss No 15-83305-1
Page 1 of 5
CC Ground Investigations Ltd Report C4877
APPENDIX D
Appendix D – SPT Calibration Data