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Marchfield [Strategic Land] Ltd
Land North of Barnhorn Road, Bexhill
Ground Investigation Report
July 2013
Geneva Building, Lake View Drive, Sherwood Business Park, Annesley, Nottinghamshire, NG15 0DR
Tel: 01623 684550
Email: [email protected]
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Document Control
Project: Bexhill Ground Investigation
Client: Marchfield [Strategic Land] Ltd
Job Number: A082541
File Origin: O:\Engineer\Projects E5001 onwards\A082541 -Bexhill\SI Report
Document Checking:
Prepared by: Tim Young Signed:
Checked by: Simon Croxford Signed:
Verified by: Simon Croxford Signed:
Issue Date Status
1 July 2013 Draft
2
3
4
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EXECUTIVE SUMMARY
Proposed Development
The supplied illustrative Masterplan shows a predominantly residential development of private and affordable dwellings with access, parking, service infrastructure, landscaped open space and employment areas.
Site Conditions The proposed development site comprises approximately 25.5 ha of agricultural
land located to the north of Barnhorn Road (A259) in the Little Common area on the western periphery of Bexhill-on-Sea, East Sussex. The site comprises 15 fields
of varying shapes and sizes separated by mature hedgerows and trees. The fields are predominantly long meadow grass used for sileage production however 2 of
the fields are overgrown and 1 used for crop production.
Ground investigation The ground investigation works included 6 No. cable percussive boreholes to depths of up to 10 mbgl with in-situ SPT testing and sampling and installations. 29 No. machine excavated trial pits, 8 No. insitu CBR Tests, 2 No. soakaway tests, geotechnical and contamination laboratory testing and 4 No. rounds of ground gas monitoring over a 2 month period.
Ground Conditions The ground conditions comprised TOPSOIL overlying granular or cohesive
natural soils. The geology of the southern part of the site was typically
granular comprising SAND and the northern cohesive typically comprising firm to stiff CLAY with some SILT.
Geotechnical Assessment
The CBR values at the depths taken ranged between 3.5% and 10.5%.
Soakaway tests carried out in the granular deposits in the south of the site indicated soil infiltration rates of between 1.80 x 10-6 m/s and 1.54 x 10-6 m/s .
Granular strata was only encountered at the southern end of the site and
soakaways should be limited to the areas where these granular deposits were encountered. Required soakaway storage capacities should be designed to reflect
these low rates of infiltration and also the relatively shallow groundwater levels.
The clay and silt deposits at the site were typically intermediate plasticity with two samples of high plasticity. All clay and silt deposits were low to medium volume change potential. One sample of organic clay sampled from TP01 was of very high plasticity and high volume change potential. Mudstone deposits were low to
intermediate plasticity and low to medium volume change potential.
The undrained shear strengths of the CLAY ranged between 66kN/m2 and
211kN/m2 which can be classified as firm to very stiff in accordance with BS5930 and medium to very high strength under BS EN ISO 14688.
Four one-dimensional consolidation tests were carried out on undisturbed samples. The test results indicated coefficients of volume compressibility (Mv) at overburden
of between 0.058 m²/MN and 0.549 m²/MN. The stiff clay and mudstone samples had relatively low values of volume compressibility of between 0.06 m2/MN and 0.1 m2/MN. The sample of firm silt/clay tested in CP03 at 1.2mbgl reported an mv value of 0.55 m2/MN which is indicative of a highly compressible strata. It should be noted that swelling occurred on the first cell pressure on all tests in the stiff clay and mudstone.
Contamination
Assessment
Assessment of the results of the soil analysis does not indicate any potential for
harm to human health. No remedial action is indicated to be required with regard to contamination.
Results for water soluble sulphate do not indicate any requirement for protection of concrete from sulphate attack. The Design Sulphate class was assessed as DS-
1, ACEC Class AC-1. Testing has not identified evidence that any soils would be classified as Hazardous for disposal, though further testing would be required to confirm classification.
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Ground gas protection is not indicated to be a requirement, except at borehole
CP04 where a high concentration of methane was detected, on a single occasion. Gas protection requirements should be considered further on completion of the
monitoring programme.
Conclusions and
Recommendations
Across the majority of the site (with the exception of TP01) the proposed
properties could be founded on shallow strip footings to granular and cohesive strata including bedrock at varying depths and allowable bearing capacities.
If structures were required in the area of TP01 a piled foundation solution would be required.
If both granular and cohesive deposits are encountered in foundation excavations further detailed assessment will be required to reduce the potential for differential
settlement across the varying strata.
Where applicable a proprietary compressible material should be incorporated into the foundation design to protect the foundations from heave of the cohesive soils.
In accordance with NHBC guidelines suspended ground floors should be used in all situations where heave can occur within the area bounded by the foundations.
This sheet is intended as a summary of the assessment of the site in relation to ground contamination and geotechnical conditions. It does not provide a definitive engineering analysis.
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Contents Page
1.0 Introduction ....................................................................................................................... 1
1.1 Instruction ............................................................................................................................. 1
1.2 Scope of Services .................................................................................................................... 1
1.3 Terms and Conditions .............................................................................................................. 1
2.0 Site Details ......................................................................................................................... 2
2.1 General .................................................................................................................................. 2
2.2 Site Location ........................................................................................................................... 2
2.3 Site Description ....................................................................................................................... 2
2.4 Surrounding Land Uses ............................................................................................................ 4
2.5 Proposed development ............................................................................................................ 5
2.6 Previous Reports ..................................................................................................................... 5
3.0 Published Geology .............................................................................................................. 6
3.1 Geology ................................................................................................................................. 6
3.1.1 Superficial Geology ........................................................................................................ 6
3.1.2 Solid Geology ................................................................................................................ 6
3.1.3 Structural Geology ......................................................................................................... 6
3.1.4 Historic BGS Borehole Information ................................................................................... 6
4.0 Fieldwork ............................................................................................................................ 7
4.1 Cable Percussive Boreholes ...................................................................................................... 7
4.2 Trial Pits ................................................................................................................................ 7
4.3 California Bearing Ratio (CBR) in-situ Tests ................................................................................ 7
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4.4 Soakaway tests ....................................................................................................................... 8
4.5 Geotechnical Laboratory testing ................................................................................................ 8
4.6 Contamination Laboratory testing ............................................................................................. 8
5.0 Encountered Subsurface Conditions ................................................................................ 10
5.1 Topsoil ................................................................................................................................. 10
5.2 Superficial Geology ................................................................................................................ 10
5.2.1 Granular Strata ....................................................................................................... 10
5.3 Solid Geology........................................................................................................................ 12
5.4 Groundwater ........................................................................................................................ 12
6.0 Geotechnical Assessment ................................................................................................. 13
6.1 Standard Penetration tests ..................................................................................................... 13
6.2 California Bearing Ratio Tests (CBR) ........................................................................................ 13
6.3 Soakaway Tests .................................................................................................................... 14
6.3.1 Test Results ............................................................................................................ 14
6.4 Geotechnical Laboratory Analysis Results ................................................................................. 15
6.4.1 Moisture Content ......................................................................................................... 15
6.4.2 Atterberg Limit tests .................................................................................................... 16
6.4.3 Particle Size Distribution Tests ...................................................................................... 17
6.4.4 Unconsolidated Undrained Triaxial tests ......................................................................... 17
6.4.5 Consolidation Oedometer Tests .................................................................................... 18
7.0 Contamination Assessment Criteria ................................................................................. 19
7.1 Soils contamination ............................................................................................................... 19
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8.0 Contamination Assessment .............................................................................................. 19
9.0 Gas Assessment ................................................................................................................ 21
10.0 Pavement Design .............................................................................................................. 23
11.0 Soakaway Design ............................................................................................................. 23
12.0 Foundation Design............................................................................................................ 24
13.0 Summary and Conclusions ............................................................................................... 26
14.0 References ........................................................................................................................ 28
Appendix Contents
Figure 1: Site Location Plan
Figure 2: Exploratory Hole Location Plan
Appendix A – Report Conditions
Appendix B – Exploratory Hole Records
Appendix C – California Bearing Ratio (CBR) Results
Appendix D – Geotechnical Laboratory Report
Appendix E – Contamination Laboratory Reports
Appendix F – Contamination Assessment Criteria
Appendix G – Gas and Groundwater Monitoring Results
Appendix H – Soakaway Results
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1.0 Introduction
1.1 Instruction
WYG Environment (WYG) were commissioned by email on 17th May 2013 by Marchfield [Strategic Land]
Ltd. to conduct a ground investigation on land north of Barnhorn Road, Bexhill. Scope of Services
The investigation was undertaken to assess the subsurface geotechnical and geo-environmental conditions
on the site, using in situ and laboratory testing, with respect to the proposed development.
The scope of the fieldwork programme included:
• 6 No. cable percussive boreholes to depths of up to 8.2 mbgl with in-situ testing (SPT) and
sampling.
• Gas and groundwater monitoring installations in all of the cable percussive boreholes.
• 29 No. machine excavated trial pits.
• 2 No. soakaway tests
• 8 No. insitu CBR tests.
• Geotechnical laboratory testing.
• Contamination testing.
• 4 No. rounds of gas monitoring over a two month period
1.2 Terms and Conditions
Attention is drawn to the report conditions, included in Appendix A, and to the Terms and Conditions of the
engagement.
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2.0 Site Details
2.1 General
Site location and exploratory hole location plans are included as Figures 1 and 2.
2.2 Site Location
The proposed development site comprises approximately 25.5 ha of agricultural land located to the north of
Barnhorn Road (A259) in the Little Common area on the western periphery of Bexhill-on-Sea, East Sussex.
Table 1: Site Location
Site Address
Land off Barnhorn Road
Bexhill-on-Sea
East Sussex
TN39 4QA
NGR (Centre of Site) 570810E, 108080N
2.3 Site Description
A site walkover was undertaken by WYG Environment on 05th June 2013.
The site slopes from south to north with a difference in level of around 14m across the site. The site is
accessed from Kites Nest Lane towards the eastern end of the site and Barnhorn Road at the western end
of the site.
The site comprises 15 fields of varying shapes and sizes separated by mature hedgerows and trees. The
fields are predominantly long meadow grass which was cut and collected during the week of the ground
investigation to be used as sileage. The northern most field, the field to the west of the Kites Nest Lane
access and the field adjacent to the western access point were all occupied by a low crop at the time of the
walkover. The field adjacent to the houses accessed from the western end of Oakleigh Road was overgrown
with weeds and shrubs. The field in the central western part of the site was also overgrown and
inaccessible.
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A stream runs along the north eastern and north western site boundaries and a footpath runs along Kites
Nest Walk. The footpath splits towards the northern end of the site to run to the far northern corner of the
site and also along the north western boundary for some way before heading north west away from the site
and towards the stream.
The Kites Nest Walk access leads to a small sub-station which is supplied by an high voltage cable running
from Barnhorn Road. The service plan also shows a BT cable running into the sub-station and a low voltage
cable running from the substation to a mast situated to the east of the sub-station. Overhead power lines
run across the site from just to the west of Kites Nest Walk to the northern corner of the site. An overhead
cable was also noted in the western part of the site and crossed a densely vegetated part of the site
adjacent to the western site boundary.
A small pond bounded by dense vegetation, hedgerows and trees is situated to the west of the substation.
In the far western field a stockpile of chipboard, wood and bricks was observed along with a small area of
gravel. A concrete framed structure clad on the gable ends and roof with what appeared to be cement
bound asbestos corrugated sheets is situated along the western site access. Several of the sheets had
broken off the building and were lying inside the structure in small piles.
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2.4 Surrounding Land Uses
The site is located on the western periphery of the residential area of Bexhill-on-Sea, with the area
surrounding the site being predominantly agricultural with a residential area to the west.
Table 2: Surrounding Land Uses
Boundary Description
North Agricultural land
East Residential properties
South Barnhorn Road and residential properties with agricultural land beyond
West Agricultural land
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2.5 Proposed development
The supplied illustrative Masterplan shows a predominantly residential development of private and
affordable dwellings with access, parking, service infrastructure, landscaped open space and employment
areas.
2.6 Previous Reports
A Desk Study Report Reference A082541 was carried out by WYG in June 2013.
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3.0 Published Geology
3.1 Geology
Details of the geology underlying the site have been obtained from the following sources:
• Envirocheck Geology 1:10,000 Extract – Derived from TQ70NW (1979);
• Envirocheck Geology 1:50,000 Extract – Derived from BGS Sheet 320 Hastings and Dungeness
(1980);
• Envirocheck Report [1];
• BGS GeoIndex Website.
3.1.1 Superficial Geology
Available geological plans indicate superficial deposits are not present across the majority of the site.
Alluvial deposits are shown in the northernmost corner of the site associated with the watercourse flowing
along the northern site boundary.
3.1.2 Solid Geology
The bedrock geology is classified as the Tunbridge Wells Sand Formation comprising siltstone, mudstone
and sandstone.
The BGS Lexicon of named rock units describes the Tunbridge Wells Sand Formation as:
“Predominately fine- to medium-grained sandstone, siltstone and silty sandy rhythms with finely-bedded
mudstones and thin limestones.”
3.1.3 Structural Geology
A geological fault in a northeast-southwest west alignment is located approximately 500 m northeast of the
site.
3.1.4 Historic BGS Borehole Information
BGS boreholes were not identified on site or within a 50 m radius of the site boundary.
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4.0 Fieldwork
The ground investigation was undertaken between the 3rd and 7th June 2013.
The investigation included 6 No. cable percussive boreholes, 29 No. trial pits, 8 No. CBRs and 2 No.
soakaway tests.
The locations of exploratory holes are shown on the Exploratory Hole Location Plan, included as Figure 2.
The exploratory holes were supervised, logged and sampled by a WYG Engineer. Fieldworks were
undertaken in accordance with BS5930-1999 (incorporating amendment 2-2010).
4.1 Cable Percussive Boreholes
Six boreholes were advanced through the subsurface strata using cable percussive techniques. The cable
percussive holes were completed at depths of 3.8 mbgl to 8.2mbgl. Sampling of the recovered materials
was undertaken at discrete intervals and at changes in material.
Standard Penetration Tests (SPTs) were carried out at selected intervals throughout the cable percussive
boreholes. Undisturbed open tube samples (U100) were obtained in the cohesive materials where possible.
Standpipes were installed in all of the cable percussive boreholes and details of the installations are
provided in the borehole records attached as Appendix C.
Representative samples of soils were scheduled for geotechnical and chemical laboratory analysis.
4.2 Trial Pits
Twenty-nine trial pits were carried out (TP01 – TP29). The trial pits were excavated to a maximum depth of
4.0 mbgl. TP01 to TP04 were excavated using a backhoe excavator and TP05 to TP29 were excavated
using a tracked 8 tonne machine.
4.3 California Bearing Ratio (CBR) in-situ tests
Eight CBRs were carried out across the site at depths of between 0.30 mbgl and 0.35 mbgl.
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4.4 Soakaway tests
Two soakaway tests were carried out at the site. S01 was carried out in the south western part of the site
and S02 in the south east. S02 was relocated three times (S02, S02a, S02b, S02c) because granular strata
was not encountered at the anticipated shallow depth. The test was carried out at the location of S02c
where granular strata was encountered at shallow depth.
4.5 Geotechnical Laboratory Testing
Following the completion of fieldwork, selected samples recovered during the investigation were submitted
to a UKAS accredited geotechnical laboratory for testing.
The testing suite undertaken comprised:
• 31 No. moisture content tests
• 21 No. Atterberg tests
• 10 No. PSD tests
• 4 No. Unconsolidated Undrained Triaxial tests
• 4 No. consolidation tests
• 5 No. 2.5kg compaction tests
The results of the geotechnical testing are discussed in Section 6.0 and attached in Appendix D.
4.6 Contamination Laboratory testing
Selected samples from the ground investigation works were scheduled for contamination testing.
29 No. screening contamination suites were undertaken, comprising:
• Metals (As, Cd, Cr, Cu, Hg, Ni, Pb, Se, Zn)
• Boron (hot water soluble)
• pH value
• Cyanide (free)
• Water Soluble Sulphate as SO4
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• Speciated PAHs (US EPA 16 priority pollutants)
• Extractable petroleum hydrocarbons (EPH, C10-C40)
• Chromium (hexavalent)
Two samples were also screened for Asbestos.
The results of the chemical analytical testing are discussed in Section 7.0 and attached in Appendix E.
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5.0 Encountered Subsurface Conditions
The ground conditions comprised TOPSOIL overlying granular or cohesive natural soils. The geology of the
southern part of the site was typically granular comprising SAND and the northern cohesive typically
comprising firm to stiff CLAY with some SILT. The ground conditions are discussed below.
5.1 Topsoil
Topsoil was encountered at each location from ground level down to depths of between 0.2 mbgl and 0.4
mbgl and comprised slightly sandy to very sandy CLAY and clayey SAND.
5.2 Superficial Geology
On the geological plan no superficial deposits were indicated however the superficial geology encountered
at the site comprised SAND, CLAY and SILT. The geology is summarised in the following sections.
5.2.1 Granular Strata
Granular deposits were encountered in TP02, TP03, TP18, TP19, TP20, TP22 to TP29 and CP04 to CP06.
Clayey and silty SAND was logged in TP02 and TP03 at depths between 1.7 mbgl to 2.7 mbgl and 1.2 mbgl
to 1.6 mbgl respectively. In TP19 and TP20 significant proportions of both clay and sand were encountered.
All of the other exploratory holes where granular deposits were encountered were predominantly granular
and were all situated within the southern part of the site. The granular deposits typically comprised SAND
with varying proportions of clay and silt.
5.2.2 Cohesive Strata
TP01 to TP17, TP21, CP01, CP02 and CP03 were all predominantly cohesive. In TP19 and TP20 significant
proportions of both clay and sand were encountered. In TP01 soft to very soft organic alluvial CLAY was
encountered from 1.6 mbgl to the base of the hole at 4.0 mbgl. The cohesive strata typically comprised
firm to very stiff CLAY with varying secondary constituents and isolated bands of SILT encountered. Thin
bands of cohesive strata were also encountered in TP24 to TP26.
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Hand shear vane readings were taken manually in the cohesive strata at various depths from across the site
and plotted against depth.
The plot of cohesive (CLAY and SILT) strata from across the site confirms firm to stiff shear strengths with
values of 47 kN/m2 (firm) to over 120 kN/m2 (stiff to very stiff) from between 0.3 mbgl and 1.8 mbgl. No
correlation was observed between strength and depth in the cohesive deposits.
Very soft to soft organic alluvial CLAY was encountered in TP01 and has been plotted as a separate series.
Undrained shear strengths recorded in the organic CLAY ranged between 8 kN/m2 and 27 kN/m2 (very soft
to soft) from depths of between 1.6mbgl to 4.0mbgl.
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
0 20 40 60 80 100 120 140
De
pth
(m
bg
l)
Undrained Shear Strength kN/m2
Hand Shear Vane Clay/Silt Hand Shear Vane Organic Clay TP01
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5.3 Solid Geology
The solid geology at the site typically comprised weathered SANDSTONE and MUDSTONE of the Tunbridge
Wells sand formation. The SANDSTONE was typically weathered in its uppermost layers and comprised
weakly cemented weak to extremely weak SANDSTONE. The MUDSTONE was weathered and typically
comprised friable CLAY with gravel of extremely weak to weak MUDSTONE.
Thin bands of LIMESTONE were also encountered in TP25, TP26 and TP29. The LIMESTONE was typically
weathered and ranged in strength from strong in TP25 to very weak in TP26 and TP29.
5.4 Groundwater
Groundwater was encountered during the site works in only one of the cable percussive boreholes CP01 at
a depth of 4.7 mbgl rising to 3.69 mbgl after a period of 24 hours.
Groundwater was also encountered in trial pits TP01, TP02 and TP20, at depths of 2.30 mbgl, 4.0 mbgl and
2.30 mbgl respectively.
During the initial three monitoring visits groundwater levels ranged between 1.22 mbgl and 4.65 mbgl.
The results are included in the monitoring data as Appendix G.
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6.0 Geotechnical Assessment
6.1 Standard Penetration Tests
Twenty three Standard Penetration Tests (SPTs) were carried out at intervals throughout the cable
percussive boreholes (CP01, CP02, CP03, CP04, CP05 and CP06). The Energy Ratio of the SPT hammer
used was 70% in comparison to the British Standard of 60%.
Seventeen of the SPTs were carried out in weathered SANDSTONE and all of these results were at or near
refusal with N values of between 45 to >50.
Four of the tests were carried out in weathered MUDSTONE with one N value of 25, one of 49 and two of
50.
One test was carried out in SILTSTONE and an N value of 50 was recorded. One test was carried out on a
sample of SILT/CLAY at a depth of 2.2 mbgl and an N value of 24 was recorded.
No correlation was observed between increase in N value with depth.
Uncorrected N values are included on logs attached in Appendix B.
6.2 California Bearing Ratio Tests (CBR)
A total of 8 No in-situ CBRs were carried out across the site in shallow excavations at depths of between
0.30 mbgl and 0.35 mbgl. The CBR results are summarised in the table below and attached in Appendix C.
CBR Reference
Depth (m bgl)
Description Moisture Content
CBR Value
(%)
Hand Shear
Vane Cu (kN/m2)
CBR 1 0.30 Brown Sandy CLAY 16 10.5 120
CBR 2 0.30 Brown Sandy CLAY 20 4.5 65
CBR 3 0.30 Brown Sandy CLAY 20 3.5 65
CBR 4 0.35 Brown Sandy CLAY 21 4.2 -
CBR 5 0.30 Light brown Sandy CLAY 18 6.0 97
CBR 6 0.35 Light brown slightly Sandy CLAY 18 5.7 99
CBR 7 0.30 Brown slightly Sandy CLAY 31 4.2 108
CBR 8 0.30 Brown slightly Sandy CLAY 26 3.7 69
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The CBR values at the depths taken range between 3.5% and 10.5%. Undrained shear strengths as
recorded with a hand shear vane at the locations and level of the CBR tests ranged between 65 kN/m2 and
120 kN/m2 which are indicative of firm to stiff CLAY.
6.3 Soakaway Tests
Two soakaway tests were carried out at the site. S01 was carried out in the south western part of the site
and S02 in the south east. S02 was relocated three times (S02, S02a, S02b, S02c) because granular strata
was not encountered at the anticipated shallow depth. The test was carried out at the location of S02c
where granular strata was encountered at shallow depth.
The tests were carried out and calculated in accordance with BRE Digest 365 Soakaway design. However
due to low soakage rate three full tests were not completed. The first tests at both soakaway locations
were partially completed and data has been extrapolated at each location to determine the infiltration rate
of the strata tested.
S01 was excavated to a depth of 1.30 mbgl and the sides squared off with an excavator. The pit was then
filled with water to an effective depth of 1.20m. The head of water in S01 fell by 0.28m over a period of
approximately 5 hours.
S02c was excavated to a depth of 1.70 mbgl and the sides squared off with an excavator. The pit was then
filled with water to an effective depth of 1.32 m. The head of water in S02 fell by 0.43 m over a period of
approximately 4.5 hours.
6.3.1 Test Results
The infiltration rate was calculated using the following formula taken from BRE365:
f = Vp75-25
ap50 x tp75-25
The soil infiltration rate calculated from the extrapolated data are summarised as follows:
S01 f = 1.80 x 10-6
m/s
S02 f = 1.54 x 10-6
m/s
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Granular strata was only encountered at the southern end of the site as described in Section 5.2.1.
Soakaways should be limited to the areas where these granular deposits are encountered. Required
soakaway storage capacities should be designed to reflect these low rates of infiltration.
It should be noted that groundwater levels of between 1.22 mbgl and 2.36 mbgl were recorded in CP05
which is located just to the north of S02. Soakaway storage capacity should also take into account depth of
storage above groundwater level considering that groundwater levels are likely to rise over winter months.
An exploratory hole location plan is attached as Figure 1 with soakaway logs included as Appendix B. A plot
of the fall in water level over time is included as Appendix H.
6.4 Geotechnical Laboratory Analysis Results
Selected samples recovered during the site investigation were submitted to a UKAS accredited laboratory
for geotechnical testing. The geotechnical testing suite undertaken consisted of the following:
• 31 No. Moisture Content tests
• 22 No. Atterberg tests
• 10 No. Particle Size Distribution tests
• 4 No. Unconsolidated Undrained Triaxial tests
• 4 No. Consolidation tests
• 5 No. 2.5kg Compaction tests
Full laboratory test results for the testing are included in Appendix D and the results are discussed below.
6.4.1 Moisture Content
Thirty one moisture content determinations were carried out from samples recovered from the site. The
results are summarised in the table below.
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Strata Number
of Tests
Moisture Content (%)
Minimum Maximum Average
Clay and Silt 17 14 27 20
Organic Clay 1 66 66 66
Sand 8 13 24 20
Mudstone 5 15 21 19
6.4.2 Atterberg Limit tests
Twenty two Atterberg Limit tests were carried out on natural cohesive samples from the site. The results
are summarised in the table below.
Exploratory
Hole Reference
Strata
Type
Depth
(m)
Liquid
Limit (%)
Plastic
Limit (%)
Plasticity
Index (%)
Modified
Plasticity Index
(%)
Plasticity Volume
Change Potential
CP01 Clay 1.2 45 22 23 23 Intermediate Medium
CP02 Clay 0.5 45 20 25 25 Intermediate Medium
CP03 Silt/Clay 1.2 35 16 19 19 Intermediate Low
TP04 Silt/Clay 0.4 45 20 25 25 Intermediate Medium
TP05 Clay 0.5 44 22 22 22 Intermediate Medium
TP05 Silt/Clay 0.9 44 22 22 22 Intermediate Medium
TP05 Clay/Silt 1.4 42 20 22 22 Intermediate Medium
TP07 Clay 0.9 39 20 19 19 Intermediate Low
TP10 Clay 0.7 40 20 20 20 Intermediate Medium
TP12 Clay 1.4 50 24 26 26 Intermediate Medium
TP14 Clay 1.7 45 18 27 27 Intermediate Medium
TP15 Silt/Clay 0.6 40 20 20 20 Intermediate Medium
TP17 Clay 0.4 60 28 32 32 High Medium
TP19 Clay 0.7 36 17 19 19 Intermediate Medium
TP20 Clay 0.4 53 26 27 27 High Medium
TP25 Silt/Clay 0.7 40 20 20 20 Intermediate Medium
TP26 Clay 0.8 37 20 17 17 Intermediate Low
TP01 Soft
Organic Clay
1.6 85 40 45 45 Very High High
CP02 Mudstone 1.2 39 20 19 19 Intermediate Low
CP02 Mudstone 2.2 33 17 16 16 Low Low
TP13 Mudstone 1.4 44 22 22 22 Intermediate Medium
TP21 Mudstone 1.2 34 20 14 14 Low Low
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The clay and silt deposits at the site were typically intermediate plasticity with two samples of high
plasticity. All clay and silt deposits were low to medium volume change potential. One sample of organic
clay sampled from TP01 was of very high plasticity and high volume change potential. Mudstone deposits
were low to intermediate plasticity and low to medium volume change potential.
6.4.3 Particle Size Distribution Tests
Ten particle size distribution tests were carried out on samples taken from various depths across the site.
The results are summarised in the table below.
Borehole Reference
Depth (mbgl)
Strata Silt/Clay Content %
Sand Content %
Gravel Content %
Cobble Content %
CP02 0.5 SILT/CLAY 99 1 0 0
S01 0.9 Gravelly silty SAND 7 59 34 0
S02c 0.7 Silty SAND 12 87 1 0
S02c 1.4 Silty SAND 22 78 0 0
TP03 1.5 Clayey slightly gravelly SAND
56 25 19 0
TP05 0.5 Slightly silty slightly sandy CLAY
95 5 0 0
TP17 0.4 CLAY 99 1 0 0
TP19 1.0 Silty SAND 43 55 2 0
TP23 0.7 Weathered Sandstone 41 45 14 0
TP26 0.5 Sandy silty CLAY 90 10 0 0
6.4.4 Unconsolidated Undrained Triaxial tests
Four Unconsolidated Undrained Triaxial tests were carried out on natural cohesive samples taken from a
range of depths across the site. The table below summarises the results.
BH Ref Depth, mbgl
Shear Strength
(kN/m2)
Strata BS5930 Strength
Description
BS EN ISO 14688 Strength
Description
CP01 1.2 190 Clay Very Stiff Very High
CP02 1.2 164 Mudstone Very Stiff Very High
CP02 2.2 211 Mudstone Very Stiff Very High
CP03 1.2 66 Silt/Clay Firm Medium
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The undrained shear strengths of the CLAY and mudstone ranged between 66 kN/m2 and 211 kN/m2 which
can be classified as firm to very stiff in accordance with BS5930 and medium to very high strength under
BS EN ISO 14688.
6.4.5 Consolidation Oedometer Tests
Four one dimensional consolidation tests were carried out on undisturbed samples. The test results
indicated coefficients of volume compressibility (Mv) at overburden of between 0.058 m²/MN and 0.549
m²/MN. The stiff clay and mudstone samples had relatively low values of volume compressibility of
between 0.06 m2/MN and 0.1 m2/MN. The sample of firm silt/clay tested in CP03 at 1.2 mbgl reported an
mv value of 0.55 m2/MN which is indicative of a highly compressible strata. It should be noted that swelling
occurred on the first cell pressure on all tests in the stiff clay and mudstone. The results are summarised in
the table below.
Borehole Depth (mbgl)
Strata mv at overburden (m2/MN)
Qualitative Description of Compressibility
CP01 1.2-1.65 Stiff Clay 0.058 Low
CP02 1.2-1.65 Mudstone 0.07 Low
CP02 2.2-2.65 Mudstone 0.106 Medium
CP03 1.2-1.65 Firm Silt/Clay 0.549 High
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7.0 Contamination Assessment Criteria
7.1 Soils contamination
The Environment Agency published the first edition of the Contaminated Land Exposure Assessment (CLEA)
framework in March 2002. This comprised technical documents detailing the assessment methodology,
along with toxicological information and Soil Guideline Values (SGVs) for a range of contaminants. A
revised version of the CLEA human health modelling package and supporting documentation was published
in January 2009, including the CLEA v1.06 model, and previous guidance and SGVs withdrawn. The
Environment Agency intended to replace SGV reports in due course, though to date only reports for eleven
contaminants have been published.
Where no SGV is available, WYG have utilised generic quantitative assessment criteria (GACs) published by
the Chartered Institute of Environmental Health / LQM. A conservative Soil Organic Matter of 2.5% has
been assumed. The soil screening values (SSV) utilised, derived for the default ‘residential with plant
uptake’ scenario, are presented as Appendix F.
For a number of contaminants of concern, statistical analysis has been undertaken to determine
representative 95% Upper Confidence Level (95% UCL) values for comparison with assessment criteria,
including data for made ground only. The data set for natural ground materials was smaller and
contamination not generally significant Statistical analysis has been undertaken based on guidance by
CL:AIRE / CIEH [10], determining the Chebyshev 95% UCL value for the whole data set, where the
concentration data did not represent a normal distribution.
8.0 Contamination Assessment
8.1 General
Contamination testing was undertaken on 29 No. samples of natural strata including topsoil. Results are
presented in Appendix E.
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Sulphates
Results for water soluble sulphate do not indicate any requirement for protection of concrete from sulphate
attack. Based on guidance in BRE Special Digest 1:2005, Concrete in Aggressive Ground (Third edition),
the Design Sulphate class was assessed as DS-1, ACEC Class AC-1.
Waste
Testing has not identified any evidence that any soils would be classified as Hazardous Waste should
disposal be required. Further testing, including Waste Acceptance Criteria for landfill disposal, would be
required to confirm the classification.
8.2 Topsoil
Assessment of the results of the 13 No. topsoil samples, based on criteria in Appendix F, does not indicate
any potential for harm to human health. There is no indication that remedial action is required with regard
to contamination.
8.3 Natural Strata
Assessment of the results of the 16 No. natural soil samples, based on criteria in Appendix F, indicate only
one elevated contaminant, benzo(a)pyrene.
An elevated level of benzo(a)pyrene was encountered in SO1 at 0.4 mbgl with a recorded value of 2.53
mg/kg; this is above the SAC of 0.94 mg/kg. Statistical analysis has shown this sample to be an outlier with
a 95% UCL for the remainder of the site of 0.4 mg/kg.
However the following should be noted:
• This sample is beneath 300mm of clean topsoil;
• The recorded value is only slightly over the recommended SAC;
• The site history does not identify any significant contamination sources;
• This area of the site is likely to be covered by a building;
• This is a very small area within a large site.
Therefore it is considered that this slightly elevated level of benzo(a)pyrene does not pose a significant
possibility of significant harm and no remediation is considered to be required.
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9.0 Gas Assessment
Ground gas monitoring was undertaken on 3 occasions between 14th June and 11th July 2013, with a
further visit to be completed.
A maximum methane concentration of 20% v/v was recorded at borehole CP04 during monitoring on 11th
July, falling to 1% steady state. Due to the abnormally elevated concentration, the monitoring was
repeated on the same date, confirming 20% methane, falling to 19% after 15 minutes sampling. No other
recorded concentrations of methane exceeded 0.1%.
Carbon dioxide concentration was below 5%, except at borehole CP05 where concentrations of up to 6.4%
were recorded.
Total gas flow was in all cases recorded at 0.0 l/h.
Based on the guidance in CIRIA C665, ‘Assessing risks posed by hazardous ground gases to buildings’, the
hazardous gas flow rates fall within ‘Characteristic Gas Situation 1’, less than 0.07 l/h, at which no
protection of buildings is required. However, where the maximum concentration of carbon dioxide exceeds
5%, or methane 1%, the guidance recommends that consideration should be given to an increase in the
level of protection consistent with Characteristic Situation 2.
At CP04, the concentration of carbon dioxide exceeded 5% on 2 of the 3 monitoring occasions, remaining
above 5% after a period of sampling. However, the exceedance of the concentration threshold was small
and total gas flow rate consistently below the detection limit. No potential conceptual source of gas has
been identified at this location, and it is not considered that gas protection would be required.
The high concentration of methane recorded at CP05, significantly in excess of the 1% concentration
threshold, is currently unexplained. To date, no detectable gas flow has been identified, but a measured
concentration in excess of the potential explosive limit is of concern. The borehole was re-tested during the
same monitoring visit, and a similarly elevated concentration of methane (19% steady state) recorded. No
potential source of methane has been identified. Consideration should be given to the provision of gas
protection of buildings in the vicinity of CP05, though this should be assessed further on completion of the
monitoring programme. The gas assessment approach proposed by the NHBC (specific to low-rise housing
with a ventilated underfloor void) recommends an increase to the ‘Amber 2’ traffic light, requiring high-level
gas protection, where the ‘typical maximum concentration’ of methane exceeds 5%.
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Gas protection requirements should be reviewed on completion of monitoring.
Gas monitoring results are included as Appendix G.
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10.0 Pavement Design
The CBR values at the depths taken range between 3.5% and 10.5%. Undrained shear strengths as
recorded with a hand shear vane at the locations and level of the CBR tests ranged between 65 and
120kN/m2 which are indicative of firm to stiff CLAY.
Pavements should be designed in accordance with the Design guidance for road pavement foundations
(IAN 73/06 Draft HD25) and also the Design Manual for Roads & Bridges, Volume 7.
As with good construction practice it is recommended the formation level be inspected and that any areas
of soft/loose deleterious strata are replaced with an appropriately compacted coarse grained medium.
Likewise, any hard spots should also be removed to guard against reflective cracking in the pavement.
Proof rolling/compaction of the formation level should be carried out prior to laying new pavement.
CBR results are included as Appendix C.
11.0 Soakaway Design
Soil infiltration rates of between 1.80 x 10-6
m/s and 1.54 x 10-6
m/s were calculated from the extrapolated
data. Required soakaway storage capacities should be designed to reflect these low rates of infiltration.
Granular strata was only encountered at the southern end of the site as described in section 5.2.1.
Soakaways should be limited to the areas where these granular deposits were encountered. An exploratory
hole location plan is attached as Figure 1 with Soakaway logs included as Appendix B. A plot of the fall in
head over time is included as Appendix H.
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12.0 Foundation Design
The supplied Illustrative Masterplan shows a mixed residential development of private and affordable
dwellings with access, parking, service infrastructure, landscaped open space, amenity, wetland habitat and
employment areas.
The geology of the southern part of the site was typically granular comprising SAND and the northern
cohesive typically comprising firm to stiff CLAY with some SILT.
Across the majority of the site (with the exception of TP01) the proposed properties could be founded on
shallow strip footings taken down to granular and cohesive strata including bedrock at varying depths and
allowable bearing capacities as discussed below.
In the vicinity of CP03 a value of volume compressibility in excess of 0.5 MN/m2 was recorded on a sample
of CLAY/SILT. Where this material is encountered calculations should be carried out to ensure acceptable
limits of settlement are not exceeded.
In the south western part of the site in the area of TP27, TP28, TP29, CP06 and SO1 (shown as
“Employment” and “Doctor’s surgery” on the Masterplan) the buildings could be founded on strip
foundations to the weathered sandstone. Allowable bearing capacities in this area in excess of 300kN/m2
could be assumed at depths of around 0.7 to 1.2 mbgl.
Just to the north of this area in the vicinity of TP20, TP25 and TP26 (open market/affordable housing) the
granular deposits are overlain by a layer of firm CLAY to depths of between 1.2 mbgl and 1.8 mbgl.
Properties in this area could be founded on the firm CLAY at a depth of around 0.9 mbgl with an allowable
bearing capacity of around 85 kN/m2.
In the central part of the site and areas shown as open market and affordable housing in the vicinity of
CP04, CP05, SO2c, TP18, TP22, TP23 and TP24 the properties could be founded on strip footings taken to
the granular strata. Allowable bearing capacities of around 100 kN/m2 could be assumed at depths of
around 0.8 mbgl. Allowable bearing capacities in this area increase with depth as weathered sandstone and
mudstone deposits are encountered.
In the vicinity of the reserve school site and just to the west in the affordable/ open market area at the
location of TP10, TP11 and TP12 the structures could be founded on firm CLAY. An allowable bearing
capacity of around 90 kN/m2 could be assumed at a depth of around 0.9 mbgl. Again if higher allowable
bearing capacities are required foundations could be extended to the underlying weathered mudstone which
was encountered between 1.2 and 1.8 mbgl.
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Across the majority of the central part of the site in the area of TP05 to TP09, TP13 to TP17, TP19 and
TP21 the proposed open market and affordable homes could be founded on the predominantly stiff CLAYs
with allowable bearing capacities of around 100 kN/m2 at a depth of around 1 mbgl.
At the far north eastern corner of the site and in the area of TP01 to TP04 formal open space is shown.
Soft organic CLAY was encountered in this area in TP01 between 1.6 mbgl and 4 mbgl and the base was
not proven. The soft CLAY was overlain by firm CLAY to a depth of 1.6mbgl. This soft organic CLAY was
not encountered in TP02 to TP04 but if any structures are required in this area further work to determine the
extent of the organic CLAY would be required. If structures were required in the area of TP01 a piled
foundation solution would be required.
There are hedgerows and mature trees around all of the site boundaries and building foundations should be
designed in accordance with NHBC guidelines Chapter 4.2, Building Near Trees to determine foundation
depth requirements.
Where applicable a proprietary compressible material should be incorporated into the foundation design to
protect the foundations from heave of the cohesive soils.
In accordance with the NHBC suspended ground floors should be used in all situations where heave can
occur within the area bounded by the foundations.
If both granular and cohesive deposits are encountered in foundation excavations further detailed
assessment will be required to reduce the potential for differential settlement across the varying strata.
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13.0 Summary and Conclusions
• WYG Environment (WYG) were commissioned by Marchfield [Strategic Land] Ltd. to conduct a ground
investigation on land north of Barnhorn Road, Bexhill.
• The geology of the southern part of the site was typically granular comprising SAND and the northern
cohesive typically comprising firm to stiff CLAY with some SILT.
• Across the majority of the site (with the exception of TP01) the proposed properties could be founded
on shallow strip footings to granular and cohesive strata including bedrock at varying depths and
allowable bearing capacities.
• If structures were required in the area of TP01 a piled foundation solution would be required.
• If both granular and cohesive deposits are encountered in foundation excavations further detailed
assessment will be required to reduce the potential for differential settlement across the varying strata.
• The CLAY encountered at the site is of low to medium volume change potential and showed plasticity
characteristics of low to high plasticity. There are hedgerows and mature trees around all of the site
boundaries and building foundations should be designed in accordance with NHBC guidelines Chapter
4.2, building near trees to determine foundation depth requirements.
• Where applicable a proprietary compressible material should be incorporated into the foundation design
to protect the foundations from heave and shrinkage of the cohesive soils.
• In accordance with the NHBC suspended ground floors should be used in all situations where heave can
occur within the area bounded by the foundations.
• The CBR values at the depths taken range between 3.5% and 10.5%. Undrained shear strengths as
recorded with a hand shear vane at the locations and level of the CBR tests ranged between 65 and
120kN/m2 which are indicative of firm to stiff CLAY.
• Pavements should be designed in accordance with the design guidance for road pavement foundations
(IAN 73/06 Draft HD25) and also the Design Manual for Roads & Bridges, Volume 7.
• It is recommended the formation level be inspected and that any areas of soft/loose deleterious strata
are replaced with an appropriately compacted coarse grained medium. Likewise, any hard spots should
also be removed to guard against reflective cracking in the pavement. Proof rolling/compaction of the
formation level should be carried out prior to laying new pavement.
Bexhill : Ground Investigation Report
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A082541 18/07/2013
• Soakaway tests carried out in the granular deposits in the south of the site indicated soil infiltration rates
of between 1.80 x 10-6
m/s and 1.54 x 10-6
m/s .
• Granular strata was only encountered at the southern end of the site and soakaways should be limited
to the areas where these granular deposits were encountered. Required soakaway storage capacities
should be designed to reflect the low rates of infiltration and also the relatively shallow groundwater
levels.
• Assessment of the results of the soil analysis does not indicate any potential for harm to human health.
No remedial action is indicated with regard to contamination.
• Results for water soluble sulphate do not indicate any requirement for protection of concrete from
sulphate attack. The Design Sulphate class was assessed as DS-1, ACEC Class AC-1.
• Should any soils require removal from site as waste, they are likely to be classified as ‘inert waste’ for
landfill purposes, subject to assessment of organic content.
• Ground gas protection is not indicated to be a requirement, except at borehole CP04 where a high
concentration of methane was detected, on a single occasion. Gas protection requirements should be
considered further on completion of the monitoring programme.
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14.0 References
1. BS5930 Code of practice for site investigations -1999 (Incorporating amendment 2-2010)
2. BS EN 14688 Ground Investigation Eurocode- 2002.
3. BS EN ISO 22476-3 Geotechnical Investigation and Testing Part 3 Standard Penetration Test -2005.
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 18/07/2013
Appendices
Bexhill : Ground Investigation Report
Figure 1. Site Location Plan
The Site
Site Extents
Bexhill : Ground Investigation Report
Figure 2. Exploratory Hole Location Plan
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix A - Report Conditions
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Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
APPENDIX A - REPORT CONDITIONS
GROUND INVESTIGATION
This report is produced solely for the benefit of Marchfield [Strategic Land] Ltd and no liability is accepted for any
reliance placed on it by any other party unless specifically agreed in writing otherwise.
This report refers, within the limitations stated, to the condition of the site at the time of the inspections. No warranty
is given as to the possibility of future changes in the condition of the site.
This report is based on a visual site inspection, reference to accessible referenced historical records, information
supplied by those parties referenced in the text and preliminary discussions with local and Statutory Authorities. Some
of the opinions are based on unconfirmed data and information and are presented as the best that can be obtained
without further extensive research. Where ground contamination is suspected but no physical site test results are
available to confirm this, the report must be regarded as initial advice only, and further assessment should be
undertaken prior to activities related to the site. Where test results undertaken by others have been made available
these can only be regarded as a limited sample. The possibility of the presence of contaminants, perhaps in higher
concentrations, elsewhere on the site cannot be discounted.
Whilst confident in the findings detailed within this report because there are no exact UK definitions of these matters,
being subject to risk analysis, we are unable to give categoric assurances that they will be accepted by Authorities or
Funds etc. without question as such bodies often have unpublished, more stringent objectives. This report is prepared
for the proposed uses stated in the report and should not be used in a different context without reference to WYGE. In
time improved practices or amended legislation may necessitate a re-assessment.
The assessment of ground conditions within this report is based upon the findings of the study undertaken. We have
interpreted the ground conditions in between locations on the assumption that conditions do not vary significantly.
However, no investigation can inspect each and every part of the site and therefore changes or variances in the
physical and chemical site conditions as described in this report cannot be discounted.
The report is limited to those aspects of land contamination specifically reported on and is necessarily restricted and no
liability is accepted for any other aspect especially concerning gradual or sudden pollution incidents. The opinions
expressed cannot be absolute due to the limitations of time and resources imposed by the agreed brief and the
possibility of unrecorded previous use and abuse of the site and adjacent sites. The report concentrates on the site as
defined in the report and provides an opinion on surrounding sites. If migrating pollution or contamination (past or
present) exists further extensive research will be required before the effects can be better determined.
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Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix B
Exploratory Hole Records
Ground Engineering ServicesBorehole Number
Logged ByFrom To Method Diameter
Checked ByStart DateFinish Date
ScaleProject
Project NumberClient
:Method
Hole Information
Chiselling
Co-ordinates
Groundwater
From To Time Struck Rising to
Level
Time Remarks
:
::
:
:
:
:
LegendReduced
Depth CasingWater
BackfillLevel
(mOAD)(m) (m)
Level(m)
Installation/Sampling & In Situ Testing
Depth TypeNumber
::
WYG ENVIRONMENT
Observations / Remarks.
Geneva Building, Sherwood Business Park, Annesley,Tel 01623 684550
Nottingham, NG15 0ED
No Groundwater Encountered.
570690.91E - 108241.08N
BEXHILL,
Marchfield [Strategic Land] Ltd
Cable percussion rig
A082541
-
CP01
TY
TY
03/06/13
03/06/13
50 for 270mm50/270mm (6,11,11,16,15,8)
N=49 (7,9,10,11,14,14)
50 for 270mm50 (5,7/9,13,14,14 for 45mm)
50 for 50mm50 (10,15 for 50mm/50 for 50mm)
0.30
1.70
3.30
5.00
6.00
6.50
0.500.50-1.00
1.00
1.20
1.70
2.202.20
2.80-3.30
3.503.50
4.00-4.50
4.50
5.005.00
6.00-6.506.00
6.506.50
DB
D
U
D
D
B
D
B
D
D
BD
D1
S
S
S
S
88blows
TOPSOIL. Firm sandy brown CLAY.
Stiff to very stiff red brown mottled grey CLAY.
Light orange grey extremely weak fine to medium grainedSANDSTONE.
Red & light orange extremely weak friable MUDSTONE.
Very stiff grey CLAY.
Weathered SANDSTONE. Recovered as grey weakly cemented fine to medium grained Silty SAND.
Borehole complete at 6.65 m
1:50 Sheet 1 of 1
Ground Engineering ServicesBorehole Number
Logged ByFrom To Method Diameter
Checked ByStart DateFinish Date
ScaleProject
Project NumberClient
:Method
Hole Information
Chiselling
Co-ordinates
Groundwater
From To Time Struck Rising to
Level
Time Remarks
:
::
:
:
:
:
LegendReduced
Depth CasingWater
BackfillLevel
(mOAD)(m) (m)
Level(m)
Installation/Sampling & In Situ Testing
Depth TypeNumber
::
WYG ENVIRONMENT
Observations / Remarks.
Geneva Building, Sherwood Business Park, Annesley,Tel 01623 684550
Nottingham, NG15 0ED
No Groundwater Encountered.
570960.93E - 108161.33N
BEXHILL,
Marchfield [Strategic Land] Ltd
Cable percussion rig.
A082541
-
CP02
TY
TY
05/06/13
05/06/13
N=25 (6,7/7,6,6,6)
50 for 60mm50 (20,5 for 0mm/50 for 60mm)
0.30
1.00
3.50
4.704.80
0.50-1.000.50
1.00
1.20
1.70
2.20
2.70
3.00-3.50
3.503.50
4.30-4.804.30
4.804.80
BD
D
U
D
U
D
B
D
BD
D
S
S
100blows
100blows
TOPSOIL. Firm light orange brown clayey SAND.
Stiff orange grey mottled brown slightly sandy SILT/CLAY withoccasional red mottling.
Light orange red & dark brown grey extremely weak friableMUDSTONE.
Very stiff to hard light grey friable CLAY/MUDSTONE.
Light grey orange weakly cemented fine to medium grained silty SANDSTONE.
Borehole complete at 4.80 m
1:50 Sheet 1 of 1
Ground Engineering ServicesBorehole Number
Logged ByFrom To Method Diameter
Checked ByStart DateFinish Date
ScaleProject
Project NumberClient
:Method
Hole Information
Chiselling
Co-ordinates
Groundwater
From To Time Struck Rising to
Level
Time Remarks
:
::
:
:
:
:
LegendReduced
Depth CasingWater
BackfillLevel
(mOAD)(m) (m)
Level(m)
Installation/Sampling & In Situ Testing
Depth TypeNumber
::
WYG ENVIRONMENT
Observations / Remarks.
Geneva Building, Sherwood Business Park, Annesley,Tel 01623 684550
Nottingham, NG15 0ED
No Groundwater Encountered.
571160.67E - 108135.57N
BEXHILL,
Marchfield [Strategic Land] Ltd
Cable percussion rig.
A082541
-
CP03
TY
TY
04/06/13
04/06/13
N=24 (4,4/5,6,6,7)
N=48 (8,11/14,10,10,14)
N=45 (6,8/9,12,12,12)
50 for 115mm50 (13,12 for 50mm/28,22 for 40mm)
50 for 65mm50 (25 for 70mm/50 for 65mm)
0.30
1.20
3.00
3.40
4.50
7.00
8.20
0.50-1.000.50
1.00
1.20
1.70
2.20
2.70-3.00
3.00-3.50
3.40
3.503.50
4.50
5.005.00
6.00-6.506.00
7.007.00
7.50-8.00
8.00
8.208.20
BD
D
U
D
B
B
D
D
D
D
BD
D
B
D
D
S
S
S
S
S
50blows
TOPSOIL. Firm brown very sandy CLAY.
Stiff orange mottled brown slightly Sandy CLAY.
Firm orange grey very sandy SILT/CLAY.
Occasional dark brown red mottling.
Stiff grey very Sandy SILT/CLAY.
Weathered SANDSTONE. Recovered as grey weakly cemented finegrained silty SAND.
Light grey to grey extremely weak fine to medium grainedSANDSTONE.
Light grey extremely weak MUDSTONE.
Borehole complete at 8.20 m
1:50 Sheet 1 of 1
Ground Engineering ServicesBorehole Number
Logged ByFrom To Method Diameter
Checked ByStart DateFinish Date
ScaleProject
Project NumberClient
:Method
Hole Information
Chiselling
Co-ordinates
Groundwater
From To Time Struck Rising to
Level
Time Remarks
:
::
:
:
:
:
LegendReduced
Depth CasingWater
BackfillLevel
(mOAD)(m) (m)
Level(m)
Installation/Sampling & In Situ Testing
Depth TypeNumber
::
WYG ENVIRONMENT
Observations / Remarks.
Geneva Building, Sherwood Business Park, Annesley,Tel 01623 684550
Nottingham, NG15 0ED
No Groundwater Encountered.
570687.15E - 108095.55N
BEXHILL,
Marchfield [Strategic Land] Ltd
Cable Percussion Rig
A082541
-
CP04
TY
TY
03/06/13
03/06/13
50 for 225mm50 (8,10/15,15,20)
N=47 (5,7/10,11,10,16)
N=59 (7,12/16,15,13,15)
50 for 40mm50 (25 for 60mm/50 for 40mm)
0.30
0.80
4.00
4.70
0.500.50
0.800.80
1.201.20
2.00
2.202.20
3.00-3.50
3.503.50
4.00
4.704.70
BD
BD
D
D
D
B
D
D
D
S
S
S
S
Firm brown silty TOPSOIL.
Stiff light orange brown slightly sandy SILT.
Light grey fine grained silty SAND.
Becoming weakly cemented from 1.2mbgl.
Becoming brown light brown and light grey.
Light brown to brown silty slightly gravelly fine SAND. Gravel is fine sub-angular Sandstone.
Gravelly from 4.7mbgl. Gravel is very weak to extremelyweak fine to medium sub-angular Sandstone.
Borehole complete at 4.70 m
1:50 Sheet 1 of 1
Ground Engineering ServicesBorehole Number
Logged ByFrom To Method Diameter
Checked ByStart DateFinish Date
ScaleProject
Project NumberClient
:Method
Hole Information
Chiselling
Co-ordinates
Groundwater
From To Time Struck Rising to
Level
Time Remarks
:
::
:
:
:
:
LegendReduced
Depth CasingWater
BackfillLevel
(mOAD)(m) (m)
Level(m)
Installation/Sampling & In Situ Testing
Depth TypeNumber
::
WYG ENVIRONMENT
Observations / Remarks.
Geneva Building, Sherwood Business Park, Annesley,Tel 01623 684550
Nottingham, NG15 0ED
No Groundwater Encountered.
570892.19E - 108023.38N
BEXHILL,
Marchfield [Strategic Land] Ltd
Cable percussion rig.
A082541
-
CP05
TY
TY
05/06/13
05/06/13
N=16 (2,3/3,4,4,5)
50 for 235mm50 (4,7/12,17,16,5 for 10mm)
50 for 40mm50 (25 for 50mm/50 for 40mm)
50 for 35mm50 (25 for 30mm/50 for 35mm)
0.50
1.00
3.00
3.80
0.500.50-1.00
1.00
1.201.20
1.20-1.70
2.202.20
3.00-3.503.00
3.503.50-3.80
3.50
3.80
DB
D
DB
D
BD
BD
S
S
S
S
TOPSOIL. Firm brown slightly Sandy CLAY.
Orange yellow fine to medium grained Silty SAND.
Weathered SANDSTONE. Recovered as light orange grey weaklycemented fine to medium grained Silty SAND.
Weathered SANDSTONE. Recovered as orange grey sandy GRAVEL.Gravel is medium to coarse sub-angular weak Sandstone.
Borehole complete at 3.80 m
1:50 Sheet 1 of 1
Ground Engineering ServicesBorehole Number
Logged ByFrom To Method Diameter
Checked ByStart DateFinish Date
ScaleProject
Project NumberClient
:Method
Hole Information
Chiselling
Co-ordinates
Groundwater
From To Time Struck Rising to
Level
Time Remarks
:
::
:
:
:
:
LegendReduced
Depth CasingWater
BackfillLevel
(mOAD)(m) (m)
Level(m)
Installation/Sampling & In Situ Testing
Depth TypeNumber
::
WYG ENVIRONMENT
Observations / Remarks.
Geneva Building, Sherwood Business Park, Annesley,Tel 01623 684550
Nottingham, NG15 0ED
No Groundwater Encountered.
570479.43E - 107932.80N
BEXHILL,
Marchfield [Strategic Land] Ltd
Cable Percussion Rig.
A082541
-
CP06
TY
TY
03/06/13
03/06/13
50 for 160mm50 (8,8/20,24,6 for 10mm)
50 for 85mm50 (9,9/37,13 for 10mm)
52 for 185mm52 (11,13/15,16,21 for 35mm)
50 for 50mm50 (25 for 50mm/50 for 50mm)
0.50
1.00
3.00
3.50
4.50
0.500.50
0.80
1.201.20
2.202.20
3.00-3.503.00
3.503.50
4.00
4.504.50
BD
D
D
D
BD
D
D
D
S
S
S
S
TOPSOIL. Medium brown silty slightly gravelly SAND. Gravel isfine to medium sub-angular SANDSTONE.
Dark grey to orange brown extremely weak to very weak fine tomedium grained SANDSTONE.
Weathered SANDSTONE. Light orange weakly cemented fine tomedium grained Silty SAND.
Becoming light orange grey from 2.2mbgl.
Light grey extremely weak sandy SILTSTONE.
Weathered SANDSTONE recovered as light brown to grey weaklycemented silty medium grained SAND.
Borehole complete at 4.50 m
1:50 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
Groundwater encountered at 2.3mbgl, recorded as slightseepage. Unstable due to collapse of organic clay layer.
570951.77E - 108361.66N
BEXHILL,
Marchfield [Strategic Land] LtdVolvo Backhoe Excavator
A082541
3.60m
-
0.60m
TP01
TY
03/06/1303/06/13
TY
2.30 - - Slight seepage
0.25
1.60
4.00
2.30
0.20
0.300.300.30
0.500.500.50
1.201.201.20
1.601.601.60
2.602.602.60
3.973.983.99
E
D
D
D
P=85 R=20 kPaP=68 R=26 kPaP=86 R=36 kPa
P=48 R=25 kPaP=52 R=28 kPaP=50 R=26 kPa
P=44 R=20 kPaP=46 R=20 kPaP=64 R=26 kPa
P=26 R=14 kPaP=26 R=14 kPaP=30 R=14 kPa
P=7 R=4 kPaP=11 R=5 kPaP=22 R=18 kPa
P=8 R=4 kPaP=8 R=3 kPaP=7 R=4 kPa
TOPSOIL. Soft brown slightly sandy CLAY.
Firm orange brown mottled light grey CLAY.
Soft dark grey organic CLAY with frequent pockets of black decayed plant remains up to 150mm diameter.
Very soft slightly sandy from 2.6mbgl.
Base of the ORGANIC CLAY not proven.
End of Trial Pit at 4.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
Groundwater encountered at 4.0mbgl recorded as strong flow.Damp from 3.2mbgl. Unstable from 3.4mbgl. Excavationterminated at 4.0mbgl.
571096.67E - 108309.01N
BEXHILL,
Marchfield [Strategic Land] LtdVolvo Backhoe Excavator
A082541
3.00m
-
0.60m
TP02
TY
03/06/1303/06/13
TY
4.00 - - Strong flow.
0.25
1.20
1.70
2.70
3.60
4.00 4.00
0.20
0.400.400.40
1.30
1.70
2.80
3.70
E
D
D
D
D
D
P=60 R=18 kPaP=80 R=30 kPaP=94 R=34 kPa
TOPSOIL. Soft to firm brown slightly sandy CLAY.
Firm to stiff grey mottled orange slightly sandy SILT.
Stiff light grey orange mottled friable slightly sandySILT.
Orange brown very sandy SILT.
Firm light grey pink & orange mottled sandy to very sandySILT.
Frequent black silty sand pockets and lenzes from3.2mbgl.
Orange medium grained clayey gravelly SAND. Gravel is fine to course sub-angular weak Sandstone.
Occasional gravel of medium sub-angular Sandstone from3.6mbgl.
End of Trial Pit at 4.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No groundwater encountered. Damp from 2.9mbgl.
570870.75E - 108284.28N
BEXHILL,
Marchfield [Strategic Land] LtdVolvo Backhoe Excavator
A082541
3.20m
-
0.60m
Stable.
TP03
TY
03/06/1303/06/13
TY
0.30
1.20
1.60
3.20
0.20
0.300.300.300.40
0.600.600.600.70
1.50
2.00
2.80
3.10
E
D
D
B
D
D
D
P=66 R=0 kPaP=80 R=0 kPaP=78 R=0 kPa
P=68 R=22 kPaP=30 R=10 kPaP=44 R=14 kPa
TOPSOIL. Firm brown slightly sandy CLAY.
Firm to stiff light orange brown grey mottled silty CLAY.
Firm from 0.5mbgl.
From 0.8mbgl sandy with lenses of fine grained redSand.
Red orange clayey slightly gravelly SAND. Gravel ismoderately weak medium sub-angular Sandstone.
Very stiff friable orange brown & grey gravellyMUDSTONE/SILTSTONE with frequent black mottling. Gravel is medium sub-angular very weak to extremely weakMUDSTONE/Claystone pellets.
Stiff very gravelly & damp from 2.9mbgl.
End of Trial Pit at 3.20 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
571031.28E - 108249.33N
BEXHILL,
Marchfield [Strategic Land] LtdVolvo Backhoe Excavator
A082541
3.00m
-
0.60m
Stable.
TP04
TY
03/06/1303/06/13
TY
0.30
0.70
1.70
3.40
0.20
0.400.400.40
1.60
1.70
2.90
3.30
E
D
D
D
D
D
P=70 R=24 kPaP=78 R=26 kPaP=76 R=24 kPa
TOPSOIL. Soft light brown slightly sandy CLAY.
Firm to stiff light brown orange grey mottled SILT/CLAY.
Firm orange very sandy SILT with frequent pockets andlenses of fine orange silty SAND.
Stiff friable weathered light orange to orange withoccasional grey mottling slightly gravellyMUDSTONE/SILTSTONE. Gravel is fine sub-angular very weakmudstone.
Very stiff from 2.9mbgl.
Very friable with frequent Gravel of very weak fine tomedium sub-angular Mudstone from 3.0mbgl.
End of Trial Pit at 3.40 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered
570616.17E - 108286.58N
BEXHILL,
Marchfield [Strategic Land] Ltd8Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable
TP05
TY
04/06/1304/06/13
TY
0.30
0.70
1.10
2.80
0.500.500.50
0.90
1.301.301.301.40
1.801.801.80
2.60
B
D
D
D
P=90 R=30 kPaP=110 R=40 kPaP=112 R=44 kPa
P=104 R=36 kPaP=118 R=34 kPaP=94 R=24 kPa
P=98 R=40 kPaP=120 R=36 kPaP=120 R=36 kPa
TOPSOIL. Firm brown slightly sandy CLAY.
Stiff light orange brown slightly silty slightly sandyCLAY.
Stiff mottled light grey orange SILT/CLAY.
Stiff orange mottled light grey CLAY/SILTFrequent lenses & pockets of red orange silty fine tomedium SAND.
Becoming very stiff from 1.8mbgl.
Becoming difficult to excavate from 1.8mbgl.
End of Trial Pit at 2.80 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered
570715.43E - 108282.21N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.80m
-
0.60m
Stable.
TP06
TY
04/06/1304/06/13
TY
0.30
1.50
1.70
2.00
0.20
0.40
0.500.500.50
0.900.900.90
1.20
1.60
1.80
E
E
BD
D
D
D
P=100 R=40 kPaP=110 R=36 kPaP=92 R=30 kPa
P=110 R=40 kPaP=115 R=38 kPaP=110 R=38 kPa
TOPSOIL. Firm brown very silty CLAY.
Stiff light orange mottled brown silty CLAY.
Light orange grey red mottled from 1.2mbgl.
Weathered MUDSTONE recovered as extremely weak friablefine to medium sub-angular to sub-rounded mudstone GRAVELwith a slightly sandy clay matrix.
Weathered SANDSTONE. Recovered as light orange mediumgrained silty slightly gravelly SAND. Gravel is extremelyweak fine to medium sub-angular sandstone.
End of Trial Pit at 2.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570796.55E - 108270.78N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP07
TY
06/06/1306/06/13
TY
0.25
0.60
1.10
1.70
2.40
0.30
0.400.400.40
0.900.900.90
1.40
E
D
D
D
P=90 R=38 kPaP=84 R=36 kPaP=92 R=36 kPa
P=110 R=36 kPaP=100 R=34 kPaP=108 R=34 kPa
TOPSOIL. Orange brown fine to medium grained clayey SAND.
Stiff orange brown sandy CLAY
Stiff light grey mottled orange silty slightly sandy CLAY.
Stiff dark red mottled orange brown & grey friableslightly sandy CLAY.
Becoming very stiff from1.4mbgl.
Weathered MUDSTONE. Recovered as light orange brownextremely weak friable slightly sandy MUDSTONE gravel.
Becoming very weak from 2.3mbgl.
End of Trial Pit at 2.40 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered
570627.49E - 108192.48N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator.
A082541
2.50m
-
0.60m
Stable.
TP08
TY
04/06/1304/06/13
TY
0.25
0.80
1.40
2.00
0.20
0.300.300.30
0.600.600.60
1.80
E
D
D
P=100 R=30 kPaP=110 R=36 kPaP=110 R=45 kPa
P=90 R=35 kPaP=82 R=26 kPaP=86 R=36 kPa
TOPSOIL. Firm light brown sandy CLAY with rare fine tomedium sub-angular to sub-rounded quartzite gravel.
Stiff light orange mottled orange silty slightly sandyCLAY.
Weathered MUDSTONE. Recovered as orange brown & redfriable sandy gravelly CLAY. Gravel is very weak toextremely weak fine to medium sub-angular mudstone.
Weathered MUDSTONE. Recovered as weak orange red browncourse grained SAND & GRAVEL. Gravel is very weak tabularmedium to coarse mudstone.
End of Trial Pit at 2.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570735.99E - 108181.04N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.20m
-
0.60m
Stable.
TP09
TY
06/06/1306/06/13
TY
0.25
1.20
1.40
0.20
0.300.300.300.40
0.900.900.90
1.30
E
B
D
P=118 R=42 kPaP=120 R=64 kPaP=112 R=22 kPa
P=120 R=36 kPaP=118 R=38 kPaP=120 R=40 kPa
TOPSOIL. Brown fine to medium grained clayey SAND.
Stiff brown mottled orange silty slightly sandy CLAY.
MUDSTONE. Recovered as light grey brown & red extremelyweak friable coarse sub-angular GRAVEL of mudstone.
End of Trial Pit at 1.40 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered
570847.77E - 108178.86N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP10
TY
04/06/1304/06/13
TY
0.30
0.50
0.90
1.20
2.00
0.20
0.300.300.300.40
0.700.700.70
1.00
1.80
E
D
D
D
D
P=64 R=26 kPaP=74 R=28 kPaP=74 R=34 kPa
P=54 R=26 kPaP=60 R=32 kPaP=62 R=30 kPa
TOPSOIL. Firm brown sandy CLAY.
Firm light orange mottled light brown silty CLAY.
Firm light orange & grey brown slightly gravelly CLAY.Gravel is black fine to medium sub-angular mudstone withrare course sub-rounded flint.
Firm orange brown mottled grey gravelly CLAY. Gravel isorange brown and black extremely weak fine to mediumsub-angular mudstone.
Weathered MUDSTONE. Recovered as extremely weak coarse sub angular tabular mudstone with some friable clay matrix.
Frequent tabular cobbles of Mudstone from 1.8mbgl.
Gravel becoming very weak from 1.8mbgl.
End of Trial Pit at 2.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570978.73E - 108190.29N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP11
TY
06/06/1306/06/13
TY
0.30
1.70
2.20
0.400.400.40
0.60
0.900.900.90
1.301.301.30
2.00
E
D
D
P=70 R=34 kPaP=80 R=32 kPaP=74 R=28 kPa
P=54 R=20 kPaP=52 R=26 kPaP=54 R=24 kPa
P=52 R=14 kPaP=56 R=18 kPaP=74 R=26 kPa
TOPSOIL. Firm light orange brown clayey SAND.
Firm light orange mottled brown slightly sandy CLAY.
Weathered MUDSTONE. Recovered as orange brown medium tocoarse sub-angular slightly sandy GRAVEL. Gravel is veryweak to extremely weak mudstone.
End of Trial Pit at 2.20 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570892.58E - 108106.91N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP12
TY
06/06/1306/06/13
TY
0.30
1.80
2.00
0.20
0.400.400.40
0.60
1.001.001.00
1.40
1.501.501.50
1.80
E
D
D
D
P=60 R=22 kPaP=54 R=28 kPaP=54 R=26 kPa
P=66 R=34 kPaP=72 R=30 kPaP=84 R=30 kPa
P=92 R=32 kPaP=76 R=30 kPaP=86 R=34 kPa
TOPSOIL. Firm light brown slightly sandy CLAY.
Firm orange mottled brownCLAY.
Becoming stiff from 1.5mbgl.
Becoming light orange mottled grey from 1.6mbgl.
Weathered MUDSTONE. Recovered as light orange greyextremely weak sub-angular GRAVEL of mudstone.
Frequent Mudstone cobbles from 1.9mbgl.
End of Trial Pit at 2.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
571033.26E - 108182.11N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP13
TY
04/06/1304/06/13
TY
0.25
0.80
1.30
2.20
0.500.500.50
0.90
1.40
2.00
DE
D
D
D
P=96 R=38 kPaP=96 R=32 kPaP=90 R=30 kPa
TOPSOIL. Firm light brown slightly sandy CLAY.
Stiff light orange mottled orange slightly sandySILT/CLAY.
Stiff grey brown mottled orange slightly gravelly CLAY.Gravel is extremely weak fine sub-angular mudstone.
Weathered MUDSTONE. Recovered as extremely weak orangegrey mottled brown medium to coarse sub-angular mudstoneGRAVEL.
Mudstone gravel coarsening up to cobble size remainingextremely weak.
End of Trial Pit at 2.20 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered
571029.99E - 108066.59N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
3.00m
-
0.60m
Stable.
TP14
TY
04/06/1304/06/13
TY
0.25
1.20
1.60
2.00
2.20
0.20
0.300.300.30
0.50
0.700.700.70
1.40
1.70
2.10
E
D
D
D
D
P=86 R=30 kPaP=70 R=0 kPaP=80 R=26 kPa
P=80 R=25 kPaP=85 R=30 kPa
TOPSOIL. Stiff light brown very sandy CLAY.
Firm to stiff light brown orange grey silty slightly sandy CLAY.
Becoming stiff from 0.7mbgl.
Very weak light brown to grey & occasionaly blackMUDSTONE/SILTSTONE recovered as extremely weak coarsesub-angular sandy gravel with occasionalmudstone/siltstone cobbles.
Stiff light brown friable silty gravelly CLAY. Gravel isvery weak to extremely weak fine to medium sub-angularmudstone.
Becoming harder to excavate from 2.0mbgl.
Very weak to extremely weak grey brown MUDSTONE/SILTSTONE. Recovered as sandy coarse sub-angular tabular GRAVEL ofmudstone/siltstone with frequent cobbles.
End of Trial Pit at 2.20 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered
571098.14E - 108098.19N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.70m
-
0.60m
Stable.
TP15
TY
04/06/1304/06/13
TY
0.30
1.20
1.80
0.30
0.600.600.60
1.30
1.70
E
D
D
D
P=88 R=20 kPaP=64 R=12 kPaP=100 R=36 kPa
TOPSOIL. Firm light brown sandy CLAY.
Firm to stiff light orange brown & grey very sandySILT/CLAY.
Extremely weak light orange brown friable sandy to verysandy weathered MUDSTONE/SILTSTONE recovered as extremelyweak coarse sub-angular sandy to very sandy GRAVEL.
Tabular Gravel up to cobble size from 1.7mbgl.
End of Trial Pit at 1.80 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
571156.58E - 108187.61N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP16
TY
07/06/1307/06/13
TY
0.25
2.00
2.80
0.20
0.400.400.40
0.700.700.70
0.90
1.301.301.30
1.80
2.10
E
D
D
D
B
P=98 R=30 kPaP=120 R=48 kPaP=90 R=22 kPa
P=92 R=22 kPaP=100 R=30 kPaP=92 R=34 kPa
P=120 R=38 kPaP=120 R=32 kPaP=120 R=32 kPa
TOPSOIL. Firm brown very sandy CLAY.
Stiff light grey mottled orange slightly sandy CLAY.
Becoming sandy from 1.0mbgl.
Becoming very stiff from 1.2mbgl.
Weathered SANDSTONE. Recovered as orange silty gravellySAND. Gravel is extremely weak medium to coarsesub-angular sandstone.
End of Trial Pit at 2.80 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
571184.93E - 108054.65N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP17
TY
07/06/1307/06/13
TY
0.30
1.00
2.10
0.20
0.400.400.40
1.60
D
BE
D
P=120 R=36 kPaP=120 R=36 kPaP=110 R=28 kPa
TOPSOIL. Slightly clayey fine to medium grained SAND.
Stiff to very stiff orange mottled light brown friableCLAY.
Weathered MUDSTONE. Recovered as medium to coarse grainedgravelly slightly clayey SAND. Gravel is extremely weakmedium to coarse sub-angular mudstone.
Clay component decreasing from 1.7mbgl.
Occasional Mudstone cobbles from 2.0mbgl.
End of Trial Pit at 2.10 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
571002.88E - 108008.10N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.40m
-
0.60m
Stable.
TP18
TY
04/06/1304/06/13
TY
0.40
1.20
2.00
0.500.50
0.70
1.30
1.80
ED
B
D
D
TOPSOIL. Light brown slightly sandy CLAY.
Light orange grey fine to medium grained silty SAND.
Weathered SANDSTONE. Recovered as weakly cemented veryweak medium to coarse sub-angular sandstone GRAVEL.
Becoming difficult to excavate from 1.6mbgl.
End of Trial Pit at 2.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
571100.48E - 107995.02N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP19
TY
07/06/1307/06/13
TY
0.20
0.90
1.70
0.30
0.400.400.40
0.70
1.00
E
D
B
P=78 R=30 kPaP=70 R=28 kPaP=74 R=24 kPa
TOPSOIL. Firm brown sandy CLAY.
Firm orange mottled brown sandy CLAY.
Light orange grey fine to medium grained silty SAND.
Becoming light grey from 1.3mbgl.
Becoming weakly cemented and difficult to excavate from 1.5mbgl.
End of Trial Pit at 1.70 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
Groundwater Encountered at 2.3mbgl recorded as steady flow.
570632.81E - 108066.93N
BEXHILL,
Marchfield [Strategic Land] Ltd8Tonne Tracked Excavator.
A082541
2.60m
-
0.60m
Unstable from 2.0mbgl.
TP20
TY
06/06/1306/06/13
TY
2.30 - - Steady Flow
0.25
1.80
3.00
2.30
0.400.400.40
1.001.001.00
1.80
2.70
DE
D
D
B
P=66 R=20 kPaP=70 R=18 kPaP=84 R=34 kPa
P=74 R=26 kPaP=58 R=24 kPaP=56 R=16 kPa
TOPSOIL. Brown fine to medium grained clayey SAND.
Firm orange mottled brown sandy CLAY.
Channel of coarse sub-rounded gravel running accrossthe excavation at 0.6mbgl approximately 200mm diameter. Excavation moved approximately 1.0m to the north.
Light grey & orange mediium to coarse grained very clayeySAND.
Becoming clayey from 2.2mbgl.
Becoming silty from 2.7mbgl.
End of Trial Pit at 3.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered. Becoming difficult to excavatefrom 1.5mbgl.
570720.68E - 108125.28N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator.
A082541
2.50m
-
0.60m
Stable.
TP21
TY
06/06/1306/06/13
TY
0.25
1.00
1.80
0.20
0.400.400.40
1.20
E
D
P=118 R=40 kPaP=120 R=48 kPaP=120 R=44 kPa
TOPSOIL. Light brown fine to medium grained clayey SAND.
Stiff light orange brown mottled grey slightly sandy CLAY.
Weathered MUDSTONE. Rcovered as orange grey friable coarse sub-angular sandy GRAVEL of extremely weak mudstone.
Becoming weak from 1.4mbgl.
Gravel of very weak coarse sub-angular mudstone withfrequent cobbles from 1.5mbgl.
End of Trial Pit at 1.80 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encontered.
570831.64E - 108073.90N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP22
TY
06/06/1306/06/13
TY
0.20
0.70
1.10
1.40
0.30
0.60
0.90
1.30
E
D
D
D
TOPSOIL. Brown fine to medium grained clayey SAND.
Ligth brown fine to medium grained clayey SAND.
Weathered MUDSTONE. Recovered as extremely weak medium tocoarse sub-angular sandy GRAVEL.
Weathered SANDSTONE. Recovered as light brown fine tomedium grained silty gravelly SAND. Gravel is vey weakcoarse sub-angular sandstone.
End of Trial Pit at 1.40 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570786.16E - 107989.87N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.20m
-
0.60m
Stable.
TP23
TY
06/06/1306/06/13
TY
0.25
0.60
1.00
0.20
0.40
0.70
E
D
B
TOPSOIL. Brown fine to medium grained clayey SAND.
Light orange yellow fine to medium grained silty SAND.
Weathered SANDSTONE. Recovered as light orange yellow fine to medium grained slightly gravelly SAND. Gravel is veryweak medium to coarse sub-angular sandstone
Occasional tabular sandstone cobbles from 0.8mbgl.
End of Trial Pit at 1.00 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570692.53E - 107979.20N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP24
TY
05/06/1305/06/13
TY
0.25
1.10
1.50
1.80
0.30
0.70
1.20
1.60
E
D
D
D
TOPSOIL. Orange brown fine to medium grained clayey SAND.
Orange brown fine to medium grained clayey SAND with raremedium strong coarse sub-angular sandstone GRAVEL.
Stiff light orange very sandy SILT.
Wethered SANDSTONE. Recovered as fine to medium grainedsilty SAND and GRAVEL of very weak to extremely weakmedium to coarse sandstone.
End of Trial Pit at 1.80 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570536.13E - 108045.68N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP25
TY
05/06/1305/06/13
TY
0.30
0.60
1.20
1.60
1.75
2.00
2.40
0.20
0.40
0.70
1.40
2.20
E
D
D
B
B
TOPSOIL. Orange brown fine to medium grained slghtlyclayey SAND.
Orange brown fine to medium grained slightly clayey SAND.
Firm orange brown sandy SILT/CLAY.
Light orange brown fine to medium grained clayey SAND.
Weathered SANDSTONE. Recovered as fine to medium grainedgravelly slightly silty SAND. Gravel is very weak mediumto coarse sub-angular sandstone.
Weathered LIMESTONE. Recovered as coarse sand and strongtabular coarse sub-angular GRAVEL of limestone.
Weathered SANDSTONE. Recovered as slightly silty SAND andGRAVEL. Gravel is very weak medium to coarse sub-angularsandstone.
End of Trial Pit at 2.40 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570528.09E - 107961.27N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP26
TY
05/06/1305/06/13
TY
0.20
0.70
1.20
1.50
1.60
1.70
0.50
0.80
0.900.900.90
1.65
BE
D
D
P=50 R=20 kPaP=65 R=24 kPaP=66 R=24 kPa
TOPSOIL. Brown fine to medium grained clayey slightlygravelly SAND.
Light brown fine to medium grained clayey slightlygravelly SAND. Gravel is medium strong dark brown mediumto coarse sub-angular sandstone.
Firm light orange brown very sandy silty CLAY.
Light brown to orange silty SAND.
Weathered SANDSTONE. Recovered as medium to coarse grained slightly silty SAND and GRAVEL of very weak medium tocoarse sub-angular sandstone.
Weathered LIMESTONE. Recovered as dark brown to blackcoarse grained gravelly SAND. Gravel is very weak coarsesub-angular limestone.
End of Trial Pit at 1.70 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570590.55E - 107935.27N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP27
TY
05/06/1305/06/13
TY
0.30
0.80
1.20
1.80
0.30
0.50
1.30
E
D
D
TOPSOIL. Brown fine to medium grained clayey SAND.
Brown fine to medium grained clayey SAND.
Weathered SANDSTONE. Recovered as dark brown & orangemedium strong gravelly SAND. Gravel is dark brown & orange medium strong sub-angular sandstone.
Weathered SANDSTONE. Recovered as orange fine to mediumgrained gravelly silty SAND and GRAVEL of very weak medium to coarse sub-angular sandstone.
Becoming light orange from 1.6mbgl.
End of Trial Pit at 1.80 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570459.40E - 107993.04N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable.
TP28
TY
05/06/1305/06/13
TY
0.20
1.00
1.20
1.60
0.30
0.60
1.10
1.40
E
D
D
B
TOPSOIL. Brown clayey slightly gravelly SAND. Gravel ismedium to coarse sub-rounded quartzite.
Orange brown fine to medium grained clayey SAND.
Orange brown slighlty clayey slightly gravelly SAND.Gravel is medium strong medium to coarse sub-angularsandstone.
Weathered SANDSTONE. Recovered as orange brown medium tocoarse grained SAND and GRAVEL of dark brown medium strong medium to coarse sub-angular sandstone.
End of Trial Pit at 1.60 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570459.33E - 107925.22N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator.
A082541
2.40m
-
0.60m
Stable.
TP29
TY
05/06/1305/06/13
TY
0.20
0.50
0.70
1.20
0.40
0.60
0.80
E
D
D
TOPSOIL. Brown fine to medium grained slightly clayeySAND.
Brown fine to medium grained slightly clayey SAND.
Weathered SANDSTONE. Recovered as fine to medium grainedslightly clayey gravelly SAND. Gravel is very weak mediumto coarse sub-angular sandstone.
Weathered LIMESTONE. Recovered as dark brown sandy GRAVEL. Gravel is very weak medium to coarse sub-angularlimestone.
Limestone gravel is Ferruginous from 0.70mbgl.
End of Trial Pit at 1.20 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
No Groundwater Encountered.
570552.84E - 107876.06N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.50m
-
0.60m
Stable
SO1
TY
05/06/1305/06/13
0.25
0.70
1.30
0.40
0.50
0.90
E
D
B
TOPSOIL. Brown fine to medium grained slightly silty SAND.
Orange brown gravelly clayey SAND. Gravel is medium tocoarse sub-rounded quartzite.
Light orange brown fine to medium grained gravellyslightly silty to silty SAND. Gravel is extremely weakmedium to coarse sub-angular weathered sandstone.
Becoming very hard to excavate from 1.0mbgl.
End of Trial Pit at 1.30 m
1:25 Sheet 1 of 1
:::: Finish Date
Backfill
Scale
WYG ENVIRONMENTGround Engineering Services
:
:
Geneva Building, Sherwood Business Park, Annesley,Tel: 01623 684550
Exploratory Hole Number
Project
Observations / Remarks
Client
Strata Description LegendReduced
LevelDepth
(m)
WaterStrike
Installation/
Project Number
Sample Test
Depth
Groundwater
Type Notes / Remarks
Logged ByChecked By
(mOD) (m)
Start DateMethodCo-ordinatesLevel
:
::
:
Struck Rising to Time Remarks
Excavation Information
Length
Width
Orientation
Stability
:
:
:
:
:Shoring
Nottingham, NG15 0ED
Groundwater encountered at 1.5mbgl. Recorded as very slightseepage.
570986.00E - 108000.00N
BEXHILL,
Marchfield [Strategic Land] Ltd8 Tonne Tracked Excavator
A082541
2.20m
-
0.60m
Stable
SO2 C
TY
05/06/1305/06/13
0.40
1.30
1.70
0.70
1.40
B
B
TOPSOIL. Firm brown sandy CLAY.
Brown to orange fine to medium grained silty SAND.
Light orange grey fine grained silty SAND.
Becoming weakly cemented from 1.5mbgl.
End of Trial Pit at 1.70 m
1:25 Sheet 1 of 1
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix C
California Bearing Ratio (CBR) 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] awatkins
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)
Page 1 of
LABO RATO RY REPO RT
4043
Contract Number: PSL13/1990
Client’s Reference: Report Date: 11 June 2013 Client Name: WYG Nottingham
Newstead Court Little Oak Drive Annesley Nottingham NG15 0DR
For the attention of: Tim Young Contract Title: Bexhill
Date Received: 5/6/2013 Date Commenced: 5/6/2013 Date Completed: 11/6/2013 Notes: Observations and Interpretations are outside the UKAS Accreditation
* Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor
@prosoils.co.uk
Position Number: 1 Depth (m) :0.30
Insitu 10.5
Test Date Estimated Percentage above 20mm: 0 16
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
N/A
C.B.R. Value %
Brown sandy CLAY. (Handvane 120 KPA)
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A
BEXHILL. Contract No.
PSL13/1990
0
0.5
1
1.5
2
2.5
3
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Position Number: 2 Depth (m) :0.30
Insitu 4.5
Test Date Estimated Percentage above 20mm: 0 20
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
N/A
C.B.R. Value %
Brown sandy CLAY. (Handvane 65 KPA)
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A
BEXHILL. Contract No.
PSL13/1990
0
0.2
0.4
0.6
0.8
1
1.2
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Position Number: 3 Depth (m) :0.30
Insitu 3.5
Test Date Estimated Percentage above 20mm: 0 20
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
N/A
C.B.R. Value %
Brown sandy CLAY. (Handvane 65 KPA)
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A
BEXHILL. Contract No.
PSL13/1990
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Position Number: 4 Depth (m) :0.35
Insitu 4.2
Test Date Estimated Percentage above 20mm: 0 21
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
N/A
C.B.R. Value %
Brown sandy CLAY.
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A
BEXHILL. Contract No.
PSL13/1990
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Position Number: 5 Depth (m) :0.30
Insitu 6.0
Test Date Estimated Percentage above 20mm: 0 18
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
N/A
C.B.R. Value %
Light brown sandy CLAY. (Handvane 97 KPA)
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A
BEXHILL. Contract No.
PSL13/1990
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Position Number: 6 Depth (m) :0.35
Insitu 5.7
Test Date Estimated Percentage above 20mm: 0 18
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
BEXHILL. Contract No.
PSL13/1990
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A N/A
C.B.R. Value %
Light brown slightly sandy CLAY.
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Position Number: 7 Depth (m) :0.30
Insitu 4.2
Test Date Estimated Percentage above 20mm: 0 31
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
BEXHILL. Contract No.
PSL13/1990
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A N/A
C.B.R. Value %
Brown slightly sandy CLAY.
0
0.2
0.4
0.6
0.8
1
1.2
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Position Number: 8 Depth (m) :0.30
Insitu 3.7
Test Date Estimated Percentage above 20mm: 0 26
Remarks:
Checked By Date Approved By Date
11/06/13 11/06/13
BEXHILL. Contract No.
PSL13/1990
Insitu California Bearing Ratio Test.BS 1377 : Part 9 : 1990 Clause 4.3
Initial Sample Conditions
05-Jun-13 Moisture Content:
Method of Test
Required CBR Value: Passed /FailedN/A N/A
C.B.R. Value %
Brown slightly sandy CLAY.
0
0.2
0.4
0.6
0.8
1
1.2
0 2 4 6 8
Penetration of Plunger (mm)
For
ce o
n pl
unge
r (k
N)
PSLR201 Issue 1 Jun 06 Page of ,
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix D
Geotechnical Laboratory Report
5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR
tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] awatkins
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)
Page 1 of
LABO RATO RY REPO RT
4043
Contract Number: PSL13/1996
Client’s Reference: Report Date: 04 July 2013 Client Name: WYG Nottingham
Newstead Court Little Oak Drive Annesley Nottingham NG15 0DR
For the attention of: Tim Young Contract Title: Bexhill
Date Received: 10/6/2013 Date Commenced: 10/6/2013 Date Completed: 4/7/2013 Notes: Observations and Interpretations are outside the UKAS Accreditation
* Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor
@prosoils.co.uk
SUMMARY OF LABORATORY SOIL DESCRIPTIONS
Hole Sample Sample Depth Description of Sample
Number Number Type m
CP01 U 1.20 Very stiff light brown sandy silty CLAY.
CP02 B 0.50 Reddish brown slightly sandy CLAY.
CP02 U 1.20 Very stiff light brown sandy silty CLAY.
CP02 U 2.20 Very stiff light brown sandy silty CLAY.
CP03 U 1.20 Firm light brown mottled light grey very sandy silty CLAY.
CP04 D 1.20 Light grey very sandy silty CLAY.
CP04 D 2.00 Brown sandy very silty CLAY.
S01 B 0.90 Brown very gravelly silty SAND.
S02C B 0.70 Brown slightly sandy silty CLAY.
S02C B 1.40 Greyish Brown very silty SAND.
TP01 D 1.60 Brown organic CLAY.
TP03 B 1.50 Reddish brown gravelly very sandy CLAY.
TP04 D 0.40 Light grey mottled brown sandy CLAY.
TP05 B 0.50 Light brown sandy CLAY.
TP05 D 0.90 Light grey mottled brown sandy CLAY.
TP05 D 1.40 Light brown sandy CLAY.
TP07 D 0.90 Light grey mottled brown sandy silty CLAY.
TP10 D 0.70 Brown sandy silty CLAY.
TP12 D 1.40 Brown sandy silty CLAY.
Compiled by Date Checked by Date Approved by Date
04/07/13 04/07/13 04/07/13
Contract No:
Client Ref:
PSL13/1996BEXHILL.
Page of .
Hole Sample Sample Depth Description of Sample
Number Number Type m
TP13 D 1.40 Reddish brown sandy silty CLAY.
TP14 D 1.70 Brown slightly sandy silty CLAY.
TP15 D 0.60 Light brown sandy silty CLAY.
TP17 B 0.40 Light brown slightly sandy CLAY.
TP19 D 0.70 Brown sandy CLAY.
TP19 B 1.00 Brown slightly gravelly very sandy very silty CLAY.
TP20 D 0.40 Brown slightly sandy silty CLAY.
TP21 D 1.20 Light grey mottled brown sandy very CLAY.
TP23 B 0.70 Light brown gravelly very sandy silty CLAY.
TP25 D 0.70 Brown sandy silty CLAY.
TP26 B 0.50 Brown sandy silty CLAY.
TP26 D 0.80 Brown sandy silty CLAY.
Compiled by Date Checked by Date Approved by Date
04/07/13 04/07/13 04/07/13
Contract No:
Client Ref:
SUMMARY OF LABORATORY SOIL DESCRIPTIONS
PSL13/1996BEXHILL.
Page of .
SUMMARY OF SOIL CLASSIFICATION TESTS(B.S. 1377 : PART 2 : 1990)
Moisture Bulk Dry Particle Liquid Plastic Plasticity %Hole Sample Sample Depth Content Density Density Density Limit Limit Index Passing Remarks
Number Number Type m % Mg/m3 Mg/m3 Mg/m3 % % % .425mm
Clause 3.2 Clause 7.2 Clause 7.2 Clause 8. Clause 4.3/4.4 Clause 5. Clause 6.
CP01 U 1.20 14 45 22 23 100
CP02 B 0.50 19 45 20 25 100
CP02 U 1.20 18 39 20 19 100
CP02 U 2.20 15 33 17 16 100
CP03 U 1.20 19 35 16 19 100
CP04 D 1.20 19
CP04 D 2.00 19
S01 B 0.90 13
S02C B 0.70 24
S02C B 1.40 22
TP01 D 1.60 66 85 40 45 100
TP03 B 1.50 20
TP04 D 0.40 22 45 20 25 100
TP05 B 0.50 18 44 22 22 99
TP05 D 0.90 22 44 22 22 100
TP05 D 1.40 24 42 20 22 100
TP07 D 0.90 20 39 20 19 100
TP10 D 0.70 23 40 20 20 100
TP12 D 1.40 27 50 24 26 100
SYMBOLS : NP : Non Plastic
Compiled by Date Checked by Date Approved by Date
04/07/13 04/07/13 04/07/13
PSL13/1996
A082541BEXHILL.
Contract No:
Client Ref:
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Very high plasticity MV.
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Low plasticity CL.
Intermediate plasticity CI.
Intermediate plasticity CI.
PSLR002 Issue 1 Jun 06 Page of .
PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.(B.S.5930 : 1999)
Compiled by Date Checked by Date Approved by Date
04/07/13 04/07/13 04/07/13
PSL13/1996
A082541BEXHILL.
Contract No:
Client Ref:
0
10
20
30
40
50
60
70
80
90
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Liquid Limit (LL%).
Pla
stic
ity In
de
x (P
I%).
CL CI CH CV CE
ML MI MH MV ME
PSLR002 Issue 1 Jun 06 Page of .
SUMMARY OF SOIL CLASSIFICATION TESTS(B.S. 1377 : PART 2 : 1990)
Moisture Bulk Dry Particle Liquid Plastic Plasticity %Hole Sample Sample Depth Content Density Density Density Limit Limit Index Passing Remarks
Number Number Type m % Mg/m3 Mg/m3 Mg/m3 % % % .425mm
Clause 3.2 Clause 7.2 Clause 7.2 Clause 8. Clause 4.3/4.4 Clause 5. Clause 6.
TP13 D 1.40 21 44 22 22 100
TP14 D 1.70 17 45 18 27 100
TP15 D 0.60 20 40 20 20 100
TP17 B 0.40 22 60 28 32 100
TP19 D 0.70 18 36 17 19 100
TP19 B 1.00 22
TP20 D 0.40 24 53 26 27 100
TP21 D 1.20 20 34 20 14 100
TP23 B 0.70 20
TP25 D 0.70 19 40 20 20 100
TP26 B 0.50 20
TP26 D 0.80 20 37 20 17 100
SYMBOLS : NP : Non Plastic
Compiled by Date Checked by Date Approved by Date
04/07/13 04/07/13 04/07/13
PSL13/1996
A082541BEXHILL.
Contract No:
Client Ref:
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
Intermediate plasticity CI.
High plasticity CH.
High plasticity CH.
Low plasticity CL.
PSLR002 Issue 1 Jun 06 Page of .
PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.(B.S.5930 : 1999)
Compiled by Date Checked by Date Approved by Date
04/07/13 04/07/13 04/07/13
PSL13/1996
A082541BEXHILL.
Contract No:
Client Ref:
0
10
20
30
40
50
60
70
80
90
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Liquid Limit (LL%).
Pla
stic
ity In
de
x (P
I%).
CL CI CH CV CE
ML MI MH MV ME
PSLR002 Issue 1 Jun 06 Page of .
SUMMARY OF LABORATORY HAND VANE TESTS
Hole Sample Sample Depth Moisture Shear
Number Number Type m Content Strength
% kPa
CP02 B 0.50 19 >140 Stiff reddish brown sandy CLAY.
TP05 B 0.50 18 >140 Stiff light brown sandy CLAY.
TP17 B 0.40 19 >140 Stiff light brown slightly sandy CLAY.
TP23 B 0.70 17 >140 Stiff light brown gravelly very sandy CLAY.
TP26 B 0.50 17 >140 Stiff brown sandy silty CLAY.
Compiled by Date Checked by Date Approved by Date
04/07/13 04/07/13 04/07/13
Contract No: PSL13/1996
Client Ref: A082541BEXHILL.
Description
PSLR034 Issue 1 Jun 06 Page of .
CP01
Initial Conditions
Moisture Content (%):
Bulk Density (Mg/m3):
Dry Density (Mg/m3):
Voids Ratio:
Degree of saturation:
Height (mm):
Diameter (mm) See summary of soils description.
Particle Density (Mg/m3):
Assumed
Approved by04/07/13
BEXHILL.Contract No.
PSL13/1996
Page of
04/07/13
Checked by Date Date
Sample Number: Sample Type: U
Pressure Range
One Dimensional Consolidation PropertiesBS 1377: Part 5: 1990
Hole Number:
15 kPa m2/MN m2/yr
Mv Cv
1.20
50
2.18 0 - 25
1.90 25 -
20
0.3925 50 - 75
99.1 75 - 50
0.067
18.55 50 - 25
75.1
2.65
33.244
2.882
0.011
0.088
Specimen location
within tube:
Method used to
determine CV:
Nominal temperature
during test ' C:
Remarks:
Depth (m):
Top
t90
9.338
0.058
Swelling
32.003
Swelling
0.392
0.393
0.394
0.395
0.396
0.397
0.398
1 10 100
Pressure - kPa
Voi
ds R
atio
0.0
10.0
20.0
30.0
40.0
1 10 100
Pressure -kPa
Cv
- m
2/yr
PSLR025 Issue1.1 Sept 06 5-7 Hexthorpe Road, Hexthorpe, Doncaster
Hole Number: CP01 Depth (m):
Sample Number: Sample Type:
102.0 210.0 Test: Undisturbed
Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode
Content Density Density Pressure Deviator Strength Strain of Sample taken from Top of tube
(%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 1.9 %/min
(kPa) (kPa) Latex Membrane used 0.2 mm thickness,
ff Correction applied 0.36 kPa
A 14 2.20 1.93 25 381 190 7.6 Brittle
Checked Date Approved Date
04/07/13 04/07/13
BEXHILL.Contract No:
See summary of soil descriptions.
Height (mm): 100 mm Single Stage.
Remarks
PSL13/1996
Undrained Shear Strength in Triaxial Compressionwithout measurement of Pore Pressure
B.S. 1377 : Part7 : Clause 8 : 1990
Diameter (mm):
1.20
U
0
50
100
150
200
250
300
350
400
0 2 4 6 8 10 12 14 16 18 20
Axial Strain %
Dev
iato
r S
tres
s k
Pa
PSLR031 Issue 1 Jun 06 Page of .
Hole Number: CP02 Depth (m): 0.50
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 0
37.5 100 1 1 Sand 120 100 1 1 Silt / Clay 9910 100 1 16.3 1003.35 100
2 1001.18 100 Remarks:0.6 100 See summary of soil descriptions.0.3 100
0.212 1000.15 1000.063 99 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
CP02 0.50
B
Initial Moisture Content: 19 Method of Compaction
Particle Density (Mg/m3): 2.65 Material Retained on 37.5 mm Test Sieve (%): 0
Maximum Dry Density (Mg/m3): Material Retained on 20.0 mm Test Sieve (%): 0
Optimum Moisture Content (%):
Remarks
Checked By Date Approved By
04/07/13
Dry Density/Moisture Content Relationship TestBS 1377 : Part 4 : 1990
Hole Number:
Sample Number:
Depth (m) :
2.5kg / Separate Sample
Sample Type:
1.75
Assumed
Date
18
BEXHILL.Contract No.PSL13/1996
04/07/13
See Summary of Soil Descriptions.
1.57
1.59
1.61
1.63
1.65
1.67
1.69
1.71
1.73
1.75
1.77
11 13 15 17 19 21 23 25
Moisture Content (%)
Dry
Den
sity
(M
g/m
3)
Sample
0 % Air voids
5 % Air voids
10 % Air voids
PSLR050 Issue 1 Jun 06 Page of .
CP02
Initial Conditions
Moisture Content (%):
Bulk Density (Mg/m3):
Dry Density (Mg/m3):
Voids Ratio:
Degree of saturation:
Height (mm):
Diameter (mm) See summary of soils description.
Particle Density (Mg/m3):
Assumed
Approved by
0.070
Swelling
38.877
Swelling
Depth (m):
Top
t90
16.489
Specimen location
within tube:
Method used to
determine CV:
Nominal temperature
during test ' C:
Remarks:0.080
138.799
57.807
0.006
2.65
20.01 50 - 25
75.11
20
0.5186 50 - 75
87.9 75 - 50
0.100
50
2.05 0 - 25
1.75 25 -
One Dimensional Consolidation PropertiesBS 1377: Part 5: 1990
Hole Number:
17 kPa m2/MN m2/yr
Mv Cv
1.20
Checked by Date Date
Sample Number: Sample Type: U
Pressure Range
04/07/13
BEXHILL.Contract No.
PSL13/1996
Page of
04/07/13
0.517
0.518
0.519
0.520
0.521
0.522
0.523
0.524
0.525
0.526
1 10 100
Pressure - kPa
Voi
ds R
atio
0.0
50.0
100.0
150.0
1 10 100
Pressure -kPa
Cv
- m
2/yr
PSLR025 Issue1.1 Sept 06 5-7 Hexthorpe Road, Hexthorpe, Doncaster
Hole Number: CP02 Depth (m):
Sample Number: Sample Type:
102.0 210.0 Test: Undisturbed
Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode
Content Density Density Pressure Deviator Strength Strain of Sample taken from Top of tube
(%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 1.9 %/min
(kPa) (kPa) Latex Membrane used 0.2 mm thickness,
ff Correction applied 0.37 kPa
A 18 1.94 1.65 25 327 164 3.3 Brittle
Checked Date Approved Date
04/07/13 04/07/13
Undrained Shear Strength in Triaxial Compressionwithout measurement of Pore Pressure
B.S. 1377 : Part7 : Clause 8 : 1990
Diameter (mm):
1.20
U
BEXHILL.Contract No:
See summary of soil descriptions.
Height (mm): 100 mm Single Stage.
Remarks
PSL13/1996
0
50
100
150
200
250
300
350
0 2 4 6 8 10 12 14 16 18 20
Axial Strain %
Dev
iato
r S
tres
s k
Pa
PSLR031 Issue 1 Jun 06 Page of .
CP02
Initial Conditions
Moisture Content (%):
Bulk Density (Mg/m3):
Dry Density (Mg/m3):
Voids Ratio:
Degree of saturation:
Height (mm):
Diameter (mm) See summary of soils description.
Particle Density (Mg/m3):
Assumed
Approved by
0.106
Swelling
92.722
Swelling
Depth (m):
Top
t90
59.569
Specimen location
within tube:
Method used to
determine CV:
Nominal temperature
during test ' C:
Remarks:0.071
59.327
81.623
0.019
2.65
20.07 90 - 45
75.12
20
0.5203 90 - 130
76.9 130 - 90
0.120
90
2.01 0 - 45
1.74 45 -
One Dimensional Consolidation PropertiesBS 1377: Part 5: 1990
Hole Number:
15 kPa m2/MN m2/yr
Mv Cv
2.20
Checked by Date Date
Sample Number: Sample Type: U
Pressure Range
04/07/13
BEXHILL.Contract No.
PSL13/1996
Page of
04/07/13
0.505
0.507
0.509
0.511
0.513
0.515
0.517
0.519
0.521
1 10 100 1000
Pressure - kPa
Voi
ds R
atio
0.0
20.0
40.0
60.0
80.0
100.0
1 10 100 1000
Pressure -kPa
Cv
- m
2/yr
PSLR025 Issue1.1 Sept 06 5-7 Hexthorpe Road, Hexthorpe, Doncaster
Hole Number: CP02 Depth (m):
Sample Number: Sample Type:
102.0 210.0 Test: Undisturbed
Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode
Content Density Density Pressure Deviator Strength Strain of Sample taken from Top of tube
(%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 1.9 %/min
(kPa) (kPa) Latex Membrane used 0.2 mm thickness,
ff Correction applied 0.36 kPa
A 15 1.93 1.68 45 421 211 5.7 Brittle
Checked Date Approved Date
04/07/13 04/07/13
Undrained Shear Strength in Triaxial Compressionwithout measurement of Pore Pressure
B.S. 1377 : Part7 : Clause 8 : 1990
Diameter (mm):
2.20
U
BEXHILL.Contract No:
See summary of soil descriptions.
Height (mm): 100 mm Single Stage.
Remarks
PSL13/1996
0
50
100
150
200
250
300
350
400
450
0 2 4 6 8 10 12 14 16 18 20
Axial Strain %
Dev
iato
r S
tres
s k
Pa
PSLR031 Issue 1 Jun 06 Page of .
CP03
Initial Conditions
Moisture Content (%):
Bulk Density (Mg/m3):
Dry Density (Mg/m3):
Voids Ratio:
Degree of saturation:
Height (mm):
Diameter (mm) See summary of soils description.
Particle Density (Mg/m3):
Assumed
Approved by
0.549
0.537
2.403
36.434
Depth (m):
Top
t90
3.593
Specimen location
within tube:
Method used to
determine CV:
Nominal temperature
during test ' C:
Remarks:0.137
4.684
1.091
0.024
2.65
20.16 25 - 12
75.11
20
0.5721 25 - 50
99.6 50 - 25
0.378
25
2.05 0 - 12
1.69 12 -
One Dimensional Consolidation PropertiesBS 1377: Part 5: 1990
Hole Number:
21 kPa m2/MN m2/yr
Mv Cv
1.20
Checked by Date Date
Sample Number: Sample Type: U
Pressure Range
04/07/13
BEXHILL.Contract No.
PSL13/1996
Page of
04/07/13
0.534
0.539
0.544
0.549
0.554
0.559
0.564
1 10 100
Pressure - kPa
Voi
ds R
atio
0.0
10.0
20.0
30.0
40.0
1 10 100
Pressure -kPa
Cv
- m
2/yr
PSLR025 Issue1.1 Sept 06 5-7 Hexthorpe Road, Hexthorpe, Doncaster
Hole Number: CP03 Depth (m):
Sample Number: Sample Type:
102.0 210.0 Test: Undisturbed
Specimen Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode
Content Density Density Pressure Deviator Strength Strain of Sample taken from Top of tube
(%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Rate of strain = 1.9 %/min
(kPa) (kPa) Latex Membrane used 0.2 mm thickness,
ff Correction applied 0.33 kPa
A 19 2.13 1.80 25 133 66 20.5 Compound
Checked Date Approved Date
04/07/13 04/07/13
Undrained Shear Strength in Triaxial Compressionwithout measurement of Pore Pressure
B.S. 1377 : Part7 : Clause 8 : 1990
Diameter (mm):
1.20
U
BEXHILL.Contract No:
See summary of soil descriptions.
Height (mm): 100 mm Single Stage.
Remarks
PSL13/1996
0
20
40
60
80
100
120
140
0 5 10 15 20 25
Axial Strain %
Dev
iato
r S
tres
s k
Pa
PSLR031 Issue 1 Jun 06 Page of .
Hole Number: S01 Depth (m): 0.90
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 34
37.5 89 1 1 Sand 5920 77 1 1 Silt / Clay 710 71 1 16.3 683.35 68
2 661.18 65 Remarks:0.6 65 See summary of soil descriptions.0.3 63
0.212 330.15 180.063 7 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
Hole Number: S02C Depth (m): 0.70
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 1
37.5 100 1 1 Sand 8720 100 1 1 Silt / Clay 1210 100 1 16.3 1003.35 99
2 991.18 98 Remarks:0.6 97 See summary of soil descriptions.0.3 94
0.212 460.15 280.063 12 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
Hole Number: S02C Depth (m): 1.40
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 0
37.5 100 1 1 Sand 7820 100 1 1 Silt / Clay 2210 100 1 16.3 1003.35 100
2 1001.18 100 Remarks:0.6 99 See summary of soil descriptions.0.3 99
0.212 990.15 980.063 22 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
Hole Number: TP03 Depth (m): 1.50
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 19
37.5 100 1 1 Sand 2520 99 1 1 Silt / Clay 5610 95 1 16.3 893.35 84
2 811.18 80 Remarks:0.6 77 See summary of soil descriptions.0.3 69
0.212 630.15 590.063 56 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
Hole Number: TP05 Depth (m): 0.50
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 0
37.5 100 1 1 Sand 520 100 1 1 Silt / Clay 9510 100 1 16.3 1003.35 100
2 1001.18 100 Remarks:0.6 99 See summary of soil descriptions.0.3 99
0.212 990.15 980.063 95 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
TP05 0.50
B
Initial Moisture Content: 18 Method of Compaction
Particle Density (Mg/m3): 2.65 Material Retained on 37.5 mm Test Sieve (%): 0
Maximum Dry Density (Mg/m3): Material Retained on 20.0 mm Test Sieve (%): 0
Optimum Moisture Content (%):
Remarks
Checked By Date Approved By
04/07/13
Dry Density/Moisture Content Relationship TestBS 1377 : Part 4 : 1990
Hole Number:
Sample Number:
Depth (m) :
2.5kg / Separate Sample
Sample Type:
1.72
Assumed
Date
18
BEXHILL.Contract No.PSL13/1996
04/07/13
See Summary of Soil Descriptions.
1.57
1.59
1.61
1.63
1.65
1.67
1.69
1.71
1.73
11 13 15 17 19 21 23 25
Moisture Content (%)
Dry
Den
sity
(M
g/m
3)
Sample
0 % Air voids
5 % Air voids
10 % Air voids
PSLR050 Issue 1 Jun 06 Page of .
Hole Number: TP17 Depth (m): 0.40
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 0
37.5 100 1 1 Sand 120 100 1 1 Silt / Clay 9910 100 1 16.3 1003.35 100
2 1001.18 100 Remarks:0.6 100 See summary of soil descriptions.0.3 100
0.212 1000.15 1000.063 99 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
TP17 0.40
B
Initial Moisture Content: 22 Method of Compaction
Particle Density (Mg/m3): 2.65 Material Retained on 37.5 mm Test Sieve (%): 0
Maximum Dry Density (Mg/m3): Material Retained on 20.0 mm Test Sieve (%): 0
Optimum Moisture Content (%):
Remarks
Checked By Date Approved By
04/07/13
Dry Density/Moisture Content Relationship TestBS 1377 : Part 4 : 1990
Hole Number:
Sample Number:
Depth (m) :
2.5kg / Separate Sample
Sample Type:
1.67
Assumed
Date
19
BEXHILL.Contract No.PSL13/1996
04/07/13
See Summary of Soil Descriptions.
1.54
1.56
1.58
1.60
1.62
1.64
1.66
1.68
12 14 16 18 20 22 24 26
Moisture Content (%)
Dry
Den
sity
(M
g/m
3)
Sample
0 % Air voids
5 % Air voids
10 % Air voids
PSLR050 Issue 1 Jun 06 Page of .
Hole Number: TP19 Depth (m): 1.00
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 2
37.5 100 1 1 Sand 5520 100 1 1 Silt / Clay 4310 99 1 16.3 983.35 98
2 981.18 97 Remarks:0.6 97 See summary of soil descriptions.0.3 96
0.212 770.15 610.063 43 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
Hole Number: TP23 Depth (m): 0.70
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 14
37.5 100 1 1 Sand 4520 100 1 1 Silt / Clay 4110 97 1 16.3 933.35 88
2 861.18 85 Remarks:0.6 84 See summary of soil descriptions.0.3 84
0.212 680.15 630.063 41 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
TP23 0.70
B
Initial Moisture Content: 20 Method of Compaction
Particle Density (Mg/m3): 2.65 Material Retained on 37.5 mm Test Sieve (%): 0
Maximum Dry Density (Mg/m3): Material Retained on 20.0 mm Test Sieve (%): 0
Optimum Moisture Content (%):
Remarks
Checked By Date Approved By
04/07/13
Dry Density/Moisture Content Relationship TestBS 1377 : Part 4 : 1990
Hole Number:
Sample Number:
Depth (m) :
2.5kg / Separate Sample
Sample Type:
1.77
Assumed
Date
15
BEXHILL.Contract No.PSL13/1996
04/07/13
See Summary of Soil Descriptions.
1.64
1.66
1.68
1.70
1.72
1.74
1.76
1.78
11 13 15 17 19 21
Moisture Content (%)
Dry
Den
sity
(M
g/m
3)
Sample
0 % Air voids
5 % Air voids
10 % Air voids
PSLR050 Issue 1 Jun 06 Page of .
Hole Number: TP26 Depth (m): 0.50
Sample Number: Sample Type: B
BS Test Percentage 1 1 Soil TotalSieve Passing 1 1 Fraction Percentage125 100 1 175 100 1 1 Cobbles 063 100 1 1 Gravel 0
37.5 100 1 1 Sand 1020 100 1 1 Silt / Clay 9010 100 1 16.3 1003.35 100
2 1001.18 99 Remarks:0.6 99 See summary of soil descriptions.0.3 98
0.212 970.15 940.063 90 Checked By Date Approved By Date
04/07/13 04/07/13
BEXHILL.Contract No.:PSL13/1996
Particle Size Distribution TestBS1377 : Part 2 : 1990
Wet Sieve, Clause 9.2
0.21
2
6.3
10.0
63 75 125
37.5
0.06
3
1.18
0.60
0
0.30
0
20.0
0.02
0
0.00
6
0.00
2
2.00
0.15
0
3.35
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 1000Particle Size (mm).
Per
cen
tage
Pas
sin
g.
Page of
TP26 0.50
B
Initial Moisture Content: 20 Method of Compaction
Particle Density (Mg/m3): 2.65 Material Retained on 37.5 mm Test Sieve (%): 0
Maximum Dry Density (Mg/m3): Material Retained on 20.0 mm Test Sieve (%): 0
Optimum Moisture Content (%):
Remarks
Checked By Date Approved By
04/07/13
Dry Density/Moisture Content Relationship TestBS 1377 : Part 4 : 1990
Hole Number:
Sample Number:
Depth (m) :
2.5kg / Separate Sample
Sample Type:
1.77
Assumed
Date
17
BEXHILL.Contract No.PSL13/1996
04/07/13
See Summary of Soil Descriptions.
1.59
1.61
1.63
1.65
1.67
1.69
1.71
1.73
1.75
1.77
1.79
12 14 16 18 20 22 24
Moisture Content (%)
Dry
Den
sity
(M
g/m
3)
Sample
0 % Air voids
5 % Air voids
10 % Air voids
PSLR050 Issue 1 Jun 06 Page of .
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix E
Contamination Laboratory Reports
Unit 3 Deeside Point
Zone 3
Deeside Industrial Park
Deeside
WYG
No.4225
Attention :
Date :
Your reference :
Our reference :
Location :
Date samples received :
Status :
Issue :
Bob Millward B.Sc FRSC
Principal Chemist
Sixteen samples were received for analysis on 7th June, 2013. Please find attached our Test Report which should be read with notes at the end of
the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate
only to samples supplied.
All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.
Phil Sommerton B.Sc
Project Manager
19th June, 2013
A082541
BEXHILL
7th June, 2013
Final report
Compiled By:
Test Report 13/5261 Batch 1
1
Jones Environmental Laboratory
CH5 2UA
Tel: +44 (0) 1244 833780
Fax: +44 (0) 1244 833781
Tim Young
Geneva Building, Lake View Drive
Sherwood Business Park
Annesley
Nottingham
NG15 0ED
QF-PM 3.1.1 v14Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5261
J E Sample No. 1-3 4-6 7-9 10-12 13-15 16-18 19-21 22-24 25-27 28-30
Sample ID TP01 TP02 TP03 TP04 TP06 TP08 TP10 TP13 TP14 TP15
Depth 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.2 0.3
COC No / misc
Containers V J T V J T V J T V J T V J T V J T V J T V J T V J T V J T
Sample Date 03/06/2013 03/06/2013 03/06/2013 03/06/2013 04/06/2013 04/06/2013 04/06/2013 04/06/2013 04/06/2013 04/06/2013
Sample Type Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil
Batch Number 1 1 1 1 1 1 1 1 1 1
Date of Receipt 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013
Arsenic # 9.7 5.5 4.4 3.6 7.4 7.4 6.7 4.4 6.6 6.9 <0.5 mg/kg TM30/PM15
Cadmium # 0.2 <0.1 <0.1 0.1 0.1 0.2 0.2 <0.1 <0.1 <0.1 <0.1 mg/kg TM30/PM15
Chromium # 32.5 27.1 26.5 10.3 22.8 26.9 25.5 25.6 26.1 22.8 <0.5 mg/kg TM30/PM15
Copper # 3 3 8 3 3 9 11 7 15 13 <1 mg/kg TM30/PM15
Lead # 33 23 28 15 23 36 26 10 19 20 <5 mg/kg TM30/PM15
Mercury # <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 mg/kg TM30/PM15
Nickel # 22.8 8.0 10.7 3.8 9.2 12.9 13.0 7.1 15.1 12.4 <0.7 mg/kg TM30/PM15
Selenium # 1 1 <1 <1 <1 <1 <1 <1 <1 <1 <1 mg/kg TM30/PM15
Water Soluble Boron # 2.0 1.1 1.8 0.8 0.9 1.7 1.5 0.5 1.9 1.5 <0.1 mg/kg TM74/PM32
Zinc # 75 37 44 21 41 69 56 33 64 53 <5 mg/kg TM30/PM15
PAH MS
Naphthalene # <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Acenaphthylene <0.03 <0.03 <0.03 <0.03 <0.03 0.04 <0.03 <0.03 <0.03 <0.03 <0.03 mg/kg TM4/PM8
Acenaphthene # <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 mg/kg TM4/PM8
Fluorene # <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Phenanthrene # 0.10 <0.03 0.07 <0.03 <0.03 0.14 <0.03 <0.03 <0.03 <0.03 <0.03 mg/kg TM4/PM8
Anthracene # <0.04 <0.04 <0.04 <0.04 <0.04 0.05 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Fluoranthene # 0.30 0.07 0.08 <0.03 <0.03 0.28 0.04 <0.03 <0.03 0.04 <0.03 mg/kg TM4/PM8
Pyrene # 0.27 0.06 0.08 <0.03 <0.03 0.23 0.04 <0.03 <0.03 <0.03 <0.03 mg/kg TM4/PM8
Benzo(a)anthracene # 0.19 <0.06 <0.06 <0.06 <0.06 0.15 <0.06 <0.06 <0.06 <0.06 <0.06 mg/kg TM4/PM8
Chrysene # 0.19 0.04 0.07 <0.02 <0.02 0.15 <0.02 <0.02 <0.02 <0.02 <0.02 mg/kg TM4/PM8
Benzo(bk)fluoranthene # 0.24 <0.07 <0.07 <0.07 <0.07 0.18 <0.07 <0.07 <0.07 <0.07 <0.07 mg/kg TM4/PM8
Benzo(a)pyrene # 0.16 <0.04 <0.04 <0.04 <0.04 0.11 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Indeno(123cd)pyrene # 0.07 <0.04 <0.04 <0.04 <0.04 0.05 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Dibenzo(ah)anthracene # <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Benzo(ghi)perylene # 0.09 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
PAH 16 Total 1.6 <0.6 <0.6 <0.6 <0.6 1.4 <0.6 <0.6 <0.6 <0.6 <0.6 mg/kg TM4/PM8
Benzo(b)fluoranthene 0.17 <0.05 <0.05 <0.05 <0.05 0.13 <0.05 <0.05 <0.05 <0.05 <0.05 mg/kg TM4/PM8
Benzo(k)fluoranthene 0.07 <0.02 <0.02 <0.02 <0.02 0.05 <0.02 <0.02 <0.02 <0.02 <0.02 mg/kg TM4/PM8
PAH Surrogate % Recovery 101 102 105 106 106 98 103 103 99 94 <0 % TM4/PM8
EPH >C8-C10 # <5 <5 <5 <5 <5 <5 <5 <5 <5 <5 <5 mg/kg TM5/PM8
EPH >C10-C12 # <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C12-C16 # <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C16-C21 # <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C21-C40 68 30 65 75 43 18 21 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C8-C40 68 30 65 75 43 <30 <30 <30 <30 <30 <30 mg/kg TM5/PM8
Total Phenols HPLC <0.15 0.54 0.17 0.38 <0.15 0.22 <0.15 <0.15 <0.15 <0.15 <0.15 mg/kg TM26/PM21
Hexavalent Chromium 1.3 2.7 1.7 2.6 1.2 1.4 1.6 <0.3 0.5 1.3 <0.3 mg/kg TM38/PM20
Sulphate as SO4 (2:1 Ext) # 0.0298 0.0053 0.0262 0.0027 0.0018 0.0053 0.0108 0.0125 0.0527 0.0197 <0.0015 g/l TM38/PM20
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5261
J E Sample No. 1-3 4-6 7-9 10-12 13-15 16-18 19-21 22-24 25-27 28-30
Sample ID TP01 TP02 TP03 TP04 TP06 TP08 TP10 TP13 TP14 TP15
Depth 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.2 0.3
COC No / misc
Containers V J T V J T V J T V J T V J T V J T V J T V J T V J T V J T
Sample Date 03/06/2013 03/06/2013 03/06/2013 03/06/2013 04/06/2013 04/06/2013 04/06/2013 04/06/2013 04/06/2013 04/06/2013
Sample Type Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil
Batch Number 1 1 1 1 1 1 1 1 1 1
Date of Receipt 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013
Free Cyanide <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 mg/kg TM89/PM45
pH # 6.74 6.77 6.88 6.48 7.42 7.80 7.29 7.89 7.54 7.51 <0.01 pH units TM73/PM11
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5261
J E Sample No. 31-33 34-36 37-39 40-42 43-45
Sample ID TP18 TP27 TP28 TP29 S01
Depth 0.5 0.3 0.3 0.4 0.4
COC No / misc
Containers V J T V J T V J T V J T V J T
Sample Date 04/06/2013 05/06/2013 05/06/2013 05/06/2013 04/06/2013
Sample Type Soil Soil Soil Soil Soil
Batch Number 1 1 1 1 1
Date of Receipt 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013
Arsenic # 3.9 23.1 24.0 33.4 28.0 <0.5 mg/kg TM30/PM15
Cadmium # <0.1 <0.1 0.2 <0.1 <0.1 <0.1 mg/kg TM30/PM15
Chromium # 15.9 44.3 40.9 35.7 31.7 <0.5 mg/kg TM30/PM15
Copper # 4 <1 8 <1 15 <1 mg/kg TM30/PM15
Lead # 11 26 41 28 37 <5 mg/kg TM30/PM15
Mercury # <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 mg/kg TM30/PM15
Nickel # 9.0 32.8 35.2 38.0 33.0 <0.7 mg/kg TM30/PM15
Selenium # <1 2 2 2 2 <1 mg/kg TM30/PM15
Water Soluble Boron # 0.4 0.5 1.1 0.7 0.8 <0.1 mg/kg TM74/PM32
Zinc # 34 140 138 107 134 <5 mg/kg TM30/PM15
PAH MS
Naphthalene # <0.04 <0.04 <0.04 <0.04 0.13 <0.04 mg/kg TM4/PM8
Acenaphthylene <0.03 <0.03 0.16 0.04 0.57 <0.03 mg/kg TM4/PM8
Acenaphthene # <0.05 <0.05 <0.05 <0.05 0.06 <0.05 mg/kg TM4/PM8
Fluorene # <0.04 <0.04 <0.04 <0.04 0.06 <0.04 mg/kg TM4/PM8
Phenanthrene # <0.03 <0.03 1.01 0.06 0.96 <0.03 mg/kg TM4/PM8
Anthracene # <0.04 <0.04 0.16 <0.04 0.52 <0.04 mg/kg TM4/PM8
Fluoranthene # <0.03 0.04 1.65 0.18 3.30 <0.03 mg/kg TM4/PM8
Pyrene # <0.03 <0.03 1.37 0.17 2.89 <0.03 mg/kg TM4/PM8
Benzo(a)anthracene # <0.06 <0.06 0.59 0.11 1.74 <0.06 mg/kg TM4/PM8
Chrysene # <0.02 <0.02 0.81 0.13 2.07 <0.02 mg/kg TM4/PM8
Benzo(bk)fluoranthene # <0.07 <0.07 0.99 0.16 3.95 <0.07 mg/kg TM4/PM8
Benzo(a)pyrene # <0.04 <0.04 0.70 0.10 2.53 <0.04 mg/kg TM4/PM8
Indeno(123cd)pyrene # <0.04 <0.04 0.31 <0.04 1.52 <0.04 mg/kg TM4/PM8
Dibenzo(ah)anthracene # <0.04 <0.04 0.11 <0.04 0.36 <0.04 mg/kg TM4/PM8
Benzo(ghi)perylene # <0.04 <0.04 0.28 0.05 1.55 <0.04 mg/kg TM4/PM8
PAH 16 Total <0.6 <0.6 8.1 1.0 22.2 <0.6 mg/kg TM4/PM8
Benzo(b)fluoranthene <0.05 <0.05 0.71 0.12 2.84 <0.05 mg/kg TM4/PM8
Benzo(k)fluoranthene <0.02 <0.02 0.28 0.04 1.11 <0.02 mg/kg TM4/PM8
PAH Surrogate % Recovery 104 106 104 105 98 <0 % TM4/PM8
EPH >C8-C10 # <5 <5 <5 <5 <5 <5 mg/kg TM5/PM8
EPH >C10-C12 # <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C12-C16 # <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C16-C21 # <10 <10 <10 <10 45 <10 mg/kg TM5/PM8
EPH >C21-C40 <10 <10 16 <10 198 <10 mg/kg TM5/PM8
EPH >C8-C40 <30 <30 <30 <30 243 <30 mg/kg TM5/PM8
Total Phenols HPLC <0.15 <0.15 <0.15 <0.15 <0.15 <0.15 mg/kg TM26/PM21
Hexavalent Chromium <0.3 <0.3 <0.3 <0.3 0.8 <0.3 mg/kg TM38/PM20
Sulphate as SO4 (2:1 Ext) # 0.0078 0.0075 0.0426 0.0079 0.0239 <0.0015 g/l TM38/PM20
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5261
J E Sample No. 31-33 34-36 37-39 40-42 43-45
Sample ID TP18 TP27 TP28 TP29 S01
Depth 0.5 0.3 0.3 0.4 0.4
COC No / misc
Containers V J T V J T V J T V J T V J T
Sample Date 04/06/2013 05/06/2013 05/06/2013 05/06/2013 04/06/2013
Sample Type Soil Soil Soil Soil Soil
Batch Number 1 1 1 1 1
Date of Receipt 07/06/2013 07/06/2013 07/06/2013 07/06/2013 07/06/2013
Free Cyanide <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 mg/kg TM89/PM45
pH # 7.11 7.31 7.16 7.46 7.37 <0.01 pH units TM73/PM11
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 9
Client Name:
Reference:
Location:
Contact:
Note:
Signed on behalf of Jones Environmental Laboratory:
J E
Job
No.
Batch Depth
J E
Sample
No.
Date Of
AnalysisDescription Asbestos Results
13/5261 1 0.3 37-39 13/06/2013 Soil NAD
13/5261 1 0.4 43-45 13/06/2013 Soil NAD
Sample ID
TP28
S01
Analysis was carried out in accordance with our documented in-house methods PM042 and TM065 and HSG 248 by Stereo and
Polarised Light Microscopy using Dispersion Staining Techniques and is covered by our UKAS accreditation. Samples are
retained for not less than 6 months from the date of analysis unless specifically requested.
Opinions lie outside the scope of our UKAS accreditation.
Where the sample is not taken by a Jones Environmental Laboratory consultant, Jones Environmental Laboratory cannot be
responsible for inaccurate or unrepresentative sampling.
If asbestos fibres are reported at trace levels there will not be enough fibres to quantify and will be less than 0.001%.
Gemma Newsome
Asbestos Team Leader
Jones Environmental Laboratory Asbestos Analysis
WYG
A082541
BEXHILL
Tim Young
QF-PM 3.1.15 v3 Please include all sections of this report if it is reproduced 6 of 9
JE Job No.:
SOILS
DEVIATING SAMPLES
SURROGATES
NOTE
NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS
Please note we are only MCERTS accredited for sand, loam and clay and any other matrix is outside our scope of accreditation.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
13/5261
WATERS
Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside our
MCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinations
of them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTS
accredited.
All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary. If we are instructed to keep samples, a
storage charge of £1 (1.5 Euros) per sample per month will be applied until we are asked to dispose of them.
It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally be
included unless we are requested to remove them.
UKAS accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids are outside our
scope of accreditation
As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.
Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitable
containers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed and
any test results that may be compromised highlighted on your deviating samples report.
Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.
Please note we are not a Drinking Water Inspectorate (DWI) Approved Laboratory . It is important that detection limits are carefully considered
when requesting water analysis.
If you have not already done so, please send us a purchase order if this is required by your company.
All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unless
otherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
Data is only accredited when all the requirements of our Quality System have been met. In certain circumstances where the requirements have not
been met, the laboratory may issue the data in an interim report but will remove the accreditation, in this instance results should be considered
indicative only. Where possible samples will be re-extracted and a final report issued with accredited results. Please do not hesitate to contact the
laboratory if further details are required of the circumstances which have led to the removal of accreditation.
Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,
clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptable
limits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria but
the associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.
QF-PM 3.1.9 v24Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 9
JE Job No.:
#
B
DR
M
NA
NAD
ND
NDP
SS
SV
W
+
++
*
CO
OC
NFD
Outside Calibration Range
Suspected carry over
13/5261
No Fibres Detected
Result outside calibration range, results should be considered as indicative only and are not accredited.
Results expressed on as received basis.
Surrogate recovery outside performance criteria. This may be due to a matrix effect.
Dilution required.
Indicates analyte found in associated method blank.
Not applicable
MCERTS accredited.
AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.
Analysis subcontracted to a Jones Environmental approved laboratory.
Calibrated against a single substance.
No Determination Possible
ABBREVIATIONS and ACRONYMS USED
No Asbestos Detected.
None Detected (usually refers to VOC and/SVOC TICs).
UKAS accredited.
QF-PM 3.1.9 v24Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 8 of 9
Method Code Appendix
JE Job No 13/5261
Test Method No. Description
Prep Method
No. (if
appropriate)
Description UKAS
MCERTS
(soils
only)
Analysis done on As
Received (AR) or Air
Dried (AD)
Solid Results
expressed on
Dry/Wet basis
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction AR DRY
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction Yes AR DRY
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction AR
TM5 EPH by GC-FID, modified USEPA 8015 PM8 End Over End extraction AR DRY
TM5 EPH by GC-FID, modified USEPA 8015 PM8 End Over End extraction Yes AR DRY
TM26 Phenols by HPLC PM21 Methanol : NaOH extraction AR DRY
TM30 Metals by ICP-OES PM15 Aqua Regia extraction (Soils) Yes AD DRY
TM38 SO4,Cl,NO3,NO2,F,PO4, Amm N2,ThioCN, Hex Cr by Aquakem PM20 1:2 soil to water extraction Yes AD DRY
TM38 SO4,Cl,NO3,NO2,F,PO4, Amm N2,ThioCN, Hex Cr by Aquakem PM20 1:2 soil to water extraction AR DRY
TM65 Asbestos Bulk Identification PM42 Screening of soils for fibres AR
TM65 Asbestos Bulk Identification PM42 Screening of soils for fibres Yes AR
TM73 pH in by Metrohm PM11 1:2.5 soil/water extraction Yes AR WET
TM74 Water Soluble Boron by ICP-OES PM32 Preparation of soils for WSB Yes AD DRY
TM89 Cyanide by FIA PM45 Cyanide & Thiocyanate prep for soils AR DRY
Jones Environmental Laboratory
QF-PM 3.1.10 v11 Please include all sections of this report if it is reproduced 9 of 9
Unit 3 Deeside Point
Zone 3
Deeside Industrial Park
Deeside
WYG
No.4225
Attention :
Date :
Your reference :
Our reference :
Location :
Date samples received :
Status :
Issue :
Bob Millward B.Sc FRSC
Principal Chemist
Three samples were received for analysis on 7th June, 2013. Please find attached our Test Report which should be read with notes at the end of
the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate
only to samples supplied.
All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.
Phil Sommerton B.Sc
Project Manager
19th June, 2013
A082541
BEXHILL
7th June, 2013
Final report
Compiled By:
Test Report 13/5263 Batch 1
1
Jones Environmental Laboratory
CH5 2UA
Tel: +44 (0) 1244 833780
Fax: +44 (0) 1244 833781
Tim Young
Geneva Building, Lake View Drive
Sherwood Business Park
Annesley
Nottingham
NG15 0ED
QF-PM 3.1.1 v14Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 6
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5263
J E Sample No. 1-3 4-6 7-9
Sample ID TP25 TP24 TP26
Depth 0.2 0.3 0.5
COC No / misc
Containers V J T V J T V J T
Sample Date 05/06/2013 05/06/2013 05/06/2013
Sample Type Soil Soil Soil
Batch Number 1 1 1
Date of Receipt 07/06/2013 07/06/2013 07/06/2013
Arsenic # 16.0 10.3 17.7 <0.5 mg/kg TM30/PM15
Cadmium # 0.1 <0.1 <0.1 <0.1 mg/kg TM30/PM15
Chromium # 29.1 24.3 35.9 <0.5 mg/kg TM30/PM15
Copper # 4 8 6 <1 mg/kg TM30/PM15
Lead # 24 19 25 <5 mg/kg TM30/PM15
Mercury # <0.1 <0.1 <0.1 <0.1 mg/kg TM30/PM15
Nickel # 24.3 16.1 28.7 <0.7 mg/kg TM30/PM15
Selenium # 1 <1 2 <1 mg/kg TM30/PM15
Water Soluble Boron # 1.2 0.9 1.0 <0.1 mg/kg TM74/PM32
Zinc # 112 73 122 <5 mg/kg TM30/PM15
PAH MS
Naphthalene # <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Acenaphthylene <0.03 <0.03 <0.03 <0.03 mg/kg TM4/PM8
Acenaphthene # <0.05 <0.05 <0.05 <0.05 mg/kg TM4/PM8
Fluorene # <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Phenanthrene # 0.04 <0.03 0.04 <0.03 mg/kg TM4/PM8
Anthracene # <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Fluoranthene # 0.06 <0.03 0.08 <0.03 mg/kg TM4/PM8
Pyrene # 0.05 <0.03 0.07 <0.03 mg/kg TM4/PM8
Benzo(a)anthracene # <0.06 <0.06 0.08 <0.06 mg/kg TM4/PM8
Chrysene # <0.02 <0.02 0.06 <0.02 mg/kg TM4/PM8
Benzo(bk)fluoranthene # <0.07 <0.07 <0.07 <0.07 mg/kg TM4/PM8
Benzo(a)pyrene # <0.04 <0.04 0.06 <0.04 mg/kg TM4/PM8
Indeno(123cd)pyrene # <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Dibenzo(ah)anthracene # <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Benzo(ghi)perylene # <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
PAH 16 Total <0.6 <0.6 <0.6 <0.6 mg/kg TM4/PM8
Benzo(b)fluoranthene <0.05 <0.05 <0.05 <0.05 mg/kg TM4/PM8
Benzo(k)fluoranthene <0.02 <0.02 <0.02 <0.02 mg/kg TM4/PM8
PAH Surrogate % Recovery 103 99 100 <0 % TM4/PM8
EPH >C8-C10 # <5 <5 <5 <5 mg/kg TM5/PM8
EPH >C10-C12 # <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C12-C16 # <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C16-C21 # <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C21-C40 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C8-C40 <30 <30 <30 <30 mg/kg TM5/PM8
Total Phenols HPLC <0.15 <0.15 <0.15 <0.15 mg/kg TM26/PM21
Hexavalent Chromium <0.3 <0.3 0.5 <0.3 mg/kg TM38/PM20
Sulphate as SO4 (2:1 Ext) # 0.0067 0.0032 0.0084 <0.0015 g/l TM38/PM20
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 6
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5263
J E Sample No. 1-3 4-6 7-9
Sample ID TP25 TP24 TP26
Depth 0.2 0.3 0.5
COC No / misc
Containers V J T V J T V J T
Sample Date 05/06/2013 05/06/2013 05/06/2013
Sample Type Soil Soil Soil
Batch Number 1 1 1
Date of Receipt 07/06/2013 07/06/2013 07/06/2013
Free Cyanide <0.5 <0.5 <0.5 <0.5 mg/kg TM89/PM45
pH # 7.42 7.08 6.94 <0.01 pH units TM73/PM11
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 6
JE Job No.:
SOILS
DEVIATING SAMPLES
SURROGATES
NOTE
NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS
Please note we are only MCERTS accredited for sand, loam and clay and any other matrix is outside our scope of accreditation.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
13/5263
WATERS
Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside our
MCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinations
of them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTS
accredited.
All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary. If we are instructed to keep samples, a
storage charge of £1 (1.5 Euros) per sample per month will be applied until we are asked to dispose of them.
It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally be
included unless we are requested to remove them.
UKAS accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids are outside our
scope of accreditation
As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.
Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitable
containers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed and
any test results that may be compromised highlighted on your deviating samples report.
Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.
Please note we are not a Drinking Water Inspectorate (DWI) Approved Laboratory . It is important that detection limits are carefully considered
when requesting water analysis.
If you have not already done so, please send us a purchase order if this is required by your company.
All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unless
otherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
Data is only accredited when all the requirements of our Quality System have been met. In certain circumstances where the requirements have not
been met, the laboratory may issue the data in an interim report but will remove the accreditation, in this instance results should be considered
indicative only. Where possible samples will be re-extracted and a final report issued with accredited results. Please do not hesitate to contact the
laboratory if further details are required of the circumstances which have led to the removal of accreditation.
Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,
clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptable
limits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria but
the associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.
QF-PM 3.1.9 v24Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 6
JE Job No.:
#
B
DR
M
NA
NAD
ND
NDP
SS
SV
W
+
++
*
CO
OC
NFD
Outside Calibration Range
Suspected carry over
13/5263
No Fibres Detected
Result outside calibration range, results should be considered as indicative only and are not accredited.
Results expressed on as received basis.
Surrogate recovery outside performance criteria. This may be due to a matrix effect.
Dilution required.
Indicates analyte found in associated method blank.
Not applicable
MCERTS accredited.
AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.
Analysis subcontracted to a Jones Environmental approved laboratory.
Calibrated against a single substance.
No Determination Possible
ABBREVIATIONS and ACRONYMS USED
No Asbestos Detected.
None Detected (usually refers to VOC and/SVOC TICs).
UKAS accredited.
QF-PM 3.1.9 v24Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 6
Method Code Appendix
JE Job No 13/5263
Test Method No. Description
Prep Method
No. (if
appropriate)
Description UKAS
MCERTS
(soils
only)
Analysis done on As
Received (AR) or Air
Dried (AD)
Solid Results
expressed on
Dry/Wet basis
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction AR DRY
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction Yes AR DRY
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction AR
TM5 EPH by GC-FID, modified USEPA 8015 PM8 End Over End extraction AR DRY
TM5 EPH by GC-FID, modified USEPA 8015 PM8 End Over End extraction Yes AR DRY
TM26 Phenols by HPLC PM21 Methanol : NaOH extraction AR DRY
TM30 Metals by ICP-OES PM15 Aqua Regia extraction (Soils) Yes AD DRY
TM38 SO4,Cl,NO3,NO2,F,PO4, Amm N2,ThioCN, Hex Cr by Aquakem PM20 1:2 soil to water extraction Yes AD DRY
TM38 SO4,Cl,NO3,NO2,F,PO4, Amm N2,ThioCN, Hex Cr by Aquakem PM20 1:2 soil to water extraction AR DRY
TM73 pH in by Metrohm PM11 1:2.5 soil/water extraction Yes AR WET
TM74 Water Soluble Boron by ICP-OES PM32 Preparation of soils for WSB Yes AD DRY
TM89 Cyanide by FIA PM45 Cyanide & Thiocyanate prep for soils AR DRY
Jones Environmental Laboratory
QF-PM 3.1.10 v11 Please include all sections of this report if it is reproduced 6 of 6
Unit 3 Deeside Point
Zone 3
Deeside Industrial Park
Deeside
WYG
No.4225
Attention :
Date :
Your reference :
Our reference :
Location :
Date samples received :
Status :
Issue :
Bob Millward B.Sc FRSC
Principal Chemist
Eleven samples were received for analysis on 11th June, 2013. Please find attached our Test Report which should be read with notes at the end of
the report and should include all sections if reproduced. Interpretations and opinions are outside the scope of any accreditation, and all results relate
only to samples supplied.
All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.
Phil Sommerton B.Sc
Project Manager
19th June, 2013
A082541
BEXHILL
11th June, 2013
Final report
Compiled By:
Test Report 13/5263 Batch 2
1
Jones Environmental Laboratory
CH5 2UA
Tel: +44 (0) 1244 833780
Fax: +44 (0) 1244 833781
Tim Young
Geneva Building, Lake View Drive
Sherwood Business Park
Annesley
Nottingham
NG15 0ED
QF-PM 3.1.1 v14Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 1 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5263
J E Sample No. 10-12 13-15 16-18 19-21 22-24 25-26 27-29 30-32 33-35 36-37
Sample ID TP07 TP09 TP11 TP12 TP16 TP17 TP19 TP20 TP21 TP22
Depth 0.3 0.2 0.6 0.2 0.2 0.4 0.3 0.4 0.2 0.3
COC No / misc
Containers V J T V J T V J T V J T V J T V T V J T V J T V J T V T
Sample Date 06/06/2013 06/06/2013 06/06/2013 06/06/2013 07/06/2013 07/06/2013 07/06/2013 06/06/2013 06/06/2013 06/06/2013
Sample Type Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil
Batch Number 2 2 2 2 2 2 2 2 2 2
Date of Receipt 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013
Arsenic # 8.1 7.9 7.0 4.6 5.7 5.3 7.1 5.1 6.5 4.0 <0.5 mg/kg TM30/PM15
Cadmium # <0.1 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.1 <0.1 <0.1 mg/kg TM30/PM15
Chromium # 25.2 29.1 18.6 22.6 18.5 28.8 18.2 14.0 22.6 24.7 <0.5 mg/kg TM30/PM15
Copper # 8 10 5 8 9 10 10 4 11 11 <1 mg/kg TM30/PM15
Lead # 31 26 13 15 32 10 55 13 24 13 <5 mg/kg TM30/PM15
Mercury # <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 mg/kg TM30/PM15
Nickel # 9.1 9.4 6.7 11.6 11.9 14.7 10.4 5.8 13.9 13.2 <0.7 mg/kg TM30/PM15
Selenium # <1 <1 <1 1 <1 <1 <1 <1 <1 <1 <1 mg/kg TM30/PM15
Water Soluble Boron # 1.2 1.5 1.1 1.2 1.3 1.2 1.3 0.8 1.4 0.7 <0.1 mg/kg TM74/PM32
Zinc # 43 48 27 49 51 51 53 23 60 41 <5 mg/kg TM30/PM15
PAH MS
Naphthalene # <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Acenaphthylene 0.07 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 <0.03 mg/kg TM4/PM8
Acenaphthene # <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 <0.05 mg/kg TM4/PM8
Fluorene # <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Phenanthrene # 0.18 0.08 <0.03 <0.03 0.06 <0.03 <0.03 <0.03 0.05 <0.03 <0.03 mg/kg TM4/PM8
Anthracene # 0.06 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Fluoranthene # 0.53 0.18 <0.03 <0.03 0.13 <0.03 <0.03 <0.03 0.11 <0.03 <0.03 mg/kg TM4/PM8
Pyrene # 0.49 0.15 <0.03 <0.03 0.10 <0.03 <0.03 <0.03 0.10 <0.03 <0.03 mg/kg TM4/PM8
Benzo(a)anthracene # 0.24 0.10 <0.06 <0.06 0.11 <0.06 <0.06 <0.06 <0.06 <0.06 <0.06 mg/kg TM4/PM8
Chrysene # 0.30 0.10 <0.02 <0.02 0.13 <0.02 <0.02 <0.02 0.07 <0.02 <0.02 mg/kg TM4/PM8
Benzo(bk)fluoranthene # 0.41 0.16 <0.07 <0.07 0.09 <0.07 <0.07 <0.07 0.10 <0.07 <0.07 mg/kg TM4/PM8
Benzo(a)pyrene # 0.29 0.13 <0.04 <0.04 0.05 <0.04 <0.04 <0.04 0.07 <0.04 <0.04 mg/kg TM4/PM8
Indeno(123cd)pyrene # 0.16 0.05 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Dibenzo(ah)anthracene # <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 mg/kg TM4/PM8
Benzo(ghi)perylene # 0.11 0.05 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 0.05 <0.04 <0.04 mg/kg TM4/PM8
PAH 16 Total 2.8 1.0 <0.6 <0.6 0.7 <0.6 <0.6 <0.6 <0.6 <0.6 <0.6 mg/kg TM4/PM8
Benzo(b)fluoranthene 0.30 0.12 <0.05 <0.05 0.06 <0.05 <0.05 <0.05 0.07 <0.05 <0.05 mg/kg TM4/PM8
Benzo(k)fluoranthene 0.11 0.04 <0.02 <0.02 0.03 <0.02 <0.02 <0.02 0.03 <0.02 <0.02 mg/kg TM4/PM8
PAH Surrogate % Recovery 106 101 106 87 84 108 96 90 106 102 <0 % TM4/PM8
EPH >C8-C10 # <5 <5 <5 <5 <5 <5 <5 <5 <5 <5 <5 mg/kg TM5/PM8
EPH >C10-C12 # <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C12-C16 # <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C16-C21 # <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 <10 mg/kg TM5/PM8
EPH >C21-C40 16 <10 <10 <10 19 <10 <10 <10 22 <10 <10 mg/kg TM5/PM8
EPH >C8-C40 <30 <30 <30 <30 <30 <30 <30 <30 <30 <30 <30 mg/kg TM5/PM8
Total Phenols HPLC <0.15 0.44 <0.15 <0.15 <0.15 <0.15 <0.15 <0.15 0.26 <0.15 <0.15 mg/kg TM26/PM21
Hexavalent Chromium 1.4 2.4 <0.3 <0.3 1.0 <0.3 <0.3 <0.3 1.1 <0.3 <0.3 mg/kg TM38/PM20
Sulphate as SO4 (2:1 Ext) # 0.0068 0.0049 <0.0015 0.0126 <0.0015 0.0057 <0.0015 0.0075 <0.0015 <0.0015 <0.0015 g/l TM38/PM20
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 2 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5263
J E Sample No. 10-12 13-15 16-18 19-21 22-24 25-26 27-29 30-32 33-35 36-37
Sample ID TP07 TP09 TP11 TP12 TP16 TP17 TP19 TP20 TP21 TP22
Depth 0.3 0.2 0.6 0.2 0.2 0.4 0.3 0.4 0.2 0.3
COC No / misc
Containers V J T V J T V J T V J T V J T V T V J T V J T V J T V T
Sample Date 06/06/2013 06/06/2013 06/06/2013 06/06/2013 07/06/2013 07/06/2013 07/06/2013 06/06/2013 06/06/2013 06/06/2013
Sample Type Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil
Batch Number 2 2 2 2 2 2 2 2 2 2
Date of Receipt 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013 11/06/2013
Free Cyanide <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 mg/kg TM89/PM45
pH # 6.53 7.55 7.74 7.39 7.04 7.76 6.41 7.63 7.09 7.96 <0.01 pH units TM73/PM11
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 3 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5263
J E Sample No. 38-40
Sample ID TP23
Depth 0.2
COC No / misc
Containers V J T
Sample Date 06/06/2013
Sample Type Soil
Batch Number 2
Date of Receipt 11/06/2013
Arsenic # 5.6 <0.5 mg/kg TM30/PM15
Cadmium # <0.1 <0.1 mg/kg TM30/PM15
Chromium # 14.5 <0.5 mg/kg TM30/PM15
Copper # 1 <1 mg/kg TM30/PM15
Lead # 11 <5 mg/kg TM30/PM15
Mercury # <0.1 <0.1 mg/kg TM30/PM15
Nickel # 6.8 <0.7 mg/kg TM30/PM15
Selenium # <1 <1 mg/kg TM30/PM15
Water Soluble Boron # 0.6 <0.1 mg/kg TM74/PM32
Zinc # 27 <5 mg/kg TM30/PM15
PAH MS
Naphthalene # <0.04 <0.04 mg/kg TM4/PM8
Acenaphthylene <0.03 <0.03 mg/kg TM4/PM8
Acenaphthene # <0.05 <0.05 mg/kg TM4/PM8
Fluorene # <0.04 <0.04 mg/kg TM4/PM8
Phenanthrene # <0.03 <0.03 mg/kg TM4/PM8
Anthracene # <0.04 <0.04 mg/kg TM4/PM8
Fluoranthene # <0.03 <0.03 mg/kg TM4/PM8
Pyrene # <0.03 <0.03 mg/kg TM4/PM8
Benzo(a)anthracene # <0.06 <0.06 mg/kg TM4/PM8
Chrysene # <0.02 <0.02 mg/kg TM4/PM8
Benzo(bk)fluoranthene # <0.07 <0.07 mg/kg TM4/PM8
Benzo(a)pyrene # <0.04 <0.04 mg/kg TM4/PM8
Indeno(123cd)pyrene # <0.04 <0.04 mg/kg TM4/PM8
Dibenzo(ah)anthracene # <0.04 <0.04 mg/kg TM4/PM8
Benzo(ghi)perylene # <0.04 <0.04 mg/kg TM4/PM8
PAH 16 Total <0.6 <0.6 mg/kg TM4/PM8
Benzo(b)fluoranthene <0.05 <0.05 mg/kg TM4/PM8
Benzo(k)fluoranthene <0.02 <0.02 mg/kg TM4/PM8
PAH Surrogate % Recovery 82 <0 % TM4/PM8
EPH >C8-C10 # <5 <5 mg/kg TM5/PM8
EPH >C10-C12 # <10 <10 mg/kg TM5/PM8
EPH >C12-C16 # <10 <10 mg/kg TM5/PM8
EPH >C16-C21 # <10 <10 mg/kg TM5/PM8
EPH >C21-C40 <10 <10 mg/kg TM5/PM8
EPH >C8-C40 <30 <30 mg/kg TM5/PM8
Total Phenols HPLC <0.15 <0.15 mg/kg TM26/PM21
Hexavalent Chromium <0.3 <0.3 mg/kg TM38/PM20
Sulphate as SO4 (2:1 Ext) # <0.0015 <0.0015 g/l TM38/PM20
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 4 of 9
Client Name: Report : Solid
Reference:
Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
Contact:
JE Job No.: 13/5263
J E Sample No. 38-40
Sample ID TP23
Depth 0.2
COC No / misc
Containers V J T
Sample Date 06/06/2013
Sample Type Soil
Batch Number 2
Date of Receipt 11/06/2013
Free Cyanide <0.5 <0.5 mg/kg TM89/PM45
pH # 8.07 <0.01 pH units TM73/PM11
LOD UnitsMethod
No.
Jones Environmental Laboratory
WYG
A082541
BEXHILL
Tim Young
Please see attached notes for all
abbreviations and acronyms
QF-PM 3.1.2 v10Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 5 of 9
Notification of Deviating Samples
Matrix : Solid
J E
Job
No.
Batch Depth J E Sample
No.Analysis Reason
13/5263 2 0.4 25-26 EPH Sample received in inappropriate container
13/5263 2 0.3 36-37 EPH Sample received in inappropriate container
Sample ID
TP17
TP22
Reference: A082541
Location: BEXHILL
Contact: Tim Young
Jones Environmental Laboratory
Client Name: WYG
QF-PM 3.1.11 v2 Please include all sections of this report if it is reproduced 6 of 9
JE Job No.:
SOILS
DEVIATING SAMPLES
SURROGATES
NOTE
NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS
Please note we are only MCERTS accredited for sand, loam and clay and any other matrix is outside our scope of accreditation.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
13/5263
WATERS
Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside our
MCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinations
of them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTS
accredited.
All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary. If we are instructed to keep samples, a
storage charge of £1 (1.5 Euros) per sample per month will be applied until we are asked to dispose of them.
It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally be
included unless we are requested to remove them.
UKAS accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids are outside our
scope of accreditation
As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples.
Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitable
containers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed and
any test results that may be compromised highlighted on your deviating samples report.
Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.
Please note we are not a Drinking Water Inspectorate (DWI) Approved Laboratory . It is important that detection limits are carefully considered
when requesting water analysis.
If you have not already done so, please send us a purchase order if this is required by your company.
All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C ±5°C unless
otherwise stated. Moisture content for CEN Leachate tests are dried at 105°C ±5°C.
Where Mineral Oil or Fats, Oils and Grease is quoted, this refers to Total Aliphatics C10-C40.
Data is only accredited when all the requirements of our Quality System have been met. In certain circumstances where the requirements have not
been met, the laboratory may issue the data in an interim report but will remove the accreditation, in this instance results should be considered
indicative only. Where possible samples will be re-extracted and a final report issued with accredited results. Please do not hesitate to contact the
laboratory if further details are required of the circumstances which have led to the removal of accreditation.
Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery in soils is often due to peat,
clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptable
limits for most organic methods are 70 - 130% and for VOCs are 50 - 150%. When surrogate recoveries are outside the performance criteria but
the associated AQC passes this is assumed to be due to matrix effect. Results are not surrogate corrected.
QF-PM 3.1.9 v24Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 7 of 9
JE Job No.:
#
B
DR
M
NA
NAD
ND
NDP
SS
SV
W
+
++
*
CO
OC
NFD
Outside Calibration Range
Suspected carry over
13/5263
No Fibres Detected
Result outside calibration range, results should be considered as indicative only and are not accredited.
Results expressed on as received basis.
Surrogate recovery outside performance criteria. This may be due to a matrix effect.
Dilution required.
Indicates analyte found in associated method blank.
Not applicable
MCERTS accredited.
AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.
Analysis subcontracted to a Jones Environmental approved laboratory.
Calibrated against a single substance.
No Determination Possible
ABBREVIATIONS and ACRONYMS USED
No Asbestos Detected.
None Detected (usually refers to VOC and/SVOC TICs).
UKAS accredited.
QF-PM 3.1.9 v24Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise. 8 of 9
Method Code Appendix
JE Job No 13/5263
Test Method No. Description
Prep Method
No. (if
appropriate)
Description UKAS
MCERTS
(soils
only)
Analysis done on As
Received (AR) or Air
Dried (AD)
Solid Results
expressed on
Dry/Wet basis
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction AR DRY
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction Yes AR DRY
TM4 16 PAH by GC-MS, modified USEPA 8270 PM8 End Over End extraction AR
TM5 EPH by GC-FID, modified USEPA 8015 PM8 End Over End extraction AR DRY
TM5 EPH by GC-FID, modified USEPA 8015 PM8 End Over End extraction Yes AR DRY
TM26 Phenols by HPLC PM21 Methanol : NaOH extraction AR DRY
TM30 Metals by ICP-OES PM15 Aqua Regia extraction (Soils) Yes AD DRY
TM38 SO4,Cl,NO3,NO2,F,PO4, Amm N2,ThioCN, Hex Cr by Aquakem PM20 1:2 soil to water extraction Yes AD DRY
TM38 SO4,Cl,NO3,NO2,F,PO4, Amm N2,ThioCN, Hex Cr by Aquakem PM20 1:2 soil to water extraction AR DRY
TM73 pH in by Metrohm PM11 1:2.5 soil/water extraction Yes AR WET
TM74 Water Soluble Boron by ICP-OES PM32 Preparation of soils for WSB Yes AD DRY
TM89 Cyanide by FIA PM45 Cyanide & Thiocyanate prep for soils AR DRY
Jones Environmental Laboratory
QF-PM 3.1.10 v11 Please include all sections of this report if it is reproduced 9 of 9
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix F
Contamination Assessment Criteria
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix F - Contamination Assessment Criteria
WYG Tier One Human Health Screening Values, Issue 11.
Residential with plant uptake, 2.5% SOM
Determinand Units
Soil
Screening Value
Derivation Tool
pH <5, >9
HEAVY METALS/METALLOIDS
Arsenic mg/kg 32 SGV
Cadmium mg/kg 10 SGV
Chromium (VI) mg/kg 4.3 LQM GAC
Lead mg/kg 196 WYG (CLEA v.1.06)
Mercury (total) mg/kg 0.42 SGV (elemental Hg)
Nickel mg/kg 127 SGV
Selenium mg/kg 350 SGV
Copper mg/kg 2,330 LQM GAC
Zinc mg/kg 3,750 LQM GAC
GENERAL INORGANICS
Easily Liberatable Cyanide (free) mg/kg 36 Acute effects infant 1 dose 3g soil
US EPA PRIORITY PAHs
Acenaphthene mg/kg 480 LQM GAC
Acenaphthylene mg/kg 400 LQM GAC
Anthracene mg/kg 4,900 LQM GAC
Benzo(a)Anthracene mg/kg 4.7 LQM GAC
Benzo(b)fluoranthene mg/kg 6.5 LQM GAC
Benzo(k)fluoranthene mg/kg 9.6 LQM GAC
Benzo(g,h,i)perylene mg/kg 46 LQM GAC
Benzo(a)Pyrene mg/kg 0.94 LQM GAC
Chrysene mg/kg 8 LQM GAC
Di-benzo(a,h)anthracene mg/kg 0.86 LQM GAC
Fluoranthene mg/kg 460 LQM GAC
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Determinand Units Soil Screening Value
Derivation Tool
Fluorene mg/kg 380 LQM GAC
Indeno(1,2,3-cd)pyrene mg/kg 3.9 LQM GAC
Naphthalene mg/kg 3.7 LQM GAC
Phenanthrene mg/kg 200 LQM GAC
Pyrene mg/kg 1,000 LQM GAC
Phenolics
Phenol mg/kg 290 LQM GAC
TPH
TPH Aliphatic >C5-6 mg/kg 55 LQM GAC
TPH Aliphatic >C6-8 mg/kg 160 LQM GAC
TPH Aliphatic >C8-10 mg/kg 46 LQM GAC
TPH Aliphatic >C10-12 mg/kg 230 LQM GAC
TPH Aliphatic >C12-16 mg/kg 1,700 LQM GAC
TPH Aliphatic >C16-35 mg/kg 64,000 LQM GAC
TPH Aromatic >EC5-7 (Benzene) mg/kg 0.15 LQM GAC
TPH Aromatic >EC7-8 mg/kg 270 LQM GAC
TPH Aromatic >EC8-10 mg/kg 65 LQM GAC
TPH Aromatic >EC10-12 mg/kg 160 LQM GAC
TPH Aromatic >EC12-16 mg/kg 310 LQM GAC
TPH Aromatic >EC16-21 mg/kg 480 LQM GAC
TPH Aromatic >EC21-35 mg/kg 1,100 LQM GAC
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix G
Gas and Groundwater Monitoring Results
WHITE YOUNG GREEN ENVIRONMENT
Geneva Building, Lakeview Drive, Sherwood Business Park, Annesley, Nottinghamshire, NG15 0ED
GROUNDWATER / GAS MONITORING RECORD SHEET
Client: Job No.: Instruments Used: Dip Meter & Infra Red Gas Analyser
Project: Date: Monitored By: Dan Fisher
Weather:
Installation Elevation Total gas Peak CH4 Peak CO2 Atmospheric Water Base Water Remarks
No. of cover CH4 CO2 CH4 CO2 O2 flow rate flow rate flow rate Pressure Depth to Depth Depth
(m agl) (% vol) (% vol) (% vol) (% vol) (% vol) (l/hr) (l/hr) (l/hr) (mbar) top of cover (mbgl) (m bgl)
CP01 0.39 0.1 0.7 0.0 0.7 19.5 0.0 0.00 0.00 1020.0 3.34 6.56 2.95
CP02 0.34 0.1 0.4 0.0 0.4 19.8 0.0 0.00 0.00 1018.0 2.52 4.65 2.18
CP03 0.42 0.1 0.4 0.0 0.4 19.6 0.0 0.00 0.00 1018.0 1.74 6.56 1.32
CP04 0.36 0.1 3.1 0.0 3.1 17.1 0.0 0.00 0.00 1019.0 3.14 4.54 2.78
CP05 0.39 0.1 6.4 0.0 6.0 14.0 0.0 0.00 0.00 1018.0 1.57 2.43 1.22
CP06 0.34 0.1 2.1 0.0 2.1 17.6 0.0 0.00 0.00 1019.0 4.99 4.67 4.65
Peak
Background Gas Levels: GA Flow Meter Characteristic
CH4 CO2 O2 Atmos Atmos Gas Situation
(%) (%) (%) (mbar) (mbar) 1
0.1 0.0 20.6 1018 0 2
0.1 0.0 20.6 1020 0 3
4
1 The peak reading is the maximum recorded level during a monitoring event. Flow rate was maximum peak flow rate - fluctuating2
The steady reading is the level which remained constant after approximately 1 minute. P:\DH\DH\Odds\Gas monitoring sheet 2.0
Tel: 01623 684550 Fax: 01623 684551
A082541
Bexhill 14-Jun-13
Peak 1 Steady
2
Before Monitoring
After Monitoring
WHITE YOUNG GREEN ENVIRONMENT
Geneva Building, Lakeview Drive, Sherwood Business Park, Annesley, Nottinghamshire, NG15 0ED
GROUNDWATER / GAS MONITORING RECORD SHEET
Client: Job No.: Instruments Used: Dip Meter & Infra Red Gas Analyser
Project: Date: Monitored By: Daniel Fisher
Weather:
Installation Elevation Total gas Peak CH4 Peak CO2 Atmospheric Water Base Water Remarks
No. of cover CH4 CO2 CH4 CO2 O2 flow rate flow rate flow rate Pressure Depth to Depth Depth
(m agl) (% vol) (% vol) (% vol) (% vol) (% vol) (l/hr) (l/hr) (l/hr) (mbar) top of cover (mbgl) (m bgl)
CP01 0.37 0.1 0.7 0.1 0.7 19.3 0.0 0.0 0.0 1029.0 3.48 4.76 3.11
CP02 0.34 0.2 0.6 0.0 0.6 19.4 0.0 0.0 0.0 1027.0 2.79 4.66 2.45
CP03 0.44 0.1 0.8 0.1 0.8 19.3 0.0 0.0 0.0 1027.0 2.24 6.34 1.80
CP04 0.36 0.1 3.4 0.1 3.4 17.4 0.0 0.0 0.0 1028.0 3.25 4.58 2.89
CP05 0.36 0.1 6.0 0.0 5.9 15.4 0.0 0.0 0.0 1027.0 1.75 2.36 1.39
CP06 0.35 0.1 2.4 0.0 2.4 18.1 0.0 0.0 0.0 1029.0 5.00 4.65 4.65
Peak
Background Gas Levels: GA Flow Meter Characteristic
CH4 CO2 O2 Atmos Atmos Gas Situation
(%) (%) (%) (mbar) (mbar) 1
0.0 0.0 20.6 1027 0 2
0.0 0.0 20.6 1029 0 3
4
1 The peak reading is the maximum recorded level during a monitoring event. Flow rate was maximum peak flow rate - fluctuating2
The steady reading is the level which remained constant after approximately 1 minute. P:\DH\DH\Odds\Gas monitoring sheet 2.0
Peak 1 Steady
2
Before Monitoring
After Monitoring
Tel: 01623 684550 Fax: 01623 684551
A082541
Bexhill 25-Jun-13
WHITE YOUNG GREEN ENVIRONMENT
Geneva Building, Lakeview Drive, Sherwood Business Park, Annesley, Nottinghamshire, NG15 0ED
GROUNDWATER / GAS MONITORING RECORD SHEET
Client: Job No.: Instruments Used: Dip Meter & Infra Red Gas Analyser
Project: Date: Monitored By: Daniel Fisher
Weather:
Installation Elevation Total gas Peak CH4 Peak CO2 Atmospheric Water Base Water Remarks
No. of cover CH4 CO2 CH4 CO2 O2 flow rate flow rate flow rate Pressure Depth to Depth Depth
(m agl) (% vol) (% vol) (% vol) (% vol) (% vol) (l/hr) (l/hr) (l/hr) (mbar) top of cover (mbgl) (m bgl)
CP01 0.35 0.0 2.5 0.1 0.0 18.2 0.0 0.0 0.0 1025.0 5.99 5.64 5.64 dry
CP02 0.32 0.1 1.3 0.0 1.3 19.2 0.0 0.0 0.0 1022.0 2.99 4.64 2.67
CP03 0.43 0.1 1.1 0.0 1.1 19.5 0.0 0.0 0.0 1022.0 2.21 6.22 1.78
CP04 0.35 20.0 4.3 1.0 3.0 17.2 0.0 0.0 0.0 1023.0 3.38 4.13 3.03 methane off scale >>>
CP05 0.34 0.2 2.8 0.0 2.6 17.8 0.0 0.0 0.0 1022.0 2.70 2.36 2.36 dry - silted up??
CP06 0.38 0.1 0.9 0.0 0.9 18.3 0.0 0.0 0.0 1025.0 3.69 6.48 3.31
CP4(2) 0.35 20.0 4.7 19.0 4.0 17.0 0.00.0 0.0
1025.0Retest - methane off scale >>> 19
after 15 minutes
Peak
Background Gas Levels: GA Flow Meter Characteristic
CH4 CO2 O2 Atmos Atmos Gas Situation
(%) (%) (%) (mbar) (mbar) 1
1022 0 2
1025 0 3
4
1 The peak reading is the maximum recorded level during a monitoring event. Flow rate was maximum peak flow rate - fluctuating2
The steady reading is the level which remained constant after approximately 1 minute. P:\DH\DH\Odds\Gas monitoring sheet 2.0
Tel: 01623 684550 Fax: 01623 684551
A082541
Bexhill 11-Jul-13
Peak 1 Steady
2
Before Monitoring
After Monitoring
Bexhill : Ground Investigation Report
Marchfield [Strategic Land] Ltd.
A082541 17/07/2013
Appendix H
Soakaway Results
The following spreadsheet calculations are based on the method given in BRE Digest 365
Note: enter values only in the yellow-highlighted cells - do not alter any other cell, even if it appears to be blank.
Project title: Project number:
Trial pit number: Test number: Date of test:
Test carried out by: Calculations by: Verified by:
Details of pit
Actual depth of pit, D' (m) 1.3
Effective depth of Pit, D (1)
(m) 1.2
Length of Pit, L (m) 2.5
Width of Pit, W (m) 0.6
Proportion of pit volume occupied by gravel solids, Pg (2)
Volume, V, of pit between 75% and 25% depths (m3) = L x W x ½D = 0.90
Effective volume between 75% and 25% depths, V p75-25, = V x Pg = 0.90
Internal surface area of pit up to 50% level, ap50, (m2)
= area of 2 sides + 2 ends + base = (2 x L x ½D) + (2 x W x ½D) + (L x W)
Water level readings
0 0.1
1 0.11
2 0.12
3 0.13
7 0.14
30 0.17
TY
S01
5.22
TY
1 05/06/2013
BRE SOAKAWAY INFILTRATION RATE CALCULATION
Bexhill A082541
Time
elapsed
(min)
Depth of
water below
ground (m)
TY
0
0.2
0 500 1000 1500 2000
Time (minutes)
30 0.17
63 0.22
112 0.25
141 0.27
165 0.29
221 0.32
306 0.37
334 0.38
2000 1
Time tp25 at which water is at 75% of effective depth, from graph (minutes) 400
Time tp75 at which water is at 25% of effective depth, from graph (minutes) 2000
Hence time tp75-25 for water to fall from 75% depth to 25% depth (minutes) 1600
Time tp75-25 (seconds) 96000
Soil infiltration rate, f = Vp75-25 = 0.90
ap50 x tp75-25 5.22 x 96000
Hence, Soil infiltration rate, f = 1.80E-06 m/s
0.2
0.4
0.6
0.8
1
1.2
1.4
Depth
of
wate
r belo
w g
round (
m)
Depth of water below ground (m)
Maximum effective depth
75% full depth
50%% full depth
25% full depth
Empty
Extrapolated Data
The following spreadsheet calculations are based on the method given in BRE Digest 365
Note: enter values only in the yellow-highlighted cells - do not alter any other cell, even if it appears to be blank.
Project title: Project number:
Trial pit number: Test number: Date of test:
Test carried out by: Calculations by: Verified by:
Details of pit
Actual depth of pit, D' (m) 1.7
Effective depth of Pit, D (1)
(m) 1.32
Length of Pit, L (m) 2.2
Width of Pit, W (m) 0.6
Proportion of pit volume occupied by gravel solids, Pg (2)
Volume, V, of pit between 75% and 25% depths (m3) = L x W x ½D = 0.87
Effective volume between 75% and 25% depths, V p75-25, = V x Pg = 0.87
Internal surface area of pit up to 50% level, ap50, (m2)
= area of 2 sides + 2 ends + base = (2 x L x ½D) + (2 x W x ½D) + (L x W)
Water level readings
0 0.38
3 0.43
11 0.46
19 0.51
27 0.52
44 0.56
Time
elapsed
(min)
Depth of
water below
ground (m)
TY TY TY
5.02
BRE SOAKAWAY INFILTRATION RATE CALCULATION
Bexhill A082541
S02C 1 06/06/2013
0
0.2
0.4
0 500 1000 1500 2000
Time (minutes)
44 0.56
57 0.59
100 0.69
141 0.74
191 0.78
263 0.81
2000 1.37
Time tp25 at which water is at 75% of effective depth, from graph (minutes) 120
Time tp75 at which water is at 25% of effective depth, from graph (minutes) 2000
Hence time tp75-25 for water to fall from 75% depth to 25% depth (minutes) 1880
Time tp75-25 (seconds) 112800
Soil infiltration rate, f = Vp75-25 = 0.87
ap50 x tp75-25 5.02 x 112800
Hence, Soil infiltration rate, f = 1.54E-06 m/s
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
Depth
of
wate
r belo
w g
round (
m)
Depth of water below ground (m)
Maximum effective depth
75% full depth
50%% full depth
25% full depth
Empty
Extrapolated Data