Fugro Engineering Services

FUGRO ENGINEERING SERVICES

JACKSON CIVIL ENGINEERING

SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

FINAL FACTUAL REPORT ON GROUND INVESTIGATION

CONTRACT NO : G130058U

DATE : 23rd January 2014

CONFIDENTIAL FUGRO ENGINEERING SERVICES

JACKSON CIVIL ENGINEERING

SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

FINAL FACTUAL REPORT ON GROUND INVESTIGATION

CONTRACT NO : G130058U

DATE : 23rd January 2014

CONFIDENTIAL

REPORT ISSUE STATUS

Issue Date Description Prepared Checked Approved Approved (Printed) (Signed) 02 23/01/2014 Final Factual Report CA ROR ROR 01 06/01/2014 Draft Factual Report AJ/CA ROR

Chelsea Au-Yeung RUTH O’REGAN PROJECT ENGINEER PRINCIPAL ENGINEER

Fugro Engineering Services (a trading name of Fugro Seacore Limited) Fugro House, Hithercroft Road Hithercroft Industrial Estate Wallingford Oxon, OX10 9RB

Registered in England No. 1284352. VAT No. GB 133 1704 09. A member of the Fugro Group of companies with offices throughout the world. REV 09 18/08/2011 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

1. INTRODUCTION 1

2. THE SITE AND GEOLOGY 1 2.1 SITE LOCATION AND DESCRIPTION 1 2.2 GEOLOGY 1

3. PROPOSED DEVELOPMENT 2

4. METHOD OF INVESTIGATION 2 4.1 GENERAL 2 4.2 PERCUSSION SAMPLING 2 4.3 INSTRUMENTATION 3 4.4 FIELD TESTING 3 4.5 SURVEY 3

5. RESULTS OF EXPLORATORY HOLES 4 5.1 GENERAL 4 5.2 LIMITATIONS AND USE OF DATA 4 5.3 STRATA ENCOUNTERED 5 5.4 GROUNDWATER 5

6. GEOTECHNICAL LABORATORY TESTING 5 6.1 INTRODUCTION 5 6.2 INDEX PROPERTIES 6 6.3 PARTICLE SIZE ANALYSES 6 6.4 CONSOLIDATION TESTS 6 6.5 UNDRAINED SHEAR STRENGTH TESTS IN TRIAXIAL COMPRESSION 6 6.6 CHEMICAL ANALYSES 7

REFERENCES 8

APPENDIX A Exploratory Hole Records APPENDIX B Field Test Results APPENDIX C Geotechnical Laboratory Test Results APPENDIX D Drawings

Contract No: G130058U Table of Contents Page i of i JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

1. INTRODUCTION

On the instructions and under the supervision of Royal Haskoning DHV (the Engineer), acting on behalf of Jackson Civil Engineering (the Employer), a site investigation has been carried out by Fugro Engineering Services (FES) at South Benfleet, Essex.

The objective of the investigation was to determine the ground and groundwater conditions at the site and to provide information that would assist the Engineer in the geotechnical appraisal of the site. The scope of the investigation was determined the Engineer.

A factual report was requested including borehole and field testing records, laboratory test results and site plan. The report has been provided both in hard copy and electronically in PDF format.

The site work, which comprised two percussion sampling boreholes, was carried out between the 12th November and 15th November 2013.

2. THE SITE AND GEOLOGY

2.1 SITE LOCATION AND DESCRIPTION The site is located northwest of the Benfleet train station, to the north of the rail line and the East Haven Creek, at South Benfleet, Essex.

The approximate National Grid reference of the site is TQ 777 862.

At the time of the investigation, the site was on a public footpath which runs between Ferry Road and Hall Farm Road / Hall Farm Close, round the open field. The boreholes were located on the paved area near the Ferry Road end, adjacent to the existing weedscreen, at the intake to the outfall of South Benfleet Flood Storage Area. Apart from the open field, adjacent land use was generally residential, with close proximity to the South Essex Marshes Nature Reserve and the Benfleet and Southend Marshes SSSI.

2.2 GEOLOGY The records of the British Geological Survey (Sheets 258/259 – Southend and Foulness – of the 1:50,000 Series Geological Map, Solid and Drift (1976) Edition) indicate that the site is underlain by Alluvium and/over London Clay. Furthermore, the recent online records of the British Geological Survey indicate the presence of Tidal Flat Deposits.

Further background research such as a desk study was not required within the terms of reference for the work.

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3. PROPOSED DEVELOPMENT

It is proposed to design and install a new debris screen, to replace the existing non standard weedscreen, at the intake position to the outfall of the flood storage area.

4. METHOD OF INVESTIGATION

4.1 GENERAL A Cable Avoidance Tool (CAT) survey was undertaken at the borehole locations.

Prior to the sinking of the boreholes, inspection pits were dug by hand at each location in order to identify the presence of any services. Services were not encountered.

A magnetometer survey was carried out by MACC International, in order to identify the presence of any unexploded ordnance (UXO). UXO was not encountered.

Details of the in-situ sampling and testing carried out, together with the descriptions of the strata encountered, are given on the borehole records. An explanation of the symbols and abbreviations used on the borehole records, together with the method of strata description utilised is given in the Notes on Exploratory Hole Records (Figures KS/01 to KS/05) in Appendix A. The investigation was generally carried out in accordance with BS 5930:1999i, BS EN ISO 14688-1:2002ii and BS EN ISO 14689-1:2003iii as appropriate. The borehole records are given in Figures BH01 and BH02 in Appendix A.

A Schedule of Boreholes including depths and installation information is given in Figure EH1 in Appendix A.

All geotechnical samples were transported to the laboratories and offices of FES in Consett for examination and testing as scheduled by the Engineer.

A geotechnical engineer from FES was on site full time in order to view the site, locate the boreholes and carry out the fieldwork.

4.2 PERCUSSION SAMPLING Two boreholes (BH01 and BH02) were sunk to depths below ground level (bgl) of 10.10m (BH01) and 10.45m (BH02) (bgl) using a Comacchio 205 rig. The borehole records are given in Figures BH01 and BH02 in Appendix A.

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Disturbed samples were taken at each change in soil type and at regular vertical intervals during boring in order to identify and give a record of the strata encountered.

Nominal 100mm diameter general purpose open thin wall tubes (UT) were driven by pneumatic hammer in to the cohesive soils, and the subsequent samples were sealed to preserve their natural moisture contents.

Standard penetration tests (SPT) using a split spoon (S) was carried out in the Made Ground and alternating with UT sampling in the cohesive materials. The results are shown as S(N) values on the borehole records at the relevant depths and tabulated in Figure FT1/1 and FT1/2 in Appendix B. The trip hammer calibration certificate report, as required by the BS EN ISO 22476-3:2005iv with serial number is given in Appendix B. The serial number is also given on the individual SPT records.

During the course of boring attention was given to recording any evidence of water inflow in order that the groundwater level beneath the site could be established. Water levels at breaks in boring were recorded where appropriate.

4.3 INSTRUMENTATION On completion of boring, a 19mm piezometer was installed in BH02 at 8.50m below ground level (bgl). The installation details are summarised in the Schedule of Boreholes in Figure EH1 in Appendix A, and illustrated on the relevant borehole records in Appendix A.

An observation of the water level in the piezometer was made at the end of the fieldwork period. The water level observation is given in Figure FT2/1 in Appendix B.

4.4 FIELD TESTING Hand vane tests were attempted in the cutting shoes of seven UT samples using a 19mm hand vane. The results, giving the approximate undrained shear strengths in kPa, are shown as HV/HVR values on the borehole records at the relevant depths.

4.5 SURVEY The positions of the boreholes were set out by reference to features shown on the site plan by the Engineer.

The ground levels and grid co-ordinates at the borehole positions were not required.

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5. RESULTS OF EXPLORATORY HOLES

5.1 GENERAL The borehole records (Figures BH01 and BH02) giving details of the strata encountered are provided in Appendix A. A borehole location sketch (Figure SP1) showing the approximate positions of the boreholes, together with the general site location plan (Figure LP1), is presented in Appendix D.

The strata descriptions given in the borehole records, unless otherwise noted, are compiled from an examination of the disturbed samples only, together with the results of any field and laboratory testing. Relative density descriptions are based on the results of the SPT and have not been amended to take into account any overburden effects. The consistency of cohesive strata is based on manual assessment together with any available in-situ vane and laboratory test results. Where there is a degree of uncertainty regarding the relative density or consistency of the soil, the terms "probably" or "possibly" have been used and the descriptions given should be treated with caution.

5.2 LIMITATIONS AND USE OF DATA The scope of the investigation was determined by the Engineer for the particular project requirements set out in the Specification for the Contract. A factual report only was required, without interpretation of the data from the present investigation or consideration of data from other sources, except where noted. The data presented in this report reflects the site conditions encountered at the time the investigation was performed. The investigation has disclosed evidence of conditions at point locations across the site which provides information about discrete volumes of soil or rock. Accordingly, there may be ground conditions at the site which may not have been revealed by the investigation, and the passage of time may give rise to changes in the conditions encountered. Any interpolation or extrapolation of strata from the exploratory holes is subject to the interpretation of the reader. The records should be read in conjunction with the Notes on Exploratory Hole Records in Appendix A. Particular attention is drawn to the comments made on groundwater and interpretation which are given in these Notes.

The investigation has been carried out by Fugro Engineering Services and the report has been prepared for the sole internal use of the Employer. This report shall not be relied upon or transferred to any other parties without the express written authorisation of Fugro Engineering Services. If an unauthorised third party comes into possession of this report they rely upon it at their peril and the authors owe them no duty of care and skill.

It is Fugro Engineering Services' understanding that this report is to be used for the purposes as described in the Specification for the investigation and as summarised in

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the text of the report. Should the purpose for which the report is used or the proposed use of the site change, this report may no longer be valid. Any further use or reliance upon the report in these circumstances by the Employer without further review by and advice from Fugro Engineering Services shall be at their sole and own risk.

5.3 STRATA ENCOUNTERED The boreholes encountered the following general succession of strata which concurs with that anticipated from published geological records.

MADE GROUND

COHESIVE MATERIAL

The distribution of the various strata as encountered in the boreholes is summarised below on the following table.

TABLE 5.3 : Summary of Ground Conditions Hole No Depth to base of stratum (m bgl) Made Ground Cohesive Material BH01 0.00 – 2.00 2.00 – >10.10 BH02 0.00 – 2.00* 2.00 – >10.45 Remarks * Logging engineer noted probably MADE GROUND in BH02 between 0.95m and 2.00m bgl.

5.4 GROUNDWATER Groundwater was not encountered during boring.

A reading of groundwater level in the piezometer in borehole BH02 is given in Figure FT2/1 in Appendix B.

6. GEOTECHNICAL LABORATORY TESTING

6.1 INTRODUCTION The following laboratory tests were scheduled by the Engineer and carried out by or for FES in accordance with BS1377:1990v where applicable. The results are given in tabular or graphical form as appropriate in Appendix C. Attention is drawn to the comments on interpretation of the results of the investigation on page KS/01 of the Notes on Exploratory Hole Records. General Notes on Laboratory Test Results (Figure LKS/01) also precede the laboratory test results in Appendix C.

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All tests, with the exception of the chemical analysis, were carried out in the Fugro in-house laboratory at Consett and the tests for which the laboratory has UKAS accreditation are detailed on the Schedules preceding the laboratory test results in Appendix C.

The chemical analyses were undertaken by Derwentside Environmental Testing Services (DETS) whose laboratory is accredited for the tests undertaken.

6.2 INDEX PROPERTIES Liquid and plastic limit and natural moisture content determinations were made on seven samples of the cohesive soils in order to classify the plasticity and shrinkability of the materials and the results are given on the Summary of Soil Classification Tests (Figure LT1/1 in Appendix C).

6.3 PARTICLE SIZE ANALYSES Particle size analyses consisting of sieving and sedimentation were undertaken on a total of two samples in order to classify the materials in respect to their grain size. The results are given as particle size distribution curves (Figures LT2/1 and LT2/2 in Appendix C).

6.4 CONSOLIDATION TESTS Four consolidation tests were carried out on samples of the cohesive strata and the results, shown as voids ratio against log pressure (e - Log p) curves, together with

values of the coefficients of compressibility (mv) and consolidation (cv), are given in Figures LT4/1 to LT4/4 in Appendix C.

6.5 UNDRAINED SHEAR STRENGTH TESTS IN TRIAXIAL COMPRESSION Unconsolidated undrained triaxial compression tests were carried out on six samples of the cohesive materials to determine their undrained shear strength. The results including undrained shear strength, moisture content and bulk density are given on the Results of Undrained Shear Strength Tests in Triaxial Compression (Figure LT5/1 in Appendix C). The sample descriptions given on these figures are the technician's manual description. The technician's estimation of undrained shear strength is given in brackets where it is markedly different to that determined by the test.

The six tests were carried out on single specimens, nominally 200mm long and 100mm in diameter, at single confining pressures ranging from 40kPa to 150kPa.

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In some cases the values of undrained cohesion obtained from the tests were not comparable to the manual assessment, or that which might have been anticipated from empirical correlations with the SPT "N" values. This may be due to the silty and sandy nature of the material and this condition is found in strata of a similar lithology. The values of undrained cohesion obtained from the tests may not, therefore, be representative of the in-situ mass characteristics of the material. The undrained cohesion value obtained from BH02 Sample UT20 is significantly lower than that would be expected from the engineer’s description, and therefore, this result in particular should be treated with caution.

6.6 CHEMICAL ANALYSES The pH values and aqueous soluble sulphate contents were determined for four soil samples.

These tests were undertaken by Derwentside Environmental Testing Services and the results are presented as their test certificate reference number 13-94329 at the end of Appendix C.

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REFERENCES

i BS 5930:1999. Code of practice for site investigations. British Standards Institution.

ii BS EN ISO 14688-1:2002. Geotechnical investigation and testing – Identification and classification of soil – Part 1 Identification and description. British Standards Institution.

iii BS EN ISO 14689-1:2003. Geotechnical investigation and testing – Identification and classification of rock – Part 1 Identification and description. British Standards Institution.

iv BS EN ISO 22476-3:2005. Geotechnical investigation and testing – Field testing – Part 3 Standard penetration test. British Standards Institution.

v BS 1377:1990. Methods of test for soils for civil engineering purposes. British Standards Institution

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APPENDIX A Exploratory Hole Records

Notes and Key Sheets on Exploratory Hole Records Figures KS/01 to KS/05

Schedule of Boreholes Figure EH1

Borehole Records Figures BH01 and BH02

Contract No: G130058U Appendix A Contents Page JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

NOTES ON EXPLORATORY HOLE RECORDS

GENERAL NOTES

1 OPERATING PROCEDURES The procedure used for cable percussion boring, rotary drilling, trial pitting, sampling, in situ and laboratory testing and sample descriptions are generally in accordance with BS5930:1999 'Code of practice for site investigations', BS EN ISO 14688-1:2002 'Geotechnical investigation and testing – Identification and classification of soil – Part 1 Identification and description', BS EN ISO 14689-1:2003 'Geotechnical investigation and testing – Identification and classification of rock – Part 1 Identification and description' as appropriate, and BS1377:1990 'Methods of test for soils for civil engineering purposes', unless stated otherwise. Sampling is carried out in general accordance with EN ISO 22475-1 and Standard Penetration Testing (SPT) is carried out to EN ISO 22476-3:2005. 2 GROUNDWATER Exploratory hole water levels are recorded together with the depths at which seepages or inflows of water are detected. These observations are noted on the Records, but may be misleading for the following reasons: a) The exploratory hole is rarely left open at the relevant depth for a sufficient time for the water level to reach equilibrium. b) A permeable stratum may have been sealed off by the borehole casing. c) Water may have been added to the borehole to facilitate progress. d) The permeability may have been altered by the excavation/boring/drilling process. Standpipes or piezometers should be installed when an accurate record of groundwater level is required, however, it should be noted that groundwater levels may vary significantly due to seasonal, climatic or man made effects. Water levels recorded during the investigation and any advice or comment made accordingly may, therefore, not be appropriate to particular foundation, geotechnical design, or temporary works solutions. Long term monitoring of standpipes or piezometers is always recommended when water levels are likely to have a significant effect on design. 3 CHISELLING The remarks in the Borehole Records contain information on the time spent advancing the borehole by 'Chiselling Techniques', and the depth of borehole over which it was required. Such information may be affected by a wide range of variable factors, unrelated to the geotechnical properties of the strata. Such factors include, but are not restricted to: plant, equipment and operator. The data should, therefore, only be used subjectively and with extreme caution. 4 IDENTIFICATION AND DESCRIPTION OF SOILS - SEE SEPARATE SHEET The identification system follows the Company’s Engineering: Geotechnical Procedures Manual which is based on BS EN ISO 14688-1:2002 and appropriate clarifications in the National Foreword, BS 5930:1999 and BS EN ISO 14689- 1:2003 Relative density terms are given where supported by SPT N values, with the exception of Made Ground. The field assessment of compactness or relative density for coarse grained soils is only given on trial pit records where appropriate assessment of the soils has been undertaken. Where the terms ‘soft to firm’, ‘firm to stiff’ etc. are used they indicate a strength which is close to the borderline between the two terms and cannot be precisely defined by inspection only, and/or which is indicated as borderline or ranging between the two terms after consideration also of in situ and laboratory test results. Consistencies may have been amended in the light of test results Where 'to' links two terms, as in 'slightly sandy to sandy' this again represents a borderline case or a range, where the precise proportions cannot be determined as outlined previously. The name of the geological formation is only given where this has been requested and can be determined with confidence (see Clause 41.5 of BS 5930:1999). 5 INTERPRETATION OF THE RESULTS OF THE INVESTIGATION The description of ground conditions encountered and any engineering interpretation included in the report are based on the results of the boreholes and trial pits and the field and laboratory testing carried out. There may be ground conditions at the site which have not been revealed by the investigation and consequently have not been taken into account. Any interpolation or extrapolation of strata between exploratory holes shown on any cross sections or site plans is an estimate only of the likely stratification based on general experience of the ground conditions and is subject to the interpretation of the reader. The term "TOPSOIL" is used in this report to describe the surface, usually organic rich, layer including turf, subsoil and weathered material with roots. The use of this term may not imply that the soil satisfies the requirements of Clause 3 of BS 3882:1994, 'Specification for topsoil', or is suitable for general horticultural and agricultural purposes. Laboratory test results in this report give the soil properties of individual specimens tested under specified conditions. Individual results or groups of results may not be appropriate for use as design parameters for some geotechnical analyses. The samples may be non-representative, disturbed internally, or prepared and tested under conditions suited for different geotechnical applications. Unless the selection of design parameters is discussed in this report, it is recommended that the advice of a Geotechnical Specialist is sought.

Contract No: G130058U Appendix A KS/01 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

NOTES ON EXPLORATORY HOLE RECORDS

IN SITU TESTING AND SAMPLING

STANDARD PENETRATION TESTS S( )&C( ) Standard Penetration Test (SPT). S( ) denotes a 50mm diameter split barrel sampler, normally undertaken in cohesive and mixed soils and C( ) indicates the test was carried out using a 50mm diameter, 60 degree apex, solid cone normally used in coarse granular soils and weak rock. The tests are carried out in accordance with EN ISO 22476-3:2005 The distance that the SPT assembly sinks into the ground prior to the start of the test is measured and reported as Static Weight Penetration (SWP). The sampler or cone is driven up to 450mm into the soil using a 63.6kg hammer with a 760mm drop. An initial seating drive of 150mm (or 25 blows whichever is less) is undertaken to penetrate through any ground which may be disturbed at the base of the borehole. For the test drive, the number of blows required to obtain an additional 300mm penetration (or penetration for 50 / 100 blows) is recorded as the penetration resistance (also known as the 'N' value). The test is usually completed when the test drive attains the 300mm penetration or the number of blows recorded during the 'test drive' only reaches 50 in soils or 100 in weak rock. If the sampler advances below the bottom of the borehole under the static weight of the drive rods with the hammer assembly on top, the corresponding penetration is not included as seating drive but the information is reported separately as SWP. The test is terminated in all cases before the non return valve reaches the level of the material at the base of the borehole, in effect about 600mm total penetration. If SWP (Static Weight Penetration) is greater than 150mm then test increments of 75mm are undertaken with the final increment being completed at less than 600mm total penetration including SWP. If a sample is not recovered in the sampler, or the cone is used, a disturbed sample of appropriate size for the material is taken on completion of the test over the depth of the test zone. The sample is given the same depth as the top of the Standard Penetration Test drive. The depth on the Borehole Record at the left hand side of the 'Depth' column is that at the start of the test Where full penetration of the test drive is obtained, the penetration resistance ('N' value) is reported in the 'SPT Blows/N' column. If full penetration in the test drive is not obtained, then the length of drive (test length in mm) and the penetration resistance (number of blows) are both reported. Full results, including the cone or barrel type, static weight penetration, blows and penetration of each of the Seating Drive and Test Drive increments, the calibration reference number for the SPT hammer assembly, the energy ratio and the 'N' value, as well as start and end depths and water and casing levels are given on the separate Standard Penetration Test Summary * in the 'Test Length' column denotes that the blows and penetration include the initial Seating Drive blows.

OTHER IN SITU TESTS The following in situ tests are reported on the Exploratory Hole Records, in the 'Test' or 'Type' and 'Results' columns where appropriate. k In situ Permeability Test - refer to detailed test results for permeability values PMT Pressuremeter Test - refer to detailed test results for modulus values, etc.

FVN/R Borehole Shear Vane Test (undrained shear strength - cu - in kPa) - refer also to detailed test results, N - 'Natural' or peak shear strength, R - Remoulded shear strength HVN/R Hand Shear Vane Test (Direct reading of undrained shear strength in kPa). 'N' and 'R' as above. The values are indicative and should not be taken as being equivalent to laboratory test results. The Pilcon vane results have a factor varying from about a sixth for the 33mm vane to a third for the 19mm vane which reduces the BS1377 shear vane value. The values presented are therefore approximate and should be treated with great caution if used for design purposes PP Pocket Penetrometer. Unconfined Strength (UCS) reported in kg/cm2 to the nearest 0.25 kg/cm2 or kPa with the same accuracy. Equivalent cu in kPa is very approximately UCS x 50. Pocket Penetrometers are an aid to logging of cohesive soils, the results are indicative and should not be relied upon. The equipment used is not calibrated CBR California Bearing Ratio Test (CBR%) - refer also to detailed test results PID Photo-Ionisation Detector Readings in headspace of small disturbed chemical samples. Result given in ppm by volume

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NOTES ON EXPLORATORY HOLE RECORDS

IN SITU TESTING AND SAMPLING

UNDISTURBED SAMPLES All samples recovered are recorded and handled in accordance with EN ISO 22475-1. U/UT General purpose open tube sample. Sample normally taken with open tube sampler approximately 0.1m diameter and 0.45m long and driven with an 80kg sinker bar and 56kg sliding hammer, unless noted otherwise. "XX" in U100 blows column denotes the number of hammer blows. The height of hammer drop can be variable depending on operator technique. Depths are given of the top of the sample if full penetration and recovery are achieved, otherwise actual lengths of penetration and recovery are given in the appropriate columns. 'U' denotes steel or plastic liner sample in general use up to year 2010 designated OS/TKW in accordance with BS EN ISO 22475-1 with an area ratio greater than 25%. 'UT' denotes thin wall open tube sampler designated OS/TW with an area ratio less than 15%, available from 2010. U/UT(X) General purpose open tube sample (X) mm diameter

TW(X) Thin wall (push) sample (X) mm diameter

P(X) Piston sample (X) mm diameter

DISTURBED AND CORE SAMPLES CBR Sample taken in CBR Mould D Small disturbed sample (plastic tub or jar with air tight lid) B Bulk disturbed sample (polythene bag, tied at neck - size dependent on purpose) LB Large Bulk disturbed sample (normally several bulk samples of the same material - size dependent on purpose) W Water sample C Core sample CS Short core, generally about 100mm CL Long core, generally 250mm to 300mm # Sample not recovered

ENVIRONMENTAL SAMPLES CD Sample for chemical analysis in a plastic tub K Sample for chemical analysis in an amber glass jar V Sample for chemical analysis in a glass vial CDKV Set of samples for chemical analysis as above WAC Sample for Waste Acceptance Criteria ES Environmental Soil Sample EW Environmental Water Sample

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NOTES ON EXPLORATORY HOLE RECORDS

KEY TO BOREHOLE AND TRIAL PIT RECORDS

Soil Types Coarse grained, Non cohesive Fine grained, Cohesive Other Soil Types

Boulders Silt Topsoil

Cobbles Clay Peat

Gravel Made Ground

Note: Composite soil types may be Sand signified by combined symbols.

Rock Types Sedimentary Coal Sandstone Chalk

Mudstone/Claystone/Shale Siltstone Limestone

Conglomerate Breccia

Metamorphic Igneous

+ + + Coarse/Medium grained + + + Coarse grained +++ vvvvvvv + + + + vvvvvvv Fine grained + + + + Medium grained vvvvv ++++

vvvvvvv vvvvvvv Fine grained vvvvv

KEY TO SITE PLANS AND CROSS SECTIONS Borehole Position

Highest recorded water level in piezometer or standpipe Trial Pit Position Length of piezometer/standpipe response zone ( Tip Depth) A A

Line of Section Highest recorded water level in hole

Water strike

S( ) Standard Penetration test (SPT) "N" value using split spoon

C( ) Standard Penetration test (SPT) "N" value using solid 60º cone Borehole Legend Borehole cu( ) Undrained cohesion in kPa

Contract No: G130058U Appendix A KS/04 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

NOTES ON EXPLORATORY HOLE RECORDS

IDENTIFICATION AND DESCRIPTION OF SOILS

Basic Particle Size Composite Soil Types Visual Identification Density / Consistency / Peat Condition Soil Type (mm) (Mixtures of basic soil types) Large Boulders >630mm. Scale of secondary constituents with coarse and very BOULDERS These soils only seen complete in pits coarse soils. Term before, description after principal For very coarse soils qualitative description 200 or exposures. Often difficult to recover by inspection of voids and particle Term before Approx packaging. COBBLES from boreholes. nd

VERY VERY COARSE SOILS (term in ' [ ] ' may % 2 ry Description after 63 Easily visible to naked eye; particle be used for 2ndry soil Standard Penetration Test in Boreholes coarse shape can be described, grading can parts, matrix etc) type for Coarse Soils 20 Principal Soil Type be described. Used to describe No of blows Relative Density medium Well graded: wide range of grain Slightly (sandy*) components of 6.3 <5 <4 Very Loose sizes, well distributed. Poorly graded: [occasional / little] secondary GRAVEL not well graded. (May be uniform: constituents. 4-10 Loose size of most particles lies between --(sandy*) e.g. Gravel is fine narrow limits; or gap graded; an 5 – 20 [some] fine and medium 10-30 Medium Dense intermediate size of particle is subangular fine markedly under represented). sandstone and 2 Very (sandy*) 20 to 30-50 Dense Visible to naked eye; no cohesion mudstone. coarse [much / many] 40† 0.63 when dry; grading can be described. >50 Very Dense Well graded and poorly graded: as and (sand*) or medium -- 50† SAND above and (cobbles+) SAND, GRAVEL; (COBBLES (COBBLES GRAVEL; SAND, or BOULDERS SeeNotes ) Visual Examination: pick Slightly 0.2 * Fine or coarse soil type as appropriate removes soil in lumps which cemented fine + Very coarse soil type – see Notes can be abraded. OARSE SOILS SOILS OARSE † described as fine soil depending on behaviour C Sizes) Gravel and Sand 65% over (Typically 0.063 Only coarse silt visible with hand lens; Scale of secondary constituents with fine soils. Terms coarse Silty CLAY or clayey SILT – use prefix only exhibits little plasticity and marked before, description after principal constituent. 0.02 when secondary constituent has significant dilatancy; slightly granular or silky to affect on material characteristics. Terms SILT medium touch. Disintegrates in water; lumps Approx 0.0063 % 2ndry 'slightly' or 'very' not applicable. dry quickly; possesses cohesion but Term before Description after powders easily between fingers. soil fine type Consistency

0.002 Term “SILT” or “CLAY” must be used, Principal Soil Type Used to describe Finger easily pushed in up to “SILT/CLAY” not allowed. Slightly (sandy*) components of <35 Very soft 25mm. Exudes between secondary fingers constituents Dry lumps can be broken but not 35 to Finger pushed in up to -- (sandy*) e.g. sandy Soft powdered between the fingers; they 65† 10mm. Moulded by fingers gravelly CLAY. also disintegrate under water but Gravel is coarse Thumb makes impression CLAY more slowly than silt; smooth to the Very (sandy*) >65† Firm rounded quartzite easily. Rolls to thread touch; exhibits plasticity but no SILT or CLAY * Coarse soil type as appropriate dilatancy; sticks to the fingers and Can be indented slightly by † or described as coarse soil depending on mass Stiff dries slowly; shrinks appreciably on thumb. Crumbles if rolled drying usually showing cracks. behaviour Indented by thumbnail. Intermediate and high plasticity clays Very Stiff EXAMPLES OF COMPOSITE TYPES Cannot be moulded show these properties to a moderate (indicating preferred order for description) Can be scratched by thumb and high degree, respectively. Hard nail FINE SOILS FINE SOILS (Typically over 35% and Silt Clay Sizes) Loose brown very sandy subangular coarse GRAVEL Contains varying amounts of organic with many pockets (<5mm across) of soft grey clay. Firm Peat Fibres compressed together ORGANIC vegetable matter - defined by colour: CLAY, Varies grey - slightly organic; Firm thinly interlaminated brown SILT and CLAY. Spongy Peat Very compressible, open SILT or dark grey – organic; SAND black – very organic. Dense light brown clayey fine and medium SAND. Plastic Peat Moulded in hand, smears ORGANIC SOILS Particle Structure Nature Term Field Identification Interval Scales Particle Shape & Homo- Deposit consists essentially of one type Mean Spacing Scale of Spacing of Other Form geneous Scale of Bedding Spacing (mm) Discontinuities / [Blocks] Very angular Interbedded or Alternating layers of varying types. Pre-qualified by thickness term if Very widely spaced / [Very (Sub) angular interlaminated in equal proportions. Otherwise thickness of, and spacing between, Very thickly bedded over 2000 large] (Sub) rounded subordinate layers defined Well rounded Hetero- A mixture of types Thickly bedded 2000-600 Widely spaced / [Large] geneous Low Sphericity Weathered Flat or Particles may be weakened and may show concentric layering Medium bedded 600-200 Medium spaced / [Medium] (granular) Elongate Weathered Usually has crumb or columnar structure Thinly bedded 200-60 Closely spaced / [Small] (cohesive) High Sphericity Fissured Breaks into blocks along unpolished discontinuities Very thinly bedded 60-20 Very closely / [Very small] Cubic Sheared Breaks into blocks along polished discontinuities Thickly laminated 20-6 Extremely closely spaced Intact No fissures Thinly laminated under 6 Particle Plant remains recognisable and retain some strength. When Surface Fibrous Peat Spacing terms may also be used for distance between partings, isolated beds or squeezed only water, no solids Texture laminae, desiccation cracks, rootlets etc. Terms such as partings or dustings may be Pseudo- Plant remains recognisable, strength lost. Partial decomposition. used for laminae less than 2mm and less than 0.6mm respectively. fibrous Peat Turbid water when squeezed, <50% solids Rough Amorphous Recognisable plant remains absent, full decomposition. When Smooth Peat squeezed only paste with >50% solids Discontinuity Shape Small scale (mm’s) rough, smooth (See Standard for Medium scale (cm’s) planar, stepped, undulating Gyttja Decomposed plant & animal remains, maybe inorganic constituents Polished Persistence/Openness) Large scale (m’s) wavy, curved, straight Humus Plant remains, living organisms & inorganic constituents in topsoil NOTES Identification and descriptive method, and descriptions, generally in accordance with BS5930:1999 Section 6 clauses 41 and 43 and BS EN ISO 14688-1:2002 Additional notes relating to BS EN ISO 14688-2:2004 – modified terms for content of secondary fraction given in Annex B Table B1 are not comparable to 5930 and are not be used. Organic Content :- Low – 2 to 6%; Medium - 6 to 20%; High - >20%. Terms not used on borehole records Carbonate content :- Only noted if field test with dilute HCl undertaken – Carbonate free if no effervescence; Calcareous if slight effervescence; Highly calcareous if strong reaction Undrained shear strength :- terms from laboratory or in situ tests not given on borehole records. Very Coarse Soils – described by initially removing very coarse materials and describing residue before adding back the very coarse soils. If residue is cohesive then described as '…….(COBBLES / BOULDERS) with low (cobble / boulder) content with (some / much etc) matrix of …..' If residue is granular then described as ' with matrix of ' or as a coarse soil. Cobbles :- <10% - low cobble content; 10 to 20% - medium content; >20% - high content; Boulders <5% - low boulder content; 5 to 20% - medium content; >20% - high content

Contract No: G130058U Appendix A KS/05 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

SCHEDULE OF BOREHOLES

Instrumentation Details Hole Depth Borehole Slotted Zone / Tip Depth Type Diameter Cover In-Situ Borehole Testing Reference [Response Zone]

(m bgl) (mm) (m bgl)

BH01 10.10 (borehole backfilled) SPT, HV/HVR

8.50 BH02 10.45 Piezometer 19 Flush Cover SPT, HV/HVR [8.00 – 9.00]

NOTES: m bgl Meters below Ground Level mm Millimetres SPT Standard Penetration Tests HV/HVR Hand Vane Test (Peak / Residual)

Contract No: G130058U Appendix A Figure EH1 (Page 1 of 1) Drilling Method Cable Percussion Borehole Diameter Casing Diameter BOREHOLE No. 105mm to 10.10m 105mm to 6.00m BH01 Equipment Comacchio 205

Crew/Vessel SS Logged by Compiled by Approved by Dates Drilled Start 13/11/2013 DT ror End 15/11/2013 15/11/2013 18/11/2013 Depth SPT U100 Date Casing Sample Details Depth to Blows/N Blows/ (Thick- Level Legend & Depth Drive Recovery Description of Strata Water Depth (m) mm mm ness) Time (m) Type No. (m) From To Test Result (m) 13/11 0.10 B 1 MADE GROUND. Brick paving (90mm x 150mm x (0.10) 0.15 B 2 250mm) set on bed of lean mix. 0.10 (0.05) MADE GROUND. Brown slightly gravelly sand. 0.15 0.60 B 3 Sand is medium and coarse. Gravel is very (0.45) angular to subangular fine of flint. 0.60 (0.30) 0.90 B 4 MADE GROUND. Greyish brown and brownish grey 0.90 13/11 NIL DRY sandy gravel. Gravel is very angular to (0.30) 1.20-1.65 D 5 S5 subangular fine to coarse of sandstone, 1.20 14/11 NIL DRY 1.20-2.00 B 6 limestone, flint and other lithologies. MADE GROUND. Grey clayey sandy gravel. (0.80) Gravel is very angular to subangular fine to coarse of sandstone, limestone and other NIL DRY 2.00-2.40 U#B 7 lithologies. 2.00 At 0.80m; concrete. MADE GROUND. Dark grey slightly sandy NIL DRY 2.40-2.85 UT 8 slightly gravelly clay. Gravel is subangular (1.00) fine of mixed lithologies. Slight organic odour. 3.00 DRY 3.00-3.48 D 9 S0/ MADE GROUND. Greyish brown and greenish grey 3.00 300 slightly sandy slightly gravelly clay. Sand 3.00-4.00 B 10 is fine. Gravel is angular and subangular fine and medium of chalk and flint with rare concrete. Soft brownish grey CLAY with occasional rootlets (<1mm diameter) and rare pockets 4.00 DRY 4.00-4.45 UT 11 (<10mm) of brown fine sandy clay. Locally with pockets (<5mm) of iron staining. (2.30) Between 2.40m and 2.85m; very low shear strength. 4.45-4.65 D 12 Very soft dark grey silty CLAY with 4.65-5.00 B 13 occasional pockets (<40mm) of brownish grey slightly sandy silty clay. Sand is fine. 5.00 DRY 5.00-5.47 D 14 S9 Between 4.00m and 4.45m; extremely low shear 5.00-5.30 B 15 strength. Between 4.65m and 5.30m; light brownish 5.30-5.50 D 16 grey. 5.30 5.50-6.00 B 17 At 5.30m; with pocket (<50mm) of black organic silty clay. Slight organic odour. Firm becoming stiff greyish brown CLAY with 6.00 DRY 6.00-6.45 UT 18 frequent randomly orientated lenses / laminae (<5mm x 50mm) of stiff light bluish grey silty clay, rare iron stained root traces (<2mm diameter) and rare fresh to 6.45-7.00 B 19 partially decomposed rootlets (<1mm 6.45-7.00 D 20 diameter). Between 5.30m and 5.50m; soft to firm brown and greyish brown silty clay with abundant (3.15) 6.00 DRY 7.00-7.45 D 21 S18 peds (<4mm) of stiff greyish brown silty 7.00-8.00 B 22 clay. Between 6.00m and 6.45m; medium shear strength. Between 6.45m and 7.00m; with rare pockets (<20mm) of orangish brown silty fine sand. 14/11 6.00 DRY 15/11 6.00 DRY 8.00-8.45 UT 23

8.45 HV >120 8.45 8.45-8.65 D 24 Very stiff dark greyish brown indistinctly 8.65-9.00 B 25 laminated silty CLAY with rare dustings / partings of orangish brown silty fine sand. 6.00 DRY 9.00-9.45 D 26 S25 9.00-9.50 B 27 (1.65) 6.00 DRY 9.50-9.95 UT 28 Between 9.95m and 10.10m; with occasional pockets (<20mm) of yellowish brown silty 15/11 6.00 DRY 9.95 HV >120 fine sand and with rare shell fragments (<2mm). Remarks 1 Prior to boring a Cable Avoidance Tool (CAT) survey was carried out. An inspection pit was hand-dug to 1.20m (See notes depth and rescanned using the CAT to check for services. Services were not located. & keysheets) 2 Encountered concrete in pit at 0.80m. Pit widened to locate edge of concrete. 3 Hand Vane tests (HV/HVR) were carried out in the cutting shoe of the UT samples using a 19mm hand vane. Direct readings of undrained shear strength given in kPa. 4 Comacchio 205 rig advances UT tubes using a pneumatic hammer. As a result, no blow count is recorded. 5 The borehole was backfilled on completion with bentonite pellets and arisings, and reinstated. Scale 1:50 6 Groundwater not encountered during boring. Project Contract No. G130058U SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES JACKSON CIVIL ENGINEERING Figure No. BH01 (1 of 2) 301/04 Drilling Method Cable Percussion Borehole Diameter Casing Diameter BOREHOLE No. 105mm to 10.10m 105mm to 6.00m BH01 Equipment Comacchio 205

Remarks (See notes & keysheets)

Scale 1:50 Project Contract No. G130058U SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES JACKSON CIVIL ENGINEERING Figure No. BH01 (2 of 2) 301/04 Drilling Method Cable Percussion Borehole Diameter Casing Diameter BOREHOLE No. 105mm to 10.45m 105mm to 5.00m BH02 Equipment Comacchio 205

Crew/Vessel SS Logged by Compiled by Approved by Dates Drilled Start 12/11/2013 DT ror End 13/11/2013 13/11/2013 18/11/2013 Depth SPT U100 Date Casing Sample Details Depth to Blows/N Blows/ (Thick- Level Legend & Depth Drive Recovery Description of Strata Water Depth (m) mm mm ness) Time (m) Type No. (m) From To Test Result (m) 12/11 0.10 B 1 MADE GROUND. Brick paving (90mm x 150mm x (0.10) 0.15 B 2 250mm) set on bed of lean mix. 0.10 (0.05) MADE GROUND. Brown slightly gravelly sand. 0.15 0.60 B 3 Sand is medium and coarse. Gravel is very (0.45) angular to subrounded fine of flint. 0.60 (0.35) 0.95 D 4 MADE GROUND. Grey and brownish grey sandy 0.95 0.95 B 5 gravel. Gravel is very angular to subangular (0.25) NIL DRY 1.20-1.65 UT 6 fine to coarse of sandstone and limestone 1.20 with rare flint. MADE GROUND. Greyish brown slightly sandy (0.80) 1.65 HV 72 clay with frequent wood, metal and plastic 1.65-1.80 D 7 HVR 28 fragments (<150mm). Moderate odour. Probably 1.80-2.00 B 8 landfill. 2.00 2.00-2.20 B 9 At 0.70m; slightly gravelly. Gravel is NIL DRY 2.20-2.68 D 10 S0/ subrounded medium of flint. With rare 300 rootlets (<2mm). 2.20-2.80 B 11 Probably MADE GROUND. Brownish grey slightly sandy slightly gravelly clay with 2.80-3.20 B 12 occasional pockets (<25mm) of dark grey organic clay (possibly re-worked topsoil). Gravel is subangular fine of mixed NIL DRY 3.20-3.65 UT 13 lithologies. (2.70) Probably MADE GROUND. Greyish brown and dark greyish brown slightly gravelly clayey silt 3.65-3.80 D 14 with occasional pockets (<125mm) of black 3.80-4.20 B 15 clay with frequent partially decomposed rootlets (<2mm diameter). Gravel is angular to subrounded fine of mixed lithologies. NIL DRY 4.20-4.66 D 16 S3 Between 1.80m and 2.00m; with rare partially 4.20-4.70 B 17 decomposed wood fragments (<10mm x 30mm). Very soft dark grey CLAY with frequent iron 4.70 D 18 stained rootlets and root traces (<2mm 4.70 4.70-5.20 B 19 diameter). Between 2.20m and 2.80m; light greyish 12/11 5.00 DRY brown. Between 3.20m and 3.65m; very low shear 13/11 5.00 DRY 5.20-5.65 UT 20 strength. 5.20-6.20 B 22 Between 3.80m and 4.70m; light greyish brown, slightly sandy, with occasional 5.65 HV 118 pockets (<20mm) of very soft dark grey silty 5.65-5.80 D 21 HVR 28 clay. Sand is fine. Stiff, locally firm, greyish brown CLAY with 5.00 DRY 6.20-6.65 D 23 S12 occasional pockets / lenses (<5mm x 30mm) 6.20-7.20 B 24 of stiff bluish grey silty clay. Between 4.70m and 5.65m; with rare (3.50) decomposed brown root traces (<2mm diameter). Between 5.20m and 5.65m; extremely low shear strength. Between 6.20m and 8.20m; with rare pockets 5.00 DRY 7.20-7.45 UT 25 (<20mm x 30mm) of yellowish brown selenite crystals (<5mm). 7.45 HV >120 Between 6.20m and 7.20m; with occasional 7.45-7.60 D 26 pockets (<70mm x 100mm) of stiff bluish grey 5.00 DRY 7.60-8.05 UT 27 clayey silt with frequent iron stained rootlets (<2mm diameter). Between 7.45m and 7.60m; with pocket / lens 8.05 HV >120 (<10mm x 40mm) of orangish brown fine and 8.05-8.20 D 28 medium sand. 8.20 5.00 DRY 8.20-8.65 D 29 S19 Between 8.05m and 8.20m; very stiff. 8.20-9.00 B 30 Very stiff greyish brown indistinctly laminated silty CLAY with occasional pockets / lenses (<5mm x 20mm) of orangish brown 5.00 DRY 9.00-9.45 UT 31 silty fine sand and orange sandy silt. With rare iron stained root traces (<1mm diameter). (2.25) 9.45 HV >120 Between 9.60m and 10.00m; slightly sandy, 9.45-9.60 D 32 with rare translucent quartz crystals 9.60-10.00 B 33 (<10mm). Sand is fine. 5.00 DRY 10.00-10.45 D 34 S30

Remarks 1 Prior to boring a Cable Avoidance Tool (CAT) survey was carried out. An inspection pit was hand-dug to 1.20m (See notes depth and rescanned using the CAT to check for services. Services were not located. & keysheets) 2 Hand Vane tests (HV/HVR) were carried out in the cutting shoe of the UT samples using a 19mm hand vane. Direct readings of undrained shear strength given in kPa. 3 Comacchio 205 rig advances UT tubes using a pneumatic hammer. As a result, no blow count is recorded. 4 See separate sheet for installation. 5 Groundwater not encountered during boring. Scale 1:50 Project Contract No. G130058U SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES JACKSON CIVIL ENGINEERING Figure No. BH02 (1 of 3) 301/04 Drilling Method Cable Percussion Borehole Diameter Casing Diameter BOREHOLE No. 105mm to 10.45m 105mm to 5.00m BH02 Equipment Comacchio 205

Remarks (See notes & keysheets)

Scale 1:50 Project Contract No. G130058U SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES JACKSON CIVIL ENGINEERING Figure No. BH02 (2 of 3) 301/04 Drilling Method Cable Percussion Borehole Diameter Casing Diameter BOREHOLE No. 105mm to 10.45m BH02 Equipment Comacchio 205

Crew/Vessel SS Logged by Compiled by Checked by Dates Drilled Start 12/11/2013 DT ror End 13/11/2013 13/11/2013 18/11/2013 Installation Water Strata Installation Details Depth (m) Strikes Depth (m) Strata Details Instrumentation: Paving Slab 0.10 MADE GROUND 19mm standpipe Concrete piezometer tip at 8.50m

1.00 Bentonite Seal

2.00 CLAY

8.00 Gravel Filter

Tip=8.50m

9.00 Bentonite Seal

10.45 10.45 Base of Hole Remarks (See notes & keysheets)

Water Strike Water Rise Flush lockable stopcock box cover. Not to Scale Pipe diameter 19mm to 8.50m, installed on 13/11/2013. Project Contract No. G130058U SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES JACKSON CIVIL ENGINEERING Figure No. BH02 (3 of 3) 309/05 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

APPENDIX B Field Test Results

Standard Penetration Test Results Figures FT1/1 and FT1/2

Standard Penetration Test Calibration Certificate AR019

Record of Water Levels in Standpipes and Piezometers Figure FT2/1

Contract No: G130058U Appendix B Contents Page JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES STANDARD PENETRATION TEST SUMMARY

Depth Seating Drive Test Drive Hole Depth Type Casing SPT 'N' Remarks to (Blows/mm) (Blows/mm) (m) (m) Water Value (m) 1st 2nd 3rd 4th 5th 6th

BH011.20- 1.65 S NIL DRY 112111 5H=AR019 BH013.00- 3.48 S 3.00 DRY 1 -----0/300 SWP=30mm BH015.00- 5.47 S 5.00 DRY 1 - 1233 9SWP=15mm BH017.00- 7.45 S 6.00 DRY 223456 18 BH019.00- 9.45 S 6.00 DRY 345569 25

Key: S - Split Barrel Hammer ER C - Solid Cone AR019 64% H- Hammer Serial No. ER- Energy Ratio (%) SWP - Static Weight Penetration (mm)

Seating and test drive increments are 75mm unless shown otherwise Contract No: G130058U FINAL Figure No: FT1/1 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES STANDARD PENETRATION TEST SUMMARY

Depth Seating Drive Test Drive Hole Depth Type Casing SPT 'N' Remarks to (Blows/mm) (Blows/mm) (m) (m) Water Value (m) 1st 2nd 3rd 4th 5th 6th

BH022.20- 2.68 S NIL DRY 1 -----0/300 H=AR019;SWP=25mm BH024.20- 4.66 S NIL DRY 1 - - - 1 2 3 SWP=10mm BH026.20- 6.65 S 5.00 DRY 112334 12 BH028.20- 8.65 S 5.00 DRY 334456 19 BH0210.00- 10.45 S 5.00 DRY 556699 30

Key: S - Split Barrel Hammer ER C - Solid Cone AR019 64% H- Hammer Serial No. ER- Energy Ratio (%) SWP - Static Weight Penetration (mm)

Seating and test drive increments are 75mm unless shown otherwise Contract No: G130058U FINAL Figure No: FT1/2

JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

RECORD OF WATER LEVELS IN STANDPIPES AND PIEZOMETERS

Installation Details

Remarks Type 19mm Standpipe Borehole No BH02 piezometer Tip/Pipe Depth 8.50m Response Zone 8.00-9.00m Datum Ground Level Installation Date 13/11/2013 Datum Elevation

Reading Details

Depth to Water Water Level Date Time Operator Remarks and Samples Taken (m below Datum) m OD

15/11/2013 15:30 DT DRY Dip to base = 8.30m.

Approved by

Contract No: G130058U FINAL Figure FT2/1 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

APPENDIX C Geotechnical Laboratory Test Results

FES Laboratory Cover Letter 1 Page

Geotechnical Testing Schedules of UKAS Accreditation 4 pages

General Notes on Laboratory Test Results Figure LKS/01

Summary of Soil Classification Tests Figure LT1/1

Particle Size Distribution Curves Figures LT2/1 and LT2/2

Consolidation Test Results Figures LT4/1 to LT4/4

Undrained Shear Strength Tests in Triaxial Compression Test Results Figure LT5/1

DETS Certificate of Analysis 13-94329

Contract No: G130058U Appendix C Contents Page

FUGRO ENGINEERING SERVICES

Armstrong House Unit 43 Number One Industrial Estate Medomsley Road Consett County Durham DH8 6TW Tel: +44 (0) 1207 581 120 Fax: +44 (0) 1207 581 609 www.fes.co.uk 21 January 2014

Project Number: G130058U

SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

Fugro Engineering Services is a UKAS accredited company, details of this accreditation can be found at www.ukas.com.

Accredited tests performed on project G130058U are detailed below:

7 No. determination of moisture content 7 No. determination of liquid limit, plastic limit and plasticity index 2 No. determination of particle size distribution by wet sieve analysis 2 No. determination of particle size distribution by pipette sedimentation 6 No. Quick unconsolidated undrained triaxial compression 4 No. One-dimensional consolidation

All results have been checked and approved for reporting by an authorised member of staff. If you have any queries please do not hesitate to contact us.

Yours faithfully FUGRO ENGINEERING SERVICES

Chris Hunt Andrew Alcock On behalf of Laboratory Manager Data Processor

Fugro Engineering Services is a trading name of Fugro Seacore Limited Registered Office: Fugro House, Hithercroft Road, Wallingford, Oxfordshire OX10 9RB Registered in England No. 1284352. VAT No. GB 133 1704 09 A member of the Fugro Group of companies with offices throughout the world. FESL1007 03/06

Schedule of Accreditation issued by United Kingdom Accreditation Service 21 - 47 High Street, Feltham, Middlesex, TW13 4UN, UK

Fugro Engineering Services (a trading name of Fugro Seacore Ltd)

Issue No: 019 Issue date: 05 April 2012

Armstrong House Contact: Mr J D Ashworth Unit 43 Tel: +44 (0)1207-581120 Number One Industrial Estate Fax: +44 (0)1207-581609 1483 Medomsley Road E-Mail:[email protected] Conset Website: www.fes.co.uk Accredited to ISO/IEC 17025:2005 Co Durham DH8 6TW

Testing performed at the above address only

DETAIL OF ACCREDITATION

Materials/Products tested Type of test/Properties Standard specifications/ measured/Range of measurement Equipment/Techniques used

ROCK Point load strength and anisotropy The Complete ISRM Suggested indices Methods for Rock Characterisation, Testing and Monitoring:1974-2006. Water content Editors: R Ulusay & J A Hudson

Porosity and density - by saturation and calliper techniques

Porosity and density - by saturation and buoyancy techniques

Slake-durability index

SOILS for civil engineering California Bearing Ratio (CBR) BS 1377:Part 4:1990 purposes Shear strength by direct shear BS 1377:Part 7:1990 (small shear box apparatus)

Shear strength by direct shear BS 1377:Part 7:1990 (large shear box apparatus

Unconfined compressive strength BS 1377:Part 7:1990 - load frame method

Undrained shear strength BS 1377:Part 7:1990 - triaxial compression without measurement of pore pressure

Undrained shear strength BS 1377:Part 7:1990 - triaxial compression with multistage loading and without measurement of pore pressure

Assessment Manager: ART Page 1 of 3 Schedule of Accreditation issued by United Kingdom Accreditation Service 21 - 47 High Street, Feltham, Middlesex, TW13 4UN, UK

1483 Fugro Engineering Services Accredited to (a trading name of Fugro Seacore Ltd) ISO/IEC 17025:2005 Issue No: 019 Issue date: 05 April 2012

Testing performed at main address only

Materials/Products tested Type of test/Properties Standard specifications/ measured/Range of measurement Equipment/Techniques used

SOILS for civil engineering Moisture content BS 1377:Part 2:1990 purposes (Cont’d) - oven drying method

Saturation moisture content of chalk BS 1377:Part 2:1990

Liquid limit BS 1377:Part 2:1990 - cone penetrometer

Liquid limit BS 1377:Part 2:1990 - cone penetrometer - one point

Plastic limit BS 1377:Part 2:1990

Plasticity index and liquidity index BS 1377:Part 2:1990

Density - linear measurement BS 1377:Part 2:1990

Density - immersion in water BS 1377:Part 2:1990

Density - water displacement BS 1377:Part 2:1990

Particle density BS 1377:Part 2:1990 - gas jar

Particle size distribution BS 1377:Part 2:1990 - wet sieving

Particle size distribution BS 1377:Part 2:1990 - dry sieving

Particle size distribution BS 1377:Part 2:1990 - sedimentation - pipette method

Dry density/moisture content BS 1377:Part 4:1990 relationship (2.5 kg rammer)

Dry density/moisture content BS 1377:Part 4:1990 relationship (4.5 kg rammer)

Dry density/moisture content BS 1377:Part 4:1990 relationship (vibrating hammer)

Moisture condition value (MCV) BS 1377:Part 4:1990

Chalk crushing value BS 1377:Part 4:1990

Assessment Manager: ART Page 2 of 3 Schedule of Accreditation issued by United Kingdom Accreditation Service 21 - 47 High Street, Feltham, Middlesex, TW13 4UN, UK

1483 Fugro Engineering Services Accredited to (a trading name of Fugro Seacore Ltd) ISO/IEC 17025:2005 Issue No: 019 Issue date: 05 April 2012

Testing performed at main address only

Materials/Products tested Type of test/Properties Standard specifications/ measured/Range of measurement Equipment/Techniques used

SOILS for civil engineering One-dimensional consolidation BS 1377:Part 5:1990 purposes (cont’d) properties

Constant head permeability in a BS 1377:Part 6:1990 triaxial cell

Consolidated undrained triaxial BS 1377:Part 8:1990 compression test with the measurement of pore water pressure

Consolidated undrained triaxial Documented In-House Method compression test with the LTPMS 44 measurement of pore water pressure using multistage loading

Consolidated drained triaxial BS 1377:Part 8:1990 compression test with measurement of volume change

Consolidated drained triaxial Documented In-House Method compression test with measurement LTPMS 44 of volume change using multistage loading

END

Assessment Manager: ART Page 3 of 3 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

GENERAL NOTES ON LABORATORY TEST RESULTS

1. TEST METHODS

The tests reported on the following sheets have been carried out in accordance with the methods given in BS 1377:1990 ‘Methods of test for soils for civil engineering purposes', subject to a small number of variances as described below under the respective headings. These notes also serve as keysheets to any notation used in reporting the laboratory tests. 2. KEY TO NOTATION OF SAMPLE TYPE

D Small disturbed sample B Bulk disturbed sample U General purpose open drive tube sample P Piston sample TW Thin wall sample C Rotary core sample 3. CLASSIFICATION TESTS

% passing 425μm: this figure is only correctly reported when ‘WS’ is shown in the 'Method of preparation' column. For ‘HP’ and ‘AR’, the reported figure is an estimate only. WS sample prepared by Wet Sieving HP sample prepared by Hand Picking (removal) of gravel sized fragments AR sample tested "As Received" NP: non-plastic 4. COMPACTION RELATED TESTS

Sample preparation: Individual indicates test carried out on individual sub-samples Single indicates test carried out on a single sample Assumed values of particle density are reported in brackets e.g. (2.67) 5. SAMPLE DESCRIPTIONS

The sample descriptions shown on the test report sheets are the technician’s visual descriptions of the test samples, in accordance with Clause 9.1 of Part 1 of BS 1377:1990 and do not necessarily comply with the requirements of BS 5930:1999 or BS EN ISO 14688-1:2002. For a more comprehensive description of the soil samples to these standards, reference should be made to the exploratory hole records, or an engineering description can be provided on request. 6. INTERPRETATION OF TEST RESULTS

Laboratory test results in this report give the soil properties of individual specimens tested under specified conditions. Individual results or groups of results may not be appropriate for use as design parameters for some geotechnical analyses. The samples may be non-representative, disturbed internally, or prepared and tested under conditions suited for different geotechnical applications. Unless the selection of design parameters is discussed in this report, it is recommended that the advice of an appropriately qualified and experienced specialist is sought. 7. U100 DRIVEN OPEN TUBE SAMPLES

It should be noted that the sampling method using standard U100 (thick walled or liner OS-TK/W) samplers may give Class 2 samples, ie for use for laboratory classification, moisture content and density testing, but more generally Class 3. The sampling procedure using thin wall samples (OS- T/W) can achieve Class 1 samples (strength, deformation and consolidation testing as well as Class 2 type testing) in non sensitive fine cohesive soils of stiff or lower consistency. In brittle or closely fissured materials such as hard clays, the lower sampling class is more frequently achieved, ie for use for laboratory classification and moisture content testing. UT samples are thin wall (OS- T/W) samples and so may provide Class 1 samples.

Contract No: G130058U Appendix C LKS/01 Remarks * Liquid Limit determined using 1-pointmethod using determined LiquidLimit * BH02 BH02 BH02 BH01 BH01 BH01 BH01 Hole Contract No: G130058U Contract No:G130058U 2B 22 B 15 B 19 B 13 SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES SOUTH BENFLEETFSAWEEDSCREENREPLACEMENTBOREHOLES CIVILENGINEERING JACKSON B 8 UT 8 U#B 7 Sample No

Type Depth 5.20 3.80 1.80 6.45 4.65 2.40 2.00 (m) (Mg/m Density Bulk Bulk SUMMARYCLASSIFICATION SOIL OF TESTS 3 ) Moi Content (%) 37 66 66 39 75 68 88 448 34 82 48 sture sture B (Mg/m Density S : 1377 Part 2 : 1990 Dry 3 ) A ppendix (Mg/m Density Particle 3 ) C

Liquid Limit Limit (%) 23 48 34 57 82 30 55 87 40 48 95 30 53 78 37 52 90 33 85 Plastic Plastic Limit (%)

Plasticity Index 0 AR 100 AR 100 AR 100 AR 100 AR 100 AR 100 8HP 98 % passing 425 µm

Method sandyCLAY Brown slightly BrownCLAY sandyclayey SILT gravelly slightly Brown slightly sandyCLAY Brown slightly CLAY sandysilty Brown slightly sandyCLAY Brown slightly BrownCLAY Figure No. LT1/1 No. Figure Des cription

JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES PARTICLE SIZE DISTRIBUTION BS 1377 : Part 2 : 1990 : Test 9.2 & 9.4

Hole No. : BH01 Sample No.: 13 Sample Type: B Depth (m): 4.65

Specimen Details Test Date 12/12/2013 Loss on Pretreatment Not applicable Soil Description Brown slightly sandy CLAY

100

30 Percentage Passing (%) Passing Percentage

0 0.06 0.2 0.6 2 6 0.002 0.006 20 60 0.02

Sieve Size (mm)

FINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY COBBLES SILT SAND GRAVEL

SUMMARY

CLAY (%) SILT (%) SAND (%) GRAVEL (%) COBBLES (%)

38 60 2 0 0

Uniformity Coefficient : Not Applicable Notes: If no value given for percentage clay, all fines included in percentage silt

Remarks

Contract No: G130058U Appendix C Figure No. LT2/1 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES PARTICLE SIZE DISTRIBUTION BS 1377 : Part 2 : 1990 : Test 9.2 & 9.4

Hole No. : BH02 Sample No.: 15 Sample Type: B Depth (m): 3.80

Specimen Details Test Date 12/12/2013 Loss on Pretreatment Not applicable Soil Description Brown slightly sandy CLAY

100

30 Percentage Passing (%) Passing Percentage

0 0.06 0.2 0.6 2 6 0.002 0.006 20 60 0.02

Sieve Size (mm)

FINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY COBBLES SILT SAND GRAVEL

SUMMARY

CLAY (%) SILT (%) SAND (%) GRAVEL (%) COBBLES (%)

39 58 3 0 0

Uniformity Coefficient : Not Applicable Notes: If no value given for percentage clay, all fines included in percentage silt

Remarks

Contract No: G130058U Appendix C Figure No. LT2/2 DETERMINATION OF THE ONE - DIMENSIONAL CONSOLIDATION PROPERTIES BS 1377 : Part 5 : 1990. Method 3 Borehole/Sample No : BH01 / 8 Date : 6 December 2013 Sample Depth (m) : 2.40 - 2.85 Specimen Depth (m) : 2.42 Specimen Details Test Temperature ( ° C) : 19.5 Sample Type : UT Sample Axis Orientation : Vertical Preparation Method : Hand Trimmed Sample Description : Brown CLAY

INITIAL Sample Height mm 18.73 Pressure Mv Cv (ROOT) PROPERTIES Sample Diameter mm 74.92 Range (kPa) (m²/MN) (m²/year) Moisture Content % 50 2 - 20 0.27 9.8 Bulk Density Mg/m ³ 1.56 20 - 40 0.54 3.3 Dry Density Mg/m ³ 1.04 40 - 80 1.2 6.3 Particle Density (assumed) Mg/m ³ 2.70 80 - 160 0.70 1.5 Voids Ratio 1.5965 160 - 80 0.069 1.4 Degree of Saturation % 85 80 - 40 0.19 0.49 Swelling Pressure kPa - FINAL Moisture Content % 49 PROPERTIES Voids Ratio 1.3313

Variation from BS1377 and reason:

Remarks on testing:

1.600 eo

1.550

1.500 o i t a R

s 1.450 d i o V

1.400

1.350

1.300 1 10 100 1000 Applied Pressure (kPa)

Project Contract SOUTH BENFLEET FSA G130058U WEEDSCREEN REPLACEMENT BOREHOLES Figure LT4/ 1 DETERMINATION OF THE ONE - DIMENSIONAL CONSOLIDATION PROPERTIES BS 1377 : Part 5 : 1990. Method 3 Borehole/Sample No : BH01 / 11 Date : 6 December 2013 Sample Depth (m) : 4.00 - 4.45 Specimen Depth (m) : 4.05 Specimen Details Test Temperature ( ° C) : 19.5 Sample Type : UT Sample Axis Orientation : Vertical Preparation Method : Hand Trimmed Sample Description : Brown CLAY

INITIAL Sample Height mm 18.55 Pressure Mv Cv (ROOT) PROPERTIES Sample Diameter mm 75.06 Range (kPa) (m²/MN) (m²/year) Moisture Content % 71 2 - 50 3.0 0.12 Bulk Density Mg/m ³ 1.58 50 - 100 1.2 0.12 Dry Density Mg/m ³ 0.92 100 - 200 0.82 0.12 Particle Density (assumed) Mg/m ³ 2.70 200 - 400 0.44 0.13 Voids Ratio 1.9288 400 - 200 0.049 0.68 Degree of Saturation % 100 200 - 100 0.17 0.24 Swelling Pressure kPa - FINAL Moisture Content % 44 PROPERTIES Voids Ratio 1.0283

Variation from BS1377 and reason:

Remarks on testing:

2.000

1.800

1.600 o i t a R

s 1.400 d i o V

1.200

1.000

0.800 1 10 100 1000 Applied Pressure (kPa)

Project Contract SOUTH BENFLEET FSA G130058U WEEDSCREEN REPLACEMENT BOREHOLES Figure LT4/ 2 DETERMINATION OF THE ONE - DIMENSIONAL CONSOLIDATION PROPERTIES BS 1377 : Part 5 : 1990. Method 3 Borehole/Sample No : BH02 / 6 Date : 6 December 2013 Sample Depth (m) : 1.20 - 1.65 Specimen Depth (m) : 1.25 Specimen Details Test Temperature ( ° C) : 19.5 Sample Type : UT Sample Axis Orientation : Vertical Preparation Method : Hand Trimmed Sample Description : Brown slightly sandy CLAY

INITIAL Sample Height mm 18.77 Pressure Mv Cv (ROOT) PROPERTIES Sample Diameter mm 74.89 Range (kPa) (m²/MN) (m²/year) Moisture Content % 33 2 - 20 * * Bulk Density Mg/m ³ 1.87 20 - 40 0.063 2.3 Dry Density Mg/m ³ 1.40 40 - 80 0.25 3.2 Particle Density (assumed) Mg/m ³ 2.70 80 - 160 0.29 1.1 Voids Ratio 0.9294 160 - 80 0.048 1.0 Degree of Saturation % 97 80 - 40 0.18 0.25 Swelling Pressure kPa - FINAL Moisture Content % 34 PROPERTIES Voids Ratio 0.8981

Variation from BS1377 and reason:

Remarks on testing: * Sample Swelling

0.950

0.940

0.930 eo

0.920 o i t a R

s 0.910 d i o V 0.900

0.890

0.880

0.870 1 10 100 1000 Applied Pressure (kPa)

Project Contract SOUTH BENFLEET FSA G130058U WEEDSCREEN REPLACEMENT BOREHOLES Figure LT4/ 3 DETERMINATION OF THE ONE - DIMENSIONAL CONSOLIDATION PROPERTIES BS 1377 : Part 5 : 1990. Method 3 Borehole/Sample No : BH02 / 13 Date : 6 December 2013 Sample Depth (m) : 3.20 - 3.65 Specimen Depth (m) : 3.25 Specimen Details Test Temperature ( ° C) : 19.5 Sample Type : UT Sample Axis Orientation : Vertical Preparation Method : Hand Trimmed Sample Description : Brown slightly sandy CLAY

INITIAL Sample Height mm 18.92 Pressure Mv Cv (ROOT) PROPERTIES Sample Diameter mm 74.87 Range (kPa) (m²/MN) (m²/year) Moisture Content % 46 2 - 25 2.3 0.37 Bulk Density Mg/m ³ 1.62 25 - 50 1.6 0.18 Dry Density Mg/m ³ 1.11 50 - 100 1.2 0.33 Particle Density (assumed) Mg/m ³ 2.70 100 - 200 0.73 0.34 Voids Ratio 1.4351 200 - 100 0.071 1.6 Degree of Saturation % 87 100 - 50 0.27 0.59 Swelling Pressure kPa - FINAL Moisture Content % 33 PROPERTIES Voids Ratio 0.9678

Variation from BS1377 and reason:

Remarks on testing:

1.500

eo 1.400

1.300 o i t a R

s 1.200 d i o V

1.100

1.000

0.900 1 10 100 1000 Applied Pressure (kPa)

Project Contract SOUTH BENFLEET FSA G130058U WEEDSCREEN REPLACEMENT BOREHOLES Figure LT4/ 4 Membrane: SampleType: Undrained Shear Strength: Corrected maximum deviator stress at failure divided by two by divided maximum failure at Corrected stress deviator Failure: of Mode Strength: Shear Undrained datum hole exploratory below Metres Undisturbed UD- REMRemoulded; Sample- Orientation: Sample& SpecimenDepth: SamplePreparation: Type: Test Remarks Contract No: G130058U Contract No: G130058U BH01 BH02 BH02 BH02 BH01 BH01 BH01 Hole SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES SOUTH BENFLEETFSAWEEDSCREENREPLACEMENTBOREHOLES CIVILENGINEERING JACKSON 8UT 18 UT 11 0UT 20 UT 13 UT 8 UT 6

Sample No. RESULTSUNDRAINED OF SHEAR STRENGTH TESTS TRIAXIAL IN COMPRESSION

Sample Type dependent on the membrane membrane the A latex on used. was used. dependent Vertical unless stated unless Vertical The correction a correction The sheet key See UU - Unconsolidated undrained; UUM - Unconsolidated undrained multistage undrained UUM Unconsolidated - undrained; Unconsolidated UU- B - Brittle; C - Compound; P - Plastic Compound;P - - C Brittle; B- [Specimen [Specimen Sample Sample Depth D [2.43] [3.30] [5.34] [1.30] [6.16] [4.10] [2.43] 2.40 3.20 5.20 1.20 6.00 2.40 4.00 (m) epth] WITHOUTMEASUREMENT POREWATER OF PRESSURE pplied to the undrained shear strength (kPa) is between 0.01 - 0.09 kPa per 1% strain for 102mm samples and 0.03 - 0.09 kPa for 38mm kPafor 102mm 0.09 for - samples 0.03 and samples 1%strain kPaper 0.09 - 0.01 between is (kPa) strength shear undrained the to pplied UU UU UU UU UU UU Test Type 1.64 .24 1.17 46 1.72 .86 1.03 63 1.68 .32 1.78 20 1.42 2.13 34 1.90 .57 0.96 71 1.65 1.64 Bulk Density (Mg/m³) BS : 1377 8 and Part 9 7 : 1990 : Test 68 68 Moisture Content (%) A ppendix 0.98 0.98 Dry Density (Mg/m³) 0. UD 102.9 UD 100.0 UD 101.2 0. UD 102.5 UD 102.3 UD 101.5 C

Diameter (mm)

Preparation 5 15.5 150 100 40 017.6 50 50 40 40 Cell Pressure (kPa) 20.0 19.6 14.8 20.0 6.0 Failure Strain (%) 757 57 C 7 7 C 10 10 C 7 7 C 10 10 C 83 83 C Mode of Failure

Undrained Shear

Strength cu (kPa)

Average cu (kPa) (Soft) brown (Soft) slightly brown (Soft) slightly (Soft) brown (Soft) CLAY Firm brown Firm CLAY slightly gravelly slightly Figure No. LT5/1 No. Figure gravellyCLAY slightly sandy slightly slightly sandy slightly sandy slightly sandyslightly slightly sandy slightly (Firm) brown (Firm) (Firm) brown (Firm) (Firm) brown (Firm) sandyCLAY Description CLAY CLAY CLAY Certificate of Analysis Date: 18/12/2013 2139 Certificate Number: 13-94329

Client: Fugro Engineering Services Unit 43 Number One Industrial Estate Medomsley Road Consett DH8 6TW

Our Reference: 13-94329

Client Reference: G130058U

Contract Title: South Benfleet FSA Weedscreen Replacement Boreholes

Description: 4 soil samples

Date Received: 11 December 2013

Date Started: 12 December 2013

Date Completed: 17 December 2013

Test Procedures: Identified by prefix DETSn, details available upon request.

Notes: Observations and interpretations are outside the scope of UKAS accreditation

Approved By:

Rob Brown, Business Manager

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 except in full, without the prior written approval of the laboratory.

Derwentside Environmental Testing Services Limited Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY Tel: 01207 582333 • Fax 01207 582444 • email: [email protected] • www.dets.co.uk Page 1 of 4 Information in Support of the Analytical Results

Analysis

Inorganic soil analysis was carried out on a dried sample, crushed to pass a 425um sieve, in accordance with BS1377. Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis. The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28oC +/-2oC.

Key * Denotes test not included in laboratory scope of accreditation # Denotes test that holds MCERTS accreditation, however, MCERTS accreditation is only implied if the report carries the MCERTS logo $ Denotes tests completed by an approved subcontractor I/S Denotes insufficient sample to carry out test U/S Denotes that the sample is not suitable for testing

Disposal

From the issue date of this test certificate, samples will be held for the following times prior to disposal :- Soils - 1 month Liquids - 2 weeks Asbestos (test portion) - 6 months

Derwentside Environmental Testing Services Ltd Page 2 of 4 Summary of Chemical Analysis Soil Samples Our Ref: 13-94329 Client Ref: G130058U Contract Title: South Benfleet FSA Weedscreen Replacement Boreholes

Lab No. 586583 586584 586585 586586 Sample ID BH01 BH01 BH02 BH02 Depth 0.90 4.65 0.95 3.80 Sample Ref 4 13 5 15 Sample Type B B B B Sampling Date 13/11/2013 14/11/2013 12/11/2013 12/11/2013 Sampling Time Test Units DETSxx LOD pH DETSC 2008# 7.7 8.2 7.9 8.2 Sulphate Aqueous Extract as SO4 mg/l DETSC 2076# 10 340 1100 120 1600

Derwentside Environmental Testing Services Ltd Page 3 of 4 Derwentside Environmental Testing Ltd

Sample Comments DETS cannot be held responsible for the integrity of sample(s) received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note "Guidance on Deviating Samples". All samples received are listed below. However, those samples that have additional comments in relation to hold time and/or inappropriate containers are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date/time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters), this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable. Deviating due to headspace presence in Deviating due to holding time being Deviating due to inappropriate container for container for Lab No. Sample ID Date Sampled Containers Received exceeded for test(s) test(s) test(s) 586583 BH01 0.90 SOIL 13/11/2013 Plastic Bag 586584 BH01 4.65 SOIL 14/11/2013 Plastic Bag 586585 BH02 0.95 SOIL 12/11/2013 Plastic Bag 586586 BH02 3.80 SOIL 12/11/2013 Plastic Bag

DETS can supply containers appropriate for the samples and the testing required Page 4 of 4 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

APPENDIX D Drawings

General Site Location Plan Figure LP1

Borehole Location Sketch Figure SP1

Contract No: G130058U Appendix D Contents Page JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

GENERAL SITE LOCATION PLAN

NOTES 1) Diagrams extracted and modified from the Tender Document drawing no. 9W7940/310/001, solely for reporting purpose. 2) Diagrams are NOT TO SCALE.

Contract No: G130058U Appendix D Figure LP1 JACKSON CIVIL ENGINEERING SOUTH BENFLEET FSA WEEDSCREEN REPLACEMENT BOREHOLES

BOREHOLE LOCATION SKETCH

LEGENDS

approximate borehole location

approximate distance between borehole location and site feature

NOTES 1) Diagrams extracted and modified from the Tender Document drawing no. 9W7940/310/001, solely for reporting purpose. 2) Diagrams are NOT TO SCALE.

Contract No: G130058U Appendix D Figure SP1