bexhill draft report - rother district council elections

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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]


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

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3

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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.


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.


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


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


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

Bexhill : Ground Investigation Report

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Marchfield [Strategic Land] Ltd.

A082541 18/07/2013

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 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 Clay/Silt 1.4 42 20 22 22 Intermediate Medium

TP07 Clay 0.9 39 20 19 19 Intermediate Low





TP17 Clay 0.4 60 28 32 32 High Medium


TP20 Clay 0.4 53 26 27 27 High 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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A082541 18/07/2013

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


19


A082541 18/07/2013

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.


20


A082541 18/07/2013

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.


21


A082541 18/07/2013

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%.


22


A082541 18/07/2013

Gas protection requirements should be reviewed on completion of monitoring.

Gas monitoring results are included as Appendix G.


23


A082541 18/07/2013

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.


24


A082541 18/07/2013

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.


25


A082541 18/07/2013

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.


26


A082541 18/07/2013

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.


27


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.


28


A082541 18/07/2013

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.



A082541 18/07/2013

Appendices


Figure 1. Site Location Plan

The Site

Site Extents


Figure 2. Exploratory Hole Location Plan



A082541 17/07/2013

Appendix A - Report Conditions



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.



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,


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




ScaleProject


:Method

Hole Information

Chiselling

Co-ordinates

Groundwater


Level

Time Remarks

:

::

:

:

:

:

LegendReduced

Depth CasingWater

BackfillLevel

(mOAD)(m) (m)

Level(m)


Depth TypeNumber

::

WYG ENVIRONMENT





570960.93E - 108161.33N

BEXHILL,


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.


1:50 Sheet 1 of 1




ScaleProject


:Method

Hole Information

Chiselling

Co-ordinates

Groundwater


Level

Time Remarks

:

::

:

:

:

:

LegendReduced

Depth CasingWater

BackfillLevel

(mOAD)(m) (m)

Level(m)


Depth TypeNumber

::

WYG ENVIRONMENT





571160.67E - 108135.57N

BEXHILL,



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.


1:50 Sheet 1 of 1




ScaleProject


:Method

Hole Information

Chiselling

Co-ordinates

Groundwater


Level

Time Remarks

:

::

:

:

:

:

LegendReduced

Depth CasingWater

BackfillLevel

(mOAD)(m) (m)

Level(m)


Depth TypeNumber

::

WYG ENVIRONMENT





570687.15E - 108095.55N

BEXHILL,


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)


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.


1:50 Sheet 1 of 1




ScaleProject


:Method

Hole Information

Chiselling

Co-ordinates

Groundwater


Level

Time Remarks

:

::

:

:

:

:

LegendReduced

Depth CasingWater

BackfillLevel

(mOAD)(m) (m)

Level(m)


Depth TypeNumber

::

WYG ENVIRONMENT





570892.19E - 108023.38N

BEXHILL,



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)



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.


1:50 Sheet 1 of 1




ScaleProject


:Method

Hole Information

Chiselling

Co-ordinates

Groundwater


Level

Time Remarks

:

::

:

:

:

:

LegendReduced

Depth CasingWater

BackfillLevel

(mOAD)(m) (m)

Level(m)


Depth TypeNumber

::

WYG ENVIRONMENT





570479.43E - 107932.80N

BEXHILL,


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)


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.


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


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






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

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(m)

WaterStrike

Installation/

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Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

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:

:

:

:

:Shoring


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,


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


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.


1:25 Sheet 1 of 1

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:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring


No groundwater encountered. Damp from 2.9mbgl.

570870.75E - 108284.28N

BEXHILL,


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



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.


1:25 Sheet 1 of 1

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Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



571031.28E - 108249.33N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

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Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

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:

:

:

:

:Shoring


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




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.


1:25 Sheet 1 of 1

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Client


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(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


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(mOD) (m)


:

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:



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:

:Shoring



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



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.


1:25 Sheet 1 of 1

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Client


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(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


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(mOD) (m)


:

::

:



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:

:

:

:

:Shoring



570796.55E - 108270.78N

BEXHILL,


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



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.


1:25 Sheet 1 of 1

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Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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Width

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:

:

:

:

:Shoring



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



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.


1:25 Sheet 1 of 1

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:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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:

:

:

:

:Shoring



570735.99E - 108181.04N

BEXHILL,


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



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.


1:25 Sheet 1 of 1

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:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

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Orientation

Stability

:

:

:

:

:Shoring



570847.77E - 108178.86N

BEXHILL,


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



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.


1:25 Sheet 1 of 1

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:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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:

:

:

:

:Shoring



570978.73E - 108190.29N

BEXHILL,


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




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.


1:25 Sheet 1 of 1

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:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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:

:

:

:

:Shoring



570892.58E - 108106.91N

BEXHILL,


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




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.


1:25 Sheet 1 of 1

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:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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Stability

:

:

:

:

:Shoring



571033.26E - 108182.11N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

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:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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Width

Orientation

Stability

:

:

:

:

:Shoring



571029.99E - 108066.59N

BEXHILL,


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=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.


1:25 Sheet 1 of 1

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:



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Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


Logged ByChecked By

(mOD) (m)


:

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:



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Stability

:

:

:

:

:Shoring



571098.14E - 108098.19N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

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:

:



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(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


Logged ByChecked By

(mOD) (m)


:

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:



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Stability

:

:

:

:

:Shoring



571156.58E - 108187.61N

BEXHILL,


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




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.


1:25 Sheet 1 of 1

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:

:



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Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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Orientation

Stability

:

:

:

:

:Shoring



571184.93E - 108054.65N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

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:



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LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


Logged ByChecked By

(mOD) (m)


:

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:



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Stability

:

:

:

:

:Shoring



571002.88E - 108008.10N

BEXHILL,


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.


1:25 Sheet 1 of 1

:::: Finish Date

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Scale


:

:



Project


Client


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(m)

WaterStrike

Installation/

Project Number

Sample Test

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Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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Stability

:

:

:

:

:Shoring



571100.48E - 107995.02N

BEXHILL,


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



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.


1:25 Sheet 1 of 1

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Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring


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




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.


1:25 Sheet 1 of 1

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(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



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Orientation

Stability

:

:

:

:

:Shoring


No Groundwater Encountered. Becoming difficult to excavatefrom 1.5mbgl.

570720.68E - 108125.28N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

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Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring


No Groundwater Encontered.

570831.64E - 108073.90N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570786.16E - 107989.87N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570692.53E - 107979.20N

BEXHILL,


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570536.13E - 108045.68N

BEXHILL,


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570528.09E - 107961.27N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570590.55E - 107935.27N

BEXHILL,


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


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570459.40E - 107993.04N

BEXHILL,


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570459.33E - 107925.22N

BEXHILL,


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring



570552.84E - 107876.06N

BEXHILL,


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.


1:25 Sheet 1 of 1

:::: Finish Date

Backfill

Scale


:

:



Project


Client


LevelDepth

(m)

WaterStrike

Installation/

Project Number

Sample Test

Depth

Groundwater


Logged ByChecked By

(mOD) (m)


:

::

:



Length

Width

Orientation

Stability

:

:

:

:

:Shoring


Groundwater encountered at 1.5mbgl. Recorded as very slightseepage.

570986.00E - 108000.00N

BEXHILL,


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


Brown to orange fine to medium grained silty SAND.

Light orange grey fine grained silty SAND.

Becoming weakly cemented from 1.5mbgl.


1:25 Sheet 1 of 1



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 ,


Insitu 4.5


Remarks:


11/06/13 11/06/13

N/A

C.B.R. Value %





Method of Test



PSL13/1990

0

0.2

0.4

0.6

0.8

1

1.2

0 2 4 6 8


For

ce o

n pl

unge

r (k

N)



Insitu 3.5


Remarks:


11/06/13 11/06/13

N/A

C.B.R. Value %





Method of Test



PSL13/1990

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0 2 4 6 8


For

ce o

n pl

unge

r (k

N)



Insitu 4.2


Remarks:


11/06/13 11/06/13

N/A

C.B.R. Value %

Brown sandy CLAY.




Method of Test



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


For

ce o

n pl

unge

r (k

N)



Insitu 6.0


Remarks:


11/06/13 11/06/13

N/A

C.B.R. Value %

Light brown sandy CLAY. (Handvane 97 KPA)




Method of Test



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


For

ce o

n pl

unge

r (k

N)



Insitu 5.7


Remarks:


11/06/13 11/06/13


PSL13/1990




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


For

ce o

n pl

unge

r (k

N)



Insitu 4.2


Remarks:


11/06/13 11/06/13


PSL13/1990




Method of Test


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


For

ce o

n pl

unge

r (k

N)



Insitu 3.7


Remarks:


11/06/13 11/06/13


PSL13/1990




Method of Test


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


For

ce o

n pl

unge

r (k

N)




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.



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.


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.


TP26 B 0.50 Brown sandy silty CLAY.



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


04/07/13 04/07/13 04/07/13

PSL13/1996

A082541BEXHILL.

Contract No:

Client Ref:

Intermediate plasticity CI.






Very high plasticity MV.




Low plasticity CL.



PSLR002 Issue 1 Jun 06 Page of .

PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.(B.S.5930 : 1999)


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


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


04/07/13 04/07/13 04/07/13

PSL13/1996

A082541BEXHILL.

Contract No:

Client Ref:







High plasticity CH.

High plasticity CH.

Low plasticity CL.


PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.(B.S.5930 : 1999)


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


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.


04/07/13 04/07/13 04/07/13

Contract No: PSL13/1996

Client Ref: A082541BEXHILL.

Description


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


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


Dry

Den

sity

(M

g/m

3)

Sample

0 % Air voids

5 % Air voids

10 % Air voids


CP02

Initial Conditions




Voids Ratio:


Height (mm):



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 -


Hole Number:

17 kPa m2/MN m2/yr

Mv Cv

1.20



Pressure Range

04/07/13


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










A 18 1.94 1.65 25 327 164 3.3 Brittle


04/07/13 04/07/13


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

1.20

U




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


CP02

Initial Conditions




Voids Ratio:


Height (mm):



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 -


Hole Number:

15 kPa m2/MN m2/yr

Mv Cv

2.20



Pressure Range

04/07/13


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










A 15 1.93 1.68 45 421 211 5.7 Brittle


04/07/13 04/07/13


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

2.20

U




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


CP03

Initial Conditions




Voids Ratio:


Height (mm):



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 -


Hole Number:

21 kPa m2/MN m2/yr

Mv Cv

1.20



Pressure Range

04/07/13


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










A 19 2.13 1.80 25 133 66 20.5 Compound


04/07/13 04/07/13


B.S. 1377 : Part7 : Clause 8 : 1990

Diameter (mm):

1.20

U




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


Hole Number: S01 Depth (m): 0.90



37.5 89 1 1 Sand 5920 77 1 1 Silt / Clay 710 71 1 16.3 683.35 68



04/07/13 04/07/13




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



37.5 100 1 1 Sand 8720 100 1 1 Silt / Clay 1210 100 1 16.3 1003.35 99



04/07/13 04/07/13




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



37.5 100 1 1 Sand 7820 100 1 1 Silt / Clay 2210 100 1 16.3 1003.35 100



04/07/13 04/07/13




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



37.5 100 1 1 Sand 2520 99 1 1 Silt / Clay 5610 95 1 16.3 893.35 84



04/07/13 04/07/13




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




37.5 100 1 1 Sand 520 100 1 1 Silt / Clay 9510 100 1 16.3 1003.35 100



04/07/13 04/07/13




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





Remarks


04/07/13


Hole Number:

Sample Number:

Depth (m) :


Sample Type:

1.72

Assumed

Date

18


04/07/13


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


Dry

Den

sity

(M

g/m

3)

Sample

0 % Air voids

5 % Air voids

10 % Air voids





37.5 100 1 1 Sand 120 100 1 1 Silt / Clay 9910 100 1 16.3 1003.35 100



04/07/13 04/07/13




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





Remarks


04/07/13


Hole Number:

Sample Number:

Depth (m) :


Sample Type:

1.67

Assumed

Date

19


04/07/13


1.54

1.56

1.58

1.60

1.62

1.64

1.66

1.68

12 14 16 18 20 22 24 26


Dry

Den

sity

(M

g/m

3)

Sample

0 % Air voids

5 % Air voids

10 % Air voids





37.5 100 1 1 Sand 5520 100 1 1 Silt / Clay 4310 99 1 16.3 983.35 98



04/07/13 04/07/13




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




37.5 100 1 1 Sand 4520 100 1 1 Silt / Clay 4110 97 1 16.3 933.35 88



04/07/13 04/07/13




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





Remarks


04/07/13


Hole Number:

Sample Number:

Depth (m) :


Sample Type:

1.77

Assumed

Date

15


04/07/13


1.64

1.66

1.68

1.70

1.72

1.74

1.76

1.78

11 13 15 17 19 21


Dry

Den

sity

(M

g/m

3)

Sample

0 % Air voids

5 % Air voids

10 % Air voids





37.5 100 1 1 Sand 1020 100 1 1 Silt / Clay 9010 100 1 16.3 1003.35 100



04/07/13 04/07/13




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





Remarks


04/07/13


Hole Number:

Sample Number:

Depth (m) :


Sample Type:

1.77

Assumed

Date

17


04/07/13


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


Dry

Den

sity

(M

g/m

3)

Sample

0 % Air voids

5 % Air voids

10 % Air voids




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.


WYG

A082541




Reference:


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


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


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.


WYG

A082541

BEXHILL

Tim Young






Reference:


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



LOD UnitsMethod

No.


WYG

A082541




Reference:


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.


WYG

A082541

BEXHILL

Tim Young





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.


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.



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.



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




Zone 3


Deeside

WYG

No.4225

Attention :

Date :

Your reference :

Our reference :

Location :


Status :

Issue :


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




Phil Sommerton B.Sc

Project Manager

19th June, 2013

A082541

BEXHILL

7th June, 2013

Final report

Compiled By:


1


CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Tim Young



Annesley

Nottingham

NG15 0ED




Reference:


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



LOD UnitsMethod

No.


WYG

A082541




Reference:


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.


WYG

A082541

BEXHILL

Tim Young





JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

NOTE




13/5263

WATERS




accredited.




























JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

CO

OC

NFD



13/5263

No Fibres Detected




Dilution required.


Not applicable

MCERTS accredited.








UKAS accredited.




JE Job No 13/5263


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done on As


Dried (AD)

Solid Results

expressed on

Dry/Wet basis
















Zone 3


Deeside

WYG

No.4225

Attention :

Date :

Your reference :

Our reference :

Location :


Status :

Issue :


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




Phil Sommerton B.Sc

Project Manager

19th June, 2013

A082541

BEXHILL

11th June, 2013

Final report

Compiled By:


1


CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Tim Young



Annesley

Nottingham

NG15 0ED




Reference:


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


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


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



LOD UnitsMethod

No.


WYG

A082541




Reference:


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


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


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.


WYG

A082541

BEXHILL

Tim Young






Reference:


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



LOD UnitsMethod

No.


WYG

A082541




Reference:


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.


WYG

A082541

BEXHILL

Tim Young





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


Client Name: WYG


JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

NOTE




13/5263

WATERS




accredited.




























JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

CO

OC

NFD



13/5263

No Fibres Detected




Dilution required.


Not applicable

MCERTS accredited.








UKAS accredited.




JE Job No 13/5263


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done on As


Dried (AD)

Solid Results

expressed on

Dry/Wet basis

















A082541 17/07/2013

Appendix F

Contamination Assessment Criteria



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



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 >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 >EC21-35 mg/kg 1,100 LQM GAC



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





Project: Date: Monitored By: Daniel Fisher

Weather:




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



(%) (%) (%) (mbar) (mbar) 1

0.0 0.0 20.6 1027 0 2

0.0 0.0 20.6 1029 0 3

4



Peak 1 Steady

2

Before Monitoring

After Monitoring

Tel: 01623 684550 Fax: 01623 684551

A082541

Bexhill 25-Jun-13





Project: Date: Monitored By: Daniel Fisher

Weather:




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



(%) (%) (%) (mbar) (mbar) 1

1022 0 2

1025 0 3

4



Tel: 01623 684550 Fax: 01623 684551

A082541

Bexhill 11-Jul-13

Peak 1 Steady

2

Before Monitoring

After Monitoring



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


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



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

bexhill draft report - rother district council elections

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