Ellesmere Port - Baseline Monitoring Boreholes · Ellesmere Port - Baseline Monitoring Boreholes...

OS License Number : 100020449

Ground Investigationat

Ellesmere Port - BaselineMonitoring Boreholes

Factual Report

for

IGas Energy

Engineer : URS Infrastructure &Environmental UK Ltd

Project Number : PN143195

August 2014Issuing office :

North West OfficeGeotechnics LimitedThe Geotechnical CentreUnit 1, Borders Industrial ParkRiver Lane, SaltneyChesterCH4 8RJT: 01244 671 117F: 01244 671 [email protected]

Head Office Coventry

Geotechnics Limited

The Geotechnical Centre

203 Torrington Avenue

Tile Hill

Coventry

CV4 9AP

T: 024 7669 4664

F: 024 7669 4642

[email protected]

South West Office

Geotechnics Limited

The Geotechnical Centre

7 Pinbrook Units

Venny Bridge

Exeter

EX4 8JQ

T: 01392 463 110

F:01392 463 111

[email protected]

Geotechnics Limited, Registered in England No. 1757790 at The Geotechnical Centre, 203 Torrington Avenue, Tile Hill, Coventry CV4 9AP

Ground Investigationat

Factual Report

Ellesmere Port - Baseline MonitoringBoreholes

forIGas Energy

Engineer : Project No:

URS Infrastructure & Environmental UK Ltd PN143195

August 2014

LIST OF CONTENTS

Page No

1.0 INTRODUCTION 1

2.0 OBJECT AND SCOPE OF THE INVESTIGATION 1

3.0 PRESENTATION 1

4.0 THE SITE 1

4.1 Location

4.2 Description

5.0 PROCEDURE 2-3

5.1 Commissioning

5.2 General

5.3 Boreholes

5.4 Instrumentation and Monitoring

6.0 LABORATORY TESTING 3

6.1 Geotechnical

6.2 Contamination

CO

NT

EN

TS

APPENDICES

APPENDIX 1 Site Location Plan

APPENDIX 2 Cable Percussion Borehole Records

APPENDIX 3 In situ Permeability Tests

APPENDIX 4 Laboratory Test Results - Contamination

APPENDIX 5 Exploratory Hole Location Plan

APPENDIX 6 Investigation Techniques and General Notes

AP

PE

ND

ICE

S

Geotechnics Limited Ellesmere Port – Baseline Monitoring Boreholes

The Geotechnical Centre, Factual Report, Project No PN143195, August 2014.

Unit 1 Borders Industrial Park, Form REP005 Rev 2

River Lane, Saltney, Chester, CH4 8RJ Page 1 of 3

1.0 INTRODUCTION

A geo-environmental investigation was undertaken

by Geotechnics Ltd at the site of a proposed

exploratory gas production well in Ellesmere Port.

The investigation was carried out to the instructions

of the Engineer, URS Infrastructure & Environment

UK Ltd on behalf of the Client, IGas Energy plc. This

report describes the work undertaken and presents

the data obtained.

2.0 OBJECT AND SCOPE OF

THE INVESTIGATION

The object of the investigation was to obtain

information on the ground and groundwater

conditions relating to the design of the proposed

works within the limitations posed by trial hole

numbers, locations, depths, methods adopted and

the scope of approved in situ and laboratory testing.

The investigation comprised cable percussive

boreholes, in situ and laboratory testing and

reporting. A Factual Report only was also

commissioned.

3.0 PRESENTATION

A description of the site and a summary of the

procedures followed during the investigation process

are presented in Sections 4 to 6. The factual data so

obtained are presented in Appendices 2 to 5 of this

report. Attention is drawn to the General Notes and

Investigation Procedures presented in Appendix 6 to

aid an understanding of the procedures followed and

the context in which the report should be read.

In addition, data in electronic format in accordance

with “The Electronic Transfer of Geotechnical Data

from Ground Investigations” (Third Edition)

published by the AGS (the AGS Format) are

presented separately on disk, together with a copy

of the report in electronic PDF format.

4.0 THE SITE

4.1 Location

The site is located approximately 0.35km north from

Junction 8 of the M53 motorway and approximately

1.70km northeast of Overpool Railway Station. The

approximate Ordnance Survey Grid Reference for

the site is SJ 396 780 and an extract from the

relevant 1:50,000 Scale O.S. Map is included as

Appendix 1

4.2 Description

The site comprises a portion of cleared land situated

between industrial units. The site is irregular in

shape with maximum dimensions of approximately

175m (northwest to southeast) by 85m (southwest

to northeast).

The site surface comprises hardcore with rough

vegetation around the perimeter and is generally

level. Access to the site is off Merseyton Road.

4.3 Site Geology

The 1:50,000 scale BGS geological map Sheet 97

(Runcorn) Drift Edition dated 1977 shows the site to

be underlain by Glacial Till (recorded as ‘Boulder

Clay’).

As the site has previously been developed, a

thickness of Made Ground should be anticipated.

Borehole logs from a previous ground investigation

in 2011 at the site reported Made Ground. The

Made Ground consisted of reworked Glacial Till,

ash, brick and concrete.

The Solid geology Sheet 97 dated 1980 shows the

site to be underlain by the Chester Pebble Beds

Formation, part of the Sherwood Sandstone Group

of Triassic age. This is typically fine to coarse grained

Sandstone and commonly pebbly.

Ground Investigation Factual Report

at

Ellesmere Port - Baseline Project No : PN143195

Monitoring Boreholes August 2014





5.0 PROCEDURE

5.1 Commissioning

The work was awarded following submission of a

tender for work designed by the Engineer for

ground investigation of the site in accordance with

the Client’s requirements.

5.2 General

The procedures followed in this site investigation are

based on BS 5930:1999 + A2:2010 – Code of Practice

for Site Investigations and BS 10175 (2011)

Investigation of Potentially Contaminated Sites.

The positions of the investigation points are shown

on the Exploratory Hole Location Plan in

Appendix 5.

The Exploratory Hole locations were specified by

the Engineer. Co-ordinates and levels shown on the

Exploratory Hole Records were obtained using a

Leica GPS survey device. The depths quoted on the

records are in metres below ground level.

Prior to the commencement of any intrusive

investigative works, available buried services

information was consulted. At each exploratory hole

location an inspection pit was excavated using hand

tools to a depth of 1.20m below ground level to

check for the presence of underground services.

Prior to and on completion of the excavation, the

location was scanned using a cable avoidance tool

(CAT).

5.3 Cable Percussion Boreholes

Six (6 No.), cable percussion boreholes (numbered

BH101 to BH103, BH104A and BH105 to BH106)

were sunk using 250mm and 200mm diameter casing

and tools to depths varying between 3.19m and

28.60m below ground level. The work was carried

out between 8th and 30th July 2014.

Cable Percussion Borehole BH104 was terminated

within its inspection pit on encountering possible

asbestos. The ground within the pit was dampened

down prior to backfilling.

Samples were taken from the service inspection pit,

where appropriate, for laboratory examination and

analysis. Representative disturbed (D) samples of the

soils encountered were obtained at regular intervals.

In addition, environmental soil samples (ES) were

recovered at the depths indicated on the Borehole

Records.

On encountering groundwater, boring operations

were suspended for 20 minutes in order to record

any rise in water level. Full details of groundwater

observations during site work are included on the

Borehole Records.

Photo-ionisation detection (PID) tests were

undertaken during the drilling by testing the

headspace of the environmental soil samples taken.

The tests were carried out using a suitably calibrated

MiniRAE 2000 PID Meter fitted with a 10.6eV UV

lamp. The results of the PID tests are presented on

the Cable Percussion Borehole Records in

Appendix 2, with the readings reported as Volatile

Organic Compounds (VOCs) recorded in parts per

million.

On completion, standpipes were installed in

Boreholes BH101 to BH103, BH104A and BH105 to

BH106 (see Section 5.4). Cable Percussion Borehole

BH104 was backfilled with arisings on completion.

5.4 Instrumentation and

Monitoring

Long-term monitoring of the gas and groundwater

levels was made possible by the installation of

standpipes as follows:

Exploratory

Hole

127mm

Standpipe

Slotted Pipe

(m)

Filter Zone

(m)

BH101 1.19 to 3.07 0.50 to 3.19

BH102 21.86 to 24.80 20.50 to 25.86

BH103 4.82 to 16.58 4.10 to 16.70

BH104A 17.67 to 25.43 16.80 to 26.49

BH105 4.82 to 17.52 4.20 to 17.64

BH106 21.32 to 27.20 20.10 to 28.26

Monitoring of the gas and groundwater levels will be

undertaken by the Engineer.

Development of the installations by airlifting to

remove any sediment within the installations was

undertaken between 29th and 5th August 2014. The

airlifting techniques were carried out in accordance

with BS ISO 14686 Annex D. Development of the

boreholes continued until the water ran clean and as

instructed by the Engineer.

Following the well development, 50mm diameter

pipes were installed within the 127mm standpipes to

act as access dip tubes. The 50mm pipes were

installed to the base of the 127mm standpipes.





In addition a bladder pump was installed in each

borehole within the 127mm standpipe. The

installations depths of the bladder pumps were

specified by the Engineer and were as follows:

Exploratory Depth m bgl

BH101 2.70

BH102 23.70

BH103 15.90

BH104 24.00

BH105 12.50

BH106 26.00

Headworks were installed to allow gas readings and

which incorporate the airlines for the bladder

pumps.

5.5 In situ Permeability Tests

Following completion of the fieldwork in situ Falling

Head Permeability tests were undertaken in the

standpipes installed in Boreholes BH101 to BH103,

BH104A, BH105 and BH106 in accordance with

BS EN ISO 22282-2:2012 and as instructed by the

Engineer.

The permeability has been estimated using the initial

groundwater level measured in the standpipes and

the results are presented in Appendix 3.

No permeability has been estimated in boreholes

BH101 and BH105 as the standpipes part or all of

the test section is above the groundwater level such

that the test section is not fully saturated.

6.0 LABORATORY TESTING

6.1 Geotechnical No geotechnical laboratory testing was

commissioned by the Engineer/Client.

6.2 Contamination

Selected samples of soil samples were tested at the

laboratories of Jones Environmental Laboratory Ltd.

(UKAS Accredited Laboratory, Number 4225) for a

number of determinands in order to check on

potential site contamination. The determinands were

specified by the Engineer. The specified determinants

are detailed on the results sheets in Appendix 4

together with the test result as well as the test

method, accreditation and detection limit.

Signed for and on behalf of Geotechnics Limited.

Prepared by:

Sarah Burt

BSc (Hons), FGS

Engineer

Reviewed by:

Colin Dodd

BSc (Hons), MSc, CEng, MICE

Principal Engineer

1

APPENDIX 1

Site Location Plan

SITE LOCATION PLAN

Ground InvestigationatEllesmere Port - Baseline Monitoring BoreholesforIGas Energy

© Crown Copyright Reserved, OS License Number: 100020449

2

APPENDIX 2

Cable Percussion Borehole Records

Form REP002 Rev 3

DATA SHEET - Symbols and Abbreviations used on Records Sample Types B Bulk disturbed sample

BLK Block sample

C Core sample

D Small disturbed sample (tub/jar)

E Environmental test sample

ES Environmental soil sample

EW Environmental water sample

G Gas sample

L Liner sample

LB Large bulk disturbed sample

P Piston sample (PF - failed P sample)

TW Thin walled push in sample

U Open Tube - 102mm diameter with blows to take sample. (UF - failed U sample)

UT Thin wall open drive tube sampler - 102mm diameter with blows to take sample. (UTF - failed UT sample)

V Vial sample

W Water sample

# Sample Not Recovered

Insitu Testing / Properties CBRP CBR using TRL probe

CHP Constant Head Permeability Test

COND Electrical conductivity

HV Strength from Hand Vane

ICBR CBR Test

IDEN Density Test

IRES Resistivity Test

MEX CBR using Mexecone Probe Test

PKR Packer Permeability Test

PLT Plate Load Test

PP Strength from Pocket Penetrometer

Temp Temperature

VHP Variable Head Permeability Test

VN Strength from Insitu Vane

w% Water content

(All other strengths from undrained triaxial testing)

S Standard Penetration Test (SPT)

C SPT with cone

N SPT Result

-/- Blows/penetration (mm) after seating drive

-*/- Total blows/penetration (mm)

( ) Extrapolated value

Groundwater Water Strike Depth Water Rose To

Instrumentation Seal Filter Seal

Strata

Made Ground Granular Made Ground Cohesive Topsoil Cobbles and Boulders Gravel

Sand Silt Clay Peat Note: Composite soil types shown by combined symbols Chalk Limestone Sandstone Coal

Strata, Continued Mudstone Siltstone Metamorphic Rock

Fine Grained Medium Grained Coarse Grained Igneous Rock

Fine Grained Medium Grained Coarse Grained

Backfill Materials Arisings Bentonite Seal Concrete Fine Gravel Filter General Fill Gravel Filter Grout Sand Filter Tarmacadam

Rotary Core

RQD Rock Quality Designation (% of intact core >100mm) FRACTURE INDEX Fractures/metre FRACTURE Maximum SPACING (mm) Minimum NI Non-intact core NR No core recovery AZCL Assumed zone of core

loss (where core recovery is unknown it is assumed to be at the base of the run)

BOREHOLE RECORDProject

Client

Engineer BoreholeProject No

Sampling Properties Strata

DepthSampleType kPa

w%

Scale

Description Depth Legend

Boring Groundwater

Depth Dia Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater

Remarks

Symbols andabbreviations areexplained on theaccompanyingkey sheet.

All dimensionsare in metres.

Time Mins

DepthCased &

(to Water)Strength

ProgressDepth Depth Depth to Depth Depth Depth Remarks oninHole

ELLESMERE PORT - BASELINE MONITORING URS INFRASTRUCTURE & ENVIRONMENT BOREHOLES UK LIMITED PN143195

I-GAS ENERGY PLC

G.L. MADE GROUND: Grey slightly sandy fine to coarse angular to subangular gravel of limestone.

0.30 ES 0.30 0.30 PID=<0.1 MADE GROUND: Brown and light brown slightly clayey 0.50 D gravelly fine to coarse sand. Gravel is fine to 0.60 ES coarse angular to subangular of limestone, 0.60 PID=<0.1 sandstone and brick fragments. 1.00 D At 0.70m: Geotextile. 1.00 1.10 ES 1.10 PID=<0.1 MADE GROUND: Firm to stiff brown slightly sandy

slightly gravelly clay. Gravel is fine to coarse 1.50 D angular to subangular of limestone, brick and wood

fragments. Occasional pieces of wire.

1.80 2.00 D MADE GROUND: Firm brown and black slightly sandy 2.00 ES slightly gravelly clay with frequent pieces of wood 2.00 PID=3.8 fragments and bitumen pipe fragments. Strong

hydrocarbon odour. 2.50 D 2.50

Firm to stiff brown mottled grey slightly sandy slightly gravelly CLAY. Gravel is fine to coarse

2.80 ES subangular to subrounded of various lithologies. 2.80 PID=<0.1 3.00 D

3.19 End of Borehole

1.20 0.40 Inspection Pit CC/AC G.L. 28/07/14 11:00 2.10 2.10 1.54 20 No Medium inflow 3.19 0.25 Cable Percussion CC/AC 3.19 3.00 1.54 28/07/14 16:00

Inspection pit hand excavated to 1.20m depth. ES Sample = 1 x 1kg plastic tub, 1 x 258ml amber glass jar and 2 x 60ml VOC vials. PID = Photo-ionisation detector reading measuring Total Volatile Organic Compounds concentration in ppm. A 127mm standpipe was installed to 3.19m with a slotted section from 1.19m to 3.07m with upright lockable protective cover. Backfill details from base of hole: gravel filter up to 0.50m, bentonite seal up to ground level.

Cable Percussion BH101

1:50

Logged by SBu

Logged in accordance with BS5930:1999 + A2:2010

Figure 1 of 1 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

G.L. MADE GROUND: Firm brown slightly sandy slightly

0.20 ES gravelly clay with occasional rootlets. Gravel is 0.20 PID=0.0 fine to coarse angular to subangular of limestone, 0.50 D brick and pipe fragments. Low cobble content. 0.50 ES 0.50 PID=0.0

1.00 D 1.00 1.10 ES MADE GROUND: Firm grey and brownish grey slightly 1.10 PID=0.0 gravelly sandy clay with occasional lenses of grey 1.20

fine to medium sand. Gravel is fine to coarse 1.50 D subangular to subrounded of various lithologies.

Firm to stiff brown mottled grey slightly sandy slightly gravelly CLAY. Gravel is fine to coarse

2.00 D subangular to subrounded of various lithologies. 2.00 ES 2.00 PID=0.0

2.50 D Below 2.50m: No mottling and occasional pockets of fine to medium sand.

3.00 D 3.00 ES 3.00 PID=0.0

3.50 D Below 3.50m: Soft to firm and sandy.

4.00 D

4.50 D

5.00 D

5.50 D

6.00 D

6.50 D

7.00 D

7.50 D

8.00 D

8.50 D

9.00 D

9.50 D Below 9.50m: Occasional lenses of light brown silty fine to medium sand.

10.00 D

1.20 0.40 Inspection Pit CC/AC G.L. 23/07/14 08:00 2.80 1.50 2.50 20 5.00 Slow inflow 26.10 0.25 Cable Percussion CC/AC 20.90 20.90 23/07/14 18:00 13.80 13.80 13.23 20 15.00 Slow inflow

20.90 20.90 20.70 24/07/14 08:00 17.60 17.60 16.63 20 18.00 Slow inflow 26.10 26.10 24/07/14 18:00 22.00 22.00 13.94 20 No Fast inflow

Inspection pit hand excavated to 1.20m depth. ES Sample = 1 x 1kg plastic tub, 1 x 258ml amber glass jar and 2 x 60ml VOC vials. PID = Photo-ionisation detector reading measuring Total Volatile Organic Compounds concentration in ppm. A 127mm standpipe was installed to 25.86m with a slotted section from 21.86m to 24.80m with upright lockable protective cover. Backfill details from base of hole: collapsed material up to 25.86m, gravel filter up to 20.50m, sand filter up to 20.00m, bentonite grout up to ground level.


1:50

Logged by SBu


Figure 1 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

10.50 D

11.00 D

11.50 D

12.00 D

12.50 D 12.50 Stiff reddish brown slightly gravelly sandy CLAY. Gravel is fine to medium subangular to subrounded of various lithologies.

13.00 D

13.50 D Below 13.50m: Occasional lenses of brown fine to medium sand.

14.00 D

14.50 D

15.00 D

15.50 D

16.00 D

16.50 D

17.00 D

17.50 D At 17.50m: Bands of sandy silt and traces of gravel.

18.00 D

18.50 D 18.50 Stiff to very stiff laminated brown sandy CLAY with sandy silt bands.

19.00 D

19.50 D

20.00 D


1:50

Logged by SBu


Figure 2 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

20.50 D

21.00 D

21.50 D

22.00 D 22.00 Reddish brown slightly silty fine to medium SAND with occasional shell fragments.

22.50 D

23.00 D

23.50 D

24.00 D

24.50 D

25.00 D At 25.00m: Occasional pockets of firm brown clay.

25.20 Extremely weak to very weak reddish brown fine to

25.50 D medium grained SANDSTONE (Recovered as slightly sandy gravel, low cobble content).

25.95 D 26.10

End of Borehole


1:50

Logged by SBu


Figure 3 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

G.L. MADE GROUND: Grey slightly sandy fine to coarse angular to subangular gravel of limestone.

0.30 ES 0.30 0.30 PID=1.60 MADE GROUND: Brown and reddish brown slightly 0.50 D clayey gravelly fine to coarse sand. Gravel is fine 0.70 ES to coarse angular to subangular of limestone, 0.70 PID=<0.1 sandstone, pottery and brick fragments. Occasional 1.00 D pieces of metal. 1.00

At 0.70m: Geotextile.

MADE GROUND: Firm dark brown and black slightly 1.50 D sandy slightly gravelly clay with frequent wood 1.50 ES fragments and bitumen pipe fragments. Slight 1.50 PID=<0.1 hydrocarbon odour.

2.00 D

2.50 D 2.50 ES 2.50 PID=2.80

3.00 D 3.00 Firm to stiff brown mottled grey slightly sandy

3.20 ES slightly gravelly CLAY. Gravel is fine to coarse 3.20 PID=<0.1 subangular to subrounded of various lithologies. 3.50 D

4.00 D

4.50 D

5.00 D Below 5.00m: No mottling.

5.50 D Below 5.50m: Occasional lenses of brown fine to medium sand.

6.00 D Below 6.00m: Sandy.

6.50 D

7.00 D

7.50 D

8.00 D

8.50 D

9.00 D

9.50 D

10.00 D

1.20 0.40 Inspection Pit CC/AC G.L. 28/07/14 08:00 3.00 3.00 2.63 20 Slow inflow 16.70 0.25 Cable Percussion CC/AC 2.74 2.70 2.63 28/07/14 18:00 15.80 15.80 14.26 20 Slow inflow

2.74 2.70 1.74 29/07/14 08:00 16.70 16.55 29/07/14 18:00

Inspection pit hand excavated to 1.20m depth. ES Sample = 1 x 1kg plastic tub, 1 x 258ml amber glass jar and 2 x 60ml VOC vials. PID = Photo-ionisation detector reading measuring Total Volatile Organic Compounds concentration in ppm. A 127mm standpipe was installed to 16.70m with a slotted section from 4.82m to 16.58m with upright lockable protective cover. Backfill details from base of hole: gravel filter up to 4.10m, bentonite seal up to ground level.


1:50

Logged by SBu


Figure 1 of 2 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

10.50 D

11.00 D

11.50 D

12.00 D Below 12.00m: Occasional bands of brown fine to medium sand.

12.50 D

13.00 D

13.50 D

14.00 D

14.50 D

15.00 D

15.50 D

16.00 D

16.50 D



1:50

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Figure 2 of 2 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

G.L. MADE GROUND: Grey slightly sandy fine to coarse 0.17

0.17 D angular to subangular gravel of limestone. 0.20 ES 0.20 PID=0.0 MADE GROUND: Reddish brown slightly silty gravelly 0.50 D fine to coarse sand. Gravel is fine to coarse 0.50 ES angular to subangular of limestone and brick 0.70 0.50 PID=0.0 fragments. Occasional pieces of wire. 0.80 ES 0.80 PID=0.0 MADE GROUND: Firm to stiff greyish brown 1.00 D occasionally black slightly sandy slightly gravelly

clay with occasional rootlets. Gravel is fine to 1.50 D coarse angular to subangular of brick, wire and 1.50

pipe fragments. At 0.70m: Geotextile. At 1.50m: Possible asbestos encountered.

End of Borehole

1.20 0.40 Inspection Pit CC/AC G.L. 15/07/14 08:00 None encountered 1.50 0.25 Cable Percussion CC/AC 1.50 - DRY 15/07/14 18:00

Inspection pit hand excavated to 1.20m depth. The Borehole was terminated at a depth of 1.50m due to the presence of possible asbestos. Ground dampened down and hole backfilled. Rig moved to BH104A. ES Sample = 1 x 1kg plastic tub, 1 x 258ml amber glass jar and 2 x 60ml VOC vials. PID = Photo-ionisation detector reading measuring Total Volatile Organic Compounds concentration in ppm. Backfill details from base of hole: arisings up to ground level.


1:50

Logged by SBu


Figure 1 of 1 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

G.L. MADE GROUND: Grey slightly sandy fine to coarse

0.20 D angular to subangular gravel of limestone. 0.20 0.25 ES 0.25 PID=0.0 MADE GROUND: Reddish brown slightly silty gravelly 0.50 D fine to coarse sand. Gravel is fine to coarse 0.50 ES angular to subangular of limestone, brick and wood 0.75 0.50 PID=0.0 fragments. 1.00 D 1.00 ES MADE GROUND: Firm dark brown and brown occasionally 1.00 PID=0.0 black slightly sandy slightly gravelly clay with

occasional rootlets. Gravel is fine to coarse 1.50 D angular to subangular of sandstone, brick and wood

fragments. At 0.75m: Geotextile.

2.00 D Below 2.00m: Bitumen pipe fragments. Slight 2.00 ES hydrocarbon odour. 2.00 PID=3.2

2.50 D 2.60 ES 2.60 2.60 PID=0.0 Possible MADE GROUND: Soft dark grey and brownish 2.70 2.70 D grey occasionally black slightly gravelly sandy 3.00 D clay with occasional pockets of yellowish brown 3.00 ES fine to medium sand. Gravel is fine to medium

subangular to subrounded of various lithologies.

3.50 D Firm to stiff reddish brown mottled grey slightly sandy slightly gravelly CLAY. Gravel is fine to coarse subangular to subrounded of various lithologies.


4.50 D

5.00 D

5.50 D Below 5.50m: Occasional lenses of fine to coarse sand.

6.00 D

6.50 D

7.00 D At 7.00m: Sandy.

7.50 D

8.00 D

8.50 D

9.00 D

9.50 D Between 9.50m and 10.00m: Soft to firm.

10.00 D

1.20 0.40 Inspection Pit CC/AC G.L. 15/07/14 10:00 2.00 2.00 1.73 20 Slow inflow 25.25 0.25 Cable Percussion CCAC 11.00 11.00 DRY 15/07/14 17:00 11.00 11.00 10.60 20 Slow inflow 26.90 0.20 Cable Percussion CC/AC 11.00 11.00 10.60 16/07/14 08:00 17.50 17.50 12.59 20 Fast inflow

25.25 25.25 12.33 16/07/14 18:00 25.25 25.25 10.37 17/07/14 08:00 26.90 2525 10.15 17/07/14 18:00


Cable Percussion BH104A

1:50

Logged by SBu


Figure 1 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

10.50 D Below 10.50m: Occasional bands of brown fine to medium sand.

11.00 D

11.50 D

12.00 D

12.50 D

13.00 D

13.50 D

14.00 D

14.50 D

15.00 D 15.00 Stiff reddish brown slightly gravelly sandy CLAY with occasional bands of reddish brown slightly silty fine to coarse sand. Gravel is fine to coarse

15.50 D subangular to subrounded of various lithologies.

16.00 D

16.50 D Between 16.50-17.00m: Soft to firm.

17.00 D

17.50 D 17.50 Reddish brown silty fine to medium SAND with traces of gravel.

18.00 D

18.50 D

19.00 D

19.50 D

20.00 D 20.00 Firm laminated brown sandy CLAY.

Chiselling: 25.65-26.90m for 60 minutes.


1:50

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Figure 2 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

20.20 Brown slightly gravelly silty fine to medium SAND.

20.50 D Gravel is fine to medium subangular to subrounded of various lithologies.

21.00 D

21.50 D

22.00 D

22.50 D Below 22.50m: Occasional pockets of firm brown clay.

23.00 D

23.50 D

24.00 D 24.00 Sandstone BOULDER.

24.50 D 24.50 Brown and greyish brown slightly silty sandy fine to coarse subangular to rounded GRAVEL of various lithologies.

25.00 D Below 25.00m: Grading to reddish brown slightly silty gravelly fine to coarse SAND.

25.50 D 25.65

Extremely weak reddish brown fine to coarse grained SANDSTONE (Recovered as sandy gravel).

26.00 D

26.50 D



1:50

Logged by SBu


Figure 3 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

G.L. MADE GROUND: Firm dark brown occasionally black

0.20 ES slightly sandy slightly gravelly clay with 0.20 PID=<0.1 occasional rootlets. Gravel is fine to coarse 0.30 0.50 D angular to subangular of brick and clayware pipe 0.60 ES fragments. 0.60 PID=<0.1

MADE GROUND: Firm to stiff reddish brown slightly 1.00 D sandy slightly gravelly clay with lenses of 1.00 ES orangish brown fine to coarse sand. Gravel is fine 1.00 PID=<0.1 to coarse angular to subangular of sandstone,

clinker and brick fragments. 1.50 D 1.50 1.50 ES Firm to stiff brown mottled grey slightly sandy 1.50 PID=<0.1 slightly gravelly CLAY. Gravel is fine to coarse

subangular to subrounded of various lithologies. 2.00 D

2.30 ES 2.30 PID=<0.1 2.50 D

3.00 D 3.00 ES 3.00 PID=<0.1

3.50 D Below 3.50m: Occasional lenses of brown fine to coarse sand.

4.00 D


5.00 D


6.00 D

6.50 D

7.00 D

7.50 D

8.00 D

8.50 D

9.00 D

9.50 D

10.00 D

1.20 0.40 Inspection Pit CC/AC G.L. 30/07/14 08:00 11.60 11.60 11.26 20 Slow inflow 18.00 0.25 Cable Percussion CC/AC 18.00 18.00 30/07/14 18:00



1:50

Logged by SBu


Figure 1 of 2 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

10.50 D

11.00 D

11.50 D Between 11.50m to 12.00m: Stiff to very stiff.

12.00 D

12.50 D

13.00 D

13.50 D

14.00 D

14.50 D

15.00 D

15.50 D At 15.50m: Occasional laminations of sandy silt.

16.00 D

16.50 D

17.00 D 17.00 Very stiff reddish brown slightly gravelly sandy CLAY. Gravel is fine to coarse subangular to subrounded of various lithologies.

17.50 D

18.00 D 18.00 End of Borehole


1:50

Logged by SBu


Figure 2 of 2 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

G.L. Grass over MADE GROUND: Soft to firm dark brown slightly sandy slightly gravelly clay with

0.30 ES occasional rootlets. Gravel is fine to coarse 0.30 0.30 PID=0.0 angular to subangular of brick and clayware pipe 0.50 D fragments. 0.50 ES 0.50 PID=0.0 MADE GROUND: Firm to stiff reddish brown streaked 1.00 D grey slightly sandy slightly gravelly clay with 1.00 ES occasional lenses of brown fine to medium sand. 1.00 PID=0.0 Gravel is fine to coarse angular to subangular

including brick and clayware pipe fragments. 1.50 D

1.90 1.90 D MADE GROUND: Soft to firm dark greyish brown and 2.00 ES brown slightly gravelly sandy clay with a low 2.00 PID=0.0 angular cobble content of concrete. Gravel is fine

to coarse angular to subangular including clinker, 2.40 D wood, concrete and brick fragments. 2.50 ES Below 2.40m: Occasional lenses of brown fine to 2.50 PID=0.0 coarse sand. 2.80 D 2.80 3.00 ES Stiff reddish brown mottled grey slightly sandy 3.00 PID=0.0 slightly gravelly CLAY. Gravel is fine to coarse

subangular to subrounded of various lithologies.

3.50 D

4.00 D

4.50 D

5.00 D Below 5.00m: Firm, no grey mottling.


6.00 D

6.50 D

7.00 D

7.50 D

8.00 D Between 8.00m to 8.50m: Soft to firm.

8.50 D

9.00 D

9.50 D

10.00 D

1.20 0.40 Inspection Pit MP/SA G.L. 08/07/14 08:00 10.40 10.00 9.90 20 Slow inflow. 26.75 0.25 Cable Percussion MP/SA 11.00 11.00 9.90 08/07/14 18:00 14.90 14.00 14.40 20 Slow inflow. 28.60 0.20 Cable Percussion MP/SA 11.00 11.00 7.10 09/07/14 08:00

20.45 20.50 12.45 09/07/14 18:00 20.45 20.50 11.20 10/07/14 08:00 28.60 26.75 11.40 10/07/14 18:00



1:50

Logged by SBu Checked by JK


Figure 1 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

At 10.40m: Thin band of sand. 10.50 D

11.00 D 11.00 Firm to stiff reddish brown slightly gravelly sandy CLAY with occasional lenses of brown fine to medium sand. Gravel is fine to coarse subangular to

11.50 D subrounded of various lithologies.

12.00 D

12.50 D

13.00 D

13.50 D

14.00 D

14.50 D Below 14.50m: Soft to firm.

At 14.90m: Thin band of sand. 15.00 D

15.50 D

15.70 D 15.70 Stiff becoming very stiff reddish brown slightly gravelly sandy CLAY with occasional bands of fine to coarse subangular to rounded gravel of various lithologies.

16.50 D Below 16.50m: Occasional lenses of fine to medium sand.

17.00 D Below 17.00m: Low cobble content, subrounded to rounded of various lithologies.

17.50 D

18.00 D

18.50 D

19.00 D

19.50 D

20.00 D

Chiselling: 16.10-16.50m for 60 minutes and 17.70-18.20m for 90 minutes and 19.20-19.50m for 60 minutes and 19.90-20.20m for 45 minutes and 27.40-28.60m for 300 minutes.


1:50



Figure 2 of 3 27/08/2014


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



I-GAS ENERGY PLC

20.30 20.50 D Very stiff brown slightly gravelly sandy CLAY with 20.50

occasional bands of fine to coarse subangular to rounded gravel of various lithologies.

21.00 D Brown slightly silty slightly gravelly fine to medium SAND. Gravel is fine to medium subangular to subrounded of various lithologies.

21.50 D

22.00 D

22.50 D Below 22.50m: Occasional bivalve shell fragments.

23.00 D

23.50 D Below 23.50m: Silty.

24.00 D At 24.00m: Occasional pockets of firm brown sandy clay.

24.50 D

25.00 D

25.50 D

26.00 D

26.50 D At 26.50m: Reddish brown.

26.70 D 26.70 Stiff thinly laminated brown slightly sandy CLAY with occasional bands of brown fine to coarse subangular to rounded gravel.

27.40 Extremely weak reddish brown fine to coarse grained SANDSTONE with occasional bands of subangular to

27.70-28.40 D rounded fine to coarse gravel -sized clasts of quartzite (Recovered as gravelly sand).

28.40 Extremely weak reddish brown fine to medium grained SANDSTONE (Recovered as gravelly sand). 28.60 At 28.60m: Very weak and yellowish brown.

End of Borehole


1:50



Figure 3 of 3 27/08/2014

3

APPENDIX 3

In situ Permeability Tests

Client

Hole dia (m)=0.250

Pipe dia (m)= 0.127

(minutes) (m) (minutes) (m)

0.0 0.710 Datum (m) =

0.1 0.790

0.2 0.830

0.3 0.850

0.3 0.870

0.5 0.920

0.6 0.950

0.7 0.970 WL

0.8 0.985 Before 3.16

0.8 1.000 After 3.16

0.9 1.030

1.0 1.050

2.0 1.220

3.0 1.360

4.0 1.470

5.0 1.540

6.0 1.650

7.0 1.700

8.0 1.730 m

9.0 1.760 m

10.0 1.770 m

15.0 1.830 m

20.0 1.860 m

25.0 1.870 m

30.0 1.880 m2

45.0 1.885 m

60.0 1.885 mins

Falling Head

Diameter for flow (D f)

Test Length (L)

Shape factor derived from BS5930: 1999: Section 4

Unable to calculate permeabilty as test section not fully saturated before test commenced.

Type of Test

INSITU TESTING - Permeability (Borehole)Form INS005 Rev 5

Sheet 1 of 2

Depth of water

below Top of

Casing

(continued)

1.30

Length of

test section

(m) = 2.01

1.15

Depth of water

below Top of

Casing

Area of borehole (A)

Persons present during test:

Head at end of Test (H f)

Time Elapsed at end of test (t f)

Permeability (k)=

0.127

0.130

60.0

#

Remarks

-0.71

Depth of casing

below GL (m)=

Depth to Standing Water Level

Depth to Induced Water Level 0.710

2.010

1.27E-02

Ellesmere Port - Baseline Monitoring Boreholes

ELAPSED

TIME

(Continued)

(negative value if above ground)

Height of

casing/Datum

above GL (m) =

Test No

Date 05/08/2014

1

0.250

IGas Energy

Project BH101Borehole

Project No PN143195

Top of

Casing

ELAPSED TIME

Depth of borehole

below GL (m)

VARIABLE HEAD TEST

Differential head at start (H o)

Diameter for shape factor (D s)

1.300

2.010

Depth to

Ground

water (m) =

Client

Time

(mins)

Relative Depth

from Ground

Level

(m)

Ht

(m) Ht/Ho

0.00 1.30 1.00

0.08 0.08 1.22 0.94

0.17 0.12 1.18 0.91

0.25 0.14 1.16 0.89

0.33 0.16 1.14 0.88

0.50 0.21 1.09 0.84

0.58 0.24 1.06 0.82

0.67 0.26 1.04 0.80

0.75 0.28 1.03 0.79

0.83 0.29 1.01 0.78

0.91 0.32 0.98 0.75

1.00 0.34 0.96 0.74

2.00 0.51 0.79 0.61

3.00 0.65 0.65 0.50

4.00 0.76 0.54 0.42

5.00 0.83 0.47 0.36

6.00 0.94 0.36 0.28

7.00 0.99 0.31 0.24

8.00 1.02 0.28 0.22

9.00 1.05 0.25 0.19

10.00 1.06 0.24 0.18

15.00 1.12 0.18 0.14

20.00 1.15 0.15 0.12

25.00 1.16 0.14 0.11

30.00 1.17 0.13 0.10

45.00 1.18 0.13 0.10

60.00 1.18 0.13 0.10

Time at ratio H/Ho=.37 :

Project

05/08/2014


Measured

Depth

(m)

0.71

Form INS005 Rev 4

Sheet 2 of 2

Ellesmere Port - Baseline Monitoring Boreholes Borehole BH101

Test No 1

PN143195Project No

Remarks

0.79

0.83

0.85

0.87

0.92

0.95

1.76

1.54

1.65

IGas Energy Date

1.22

1.36

INSITU TESTING - Permeability (Borehole)

1.70

1.73

1.77

1.83

1.86

1.87

1.88

1.89

0.97

0.99

1.00

1.03

1.05

1.47

1.89

0

10

20

30

40

50

60

70

80

90

100

110

120

130

0.101.00

Head ratio Ht/Ho (log scale)

Ela

pse

d t

ime t

(m

inu

tes)

Client

Hole dia (m)=0.250

Pipe dia (m)= 0.127


0.0 8.000 Datum (m) =

0.1 8.420

0.2 8.650

0.3 8.850

0.3 9.000

0.4 9.090

0.5 9.250

0.6 9.320 WL

0.7 9.410 Before 25.85

0.8 9.460 After 25.85

0.8 9.510

0.9 9.560

1.0 9.600

2.0 9.800

2.5 9.850

3.0 9.870

3.5 9.900

4.0 9.910

4.5 9.920 m

5.0 9.930 m

6.0 9.950 m

7.0 9.960 m

9.0 9.970 m

10.0 9.980 m

15.0 9.990 m2

20.0 9.995 m

25.0 10.000 mins

30.0 10.000

45.0 10.000

60.0 10.000 8.225

1.300 mins

Depth of borehole

below GL (m)

(BASIC TIME LAG APPROACH)VARIABLE HEAD TEST

Differential head at start (Ho)

Diameter for shape factor (Ds)

2.650

3.990

Depth to

Ground

water (m) =

0.250

IGas Energy


Project No PN143195

Top of

Casing

ELAPSED TIME


ELAPSED

TIME

(Continued)


Height of

casing/Datum

above GL (m) =

Test No

Date 06/08/2014

1

Remarks

-0.61

Depth of casing

below GL (m)=



10.650

1.27E-02

0.127

0.650

60.0

1.97E-05 m/sec

Intake factor (F)

Time Lag (T)

Permeability (K) = A/FT



Head at end of Test (Hf)

Time Elapsed at end of test (tf)

Type of Test


Sheet 1 of 2

Depth of water

below Top of

Casing

(continued)

10.04

Length of

test section

(m) = 3.99

21.86

Depth of water

below Top of

Casing



Test Length (L)

Falling Head

Client

Time

(mins)

Relative Depth

from Ground

Level

(m)

Ht

(m) Ht/Ho

7.39 2.65 1.00

0.08 7.81 2.23 0.84

0.17 8.04 2.00 0.75

0.25 8.24 1.80 0.68

0.33 8.39 1.65 0.62

0.41 8.48 1.56 0.59

0.50 8.64 1.40 0.53

0.58 8.71 1.33 0.50

0.66 8.80 1.24 0.47

0.75 8.85 1.19 0.45

0.83 8.90 1.14 0.43

0.92 8.95 1.09 0.41

1.00 8.99 1.05 0.40

2.00 9.19 0.85 0.32

2.50 9.24 0.80 0.30

3.00 9.26 0.78 0.29

3.50 9.29 0.75 0.28

4.00 9.30 0.74 0.28

4.50 9.31 0.73 0.28

5.00 9.32 0.72 0.27

6.00 9.34 0.70 0.26

7.00 9.35 0.69 0.26

9.00 9.36 0.68 0.26

10.00 9.37 0.67 0.25

15.00 9.38 0.66 0.25

20.00 9.39 0.65 0.25

25.00 9.39 0.65 0.25

30.00 9.39 0.65 0.25

45.00 9.39 0.65 0.25

60.00 9.39 0.65 0.25

9.32

9.41

9.46

9.51

9.56

9.85

10.00

10.00

10.00

9.91

9.92

9.95

9.96

9.97

9.98

9.99

10.00

9.87

9.90

IGas Energy Date

9.60

9.80


Remarks

8.42

8.65

8.85

9.00

9.09

9.25

9.93

Form INS005 Rev 4

Sheet 2 of 2


Test No 1

PN143195Project No

Project

06/08/2014


Measured

Depth

(m)

8.00

10.00

1.3Time at ratio H/Ho=.37 :

0

10

20

30

40

50

60

70

80

0.101.00


Ela

pse

d t

ime t

(m

inu

tes)

Client

Hole dia (m)=0.250

Pipe dia (m)= 0.127


0.0 0.000 Datum (m) =

0.4 0.210

0.5 0.220

0.6 0.230

0.7 0.240

0.8 0.255

0.8 0.260

0.9 0.270 WL

1.0 0.280 Before 16.55

2.0 0.390 After 16.55

3.0 0.480

4.0 0.560

5.0 0.650

6.0 0.710

7.0 0.780

8.0 0.850

9.0 0.910

10.0 0.960

11.0 1.020 m

15.0 1.240 m

20.0 1.460 m

25.0 1.670 m

30.0 1.870 m

40.0 2.170 m

50.0 2.400 m2

60.0 2.600 m

90.0 3.040 mins

120.0 3.220

150.0 3.385

18.717

50.000 mins

Depth of borehole

below GL (m)




3.795

11.880

Depth to

Ground

water (m) =

0.250

IGas Energy


Project No PN143195

Top of

Casing

ELAPSED TIME


ELAPSED

TIME

(Continued)


Height of

casing/Datum

above GL (m) =

Test No

Date 05/08/2014

1

Remarks

-0.19

Depth of casing

below GL (m)=



3.795

1.27E-02

0.127

0.410

150.0

2.26E-07 m/sec

Intake factor (F)

Time Lag (T)






Type of Test


Sheet 1 of 2

Depth of water

below Top of

Casing

(continued)

3.61

Length of

test section

(m) = 11.88

4.67

Depth of water

below Top of

Casing



Test Length (L)

Falling Head

Client

Time

(mins)

Relative Depth

from Ground

Level

(m)

Ht

(m) Ht/Ho

(0.19) 3.80 1.00

0.42 0.03 3.59 0.94

0.50 0.04 3.58 0.94

0.58 0.05 3.57 0.94

0.67 0.06 3.56 0.94

0.75 0.07 3.54 0.93

0.83 0.08 3.54 0.93

0.92 0.09 3.53 0.93

1.00 0.10 3.52 0.93

2.00 0.21 3.41 0.90

3.00 0.30 3.32 0.87

4.00 0.38 3.24 0.85

5.00 0.47 3.15 0.83

6.00 0.53 3.09 0.81

7.00 0.60 3.02 0.79

8.00 0.67 2.95 0.78

9.00 0.73 2.89 0.76

10.00 0.78 2.84 0.75

11.00 0.84 2.78 0.73

15.00 1.06 2.56 0.67

20.00 1.28 2.34 0.62

25.00 1.49 2.13 0.56

30.00 1.69 1.93 0.51

40.00 1.99 1.63 0.43

50.00 2.22 1.40 0.37

60.00 2.42 1.20 0.31

90.00 2.86 0.76 0.20

120.00 3.04 0.58 0.15

150.00 3.20 0.41 0.11

0.27

0.28

0.39

0.48

0.56

0.78

3.04

3.22

3.39

0.96

1.02

1.46

1.67

1.87

2.17

2.40

2.60

0.85

0.91

IGas Energy Date

0.65

0.71


Remarks

0.21

0.22

0.23

0.24

0.26

0.26

1.24

Form INS005 Rev 4

Sheet 2 of 2


Test No 1

PN143195Project No

Project

05/08/2014


Measured

Depth

(m)


0

10

20

30

40

50

60

70

80

90

100

110

120

130

0.101.00


Ela

pse

d t

ime t

(m

inu

tes)

Client

Hole dia (m)=0.250

Pipe dia (m)= 0.127


0.0 8.200 Datum (m) =

0.2 8.600

0.3 8.950

0.3 9.260

0.4 9.420

0.5 9.520

0.6 9.620

0.7 9.700 WL

0.8 9.800 Before 26.49

0.8 9.870 After 26.49

0.9 9.930

1.0 9.970

2.0 10.280

3.0 10.400

4.0 10.450

5.0 10.480

6.0 10.500

7.0 10.520

8.5 10.540 m

9.5 10.550 m

10.0 10.560 m

15.0 10.580 m

20.0 10.590 m

25.0 10.600 m

30.0 10.610 m2

60.0 10.610 m

mins

14.553

0.700 mins

Depth of borehole

below GL (m)




2.440

8.590

Depth to

Ground

water (m) =

0.250

IGas Energy

Project BH104ABorehole

Project No PN143195

Top of

Casing

ELAPSED TIME


ELAPSED

TIME

(Continued)


Height of

casing/Datum

above GL (m) =

Test No

Date 05/08/2014

1

Remarks

-0.51

Depth of casing

below GL (m)=



10.640

1.27E-02

0.127

0.030

60.0

2.07E-05 m/sec

Intake factor (F)

Time Lag (T)






Type of Test


Sheet 1 of 2

Depth of water

below Top of

Casing

(continued)

10.13

Length of

test section

(m) = 8.59

17.90

Depth of water

below Top of

Casing



Test Length (L)

Falling Head

Client

Time

(mins)

Relative Depth

from Ground

Level

(m)

Ht

(m) Ht/Ho

7.69 2.44 1.00

0.16 8.09 2.04 0.84

0.25 8.44 1.69 0.69

0.33 8.75 1.38 0.57

0.42 8.91 1.22 0.50

0.50 9.01 1.12 0.46

0.58 9.11 1.02 0.42

0.67 9.19 0.94 0.39

0.75 9.29 0.84 0.34

0.83 9.36 0.77 0.32

0.92 9.42 0.71 0.29

1.00 9.46 0.67 0.27

2.00 9.77 0.36 0.15

3.00 9.89 0.24 0.10

4.00 9.94 0.19 0.08

5.00 9.97 0.16 0.07

6.00 9.99 0.14 0.06

7.00 10.01 0.12 0.05

8.50 10.03 0.10 0.04

9.50 10.04 0.09 0.04

10.00 10.05 0.08 0.03

15.00 10.07 0.06 0.02

20.00 10.08 0.05 0.02

25.00 10.09 0.04 0.02

30.00 10.10 0.03 0.01

60.00 10.10 0.03 0.01

9.70

9.80

9.87

9.93

9.97

10.45

10.52

10.54

10.56

10.58

10.59

10.60

10.61

10.61

10.48

10.50

IGas Energy Date

10.28

10.40


Remarks

8.60

8.95

9.26

9.42

9.52

9.62

10.55

Form INS005 Rev 4

Sheet 2 of 2

Ellesmere Port - Baseline Monitoring Boreholes Borehole BH104A

Test No 1

PN143195Project No

Project

05/08/2014


Measured

Depth

(m)

8.20


0

1

2

3

4

5

6

7

8

9

10

0.101.00


Ela

pse

d t

ime t

(m

inu

tes)

Client

Hole dia (m)=0.250

Pipe dia (m)= 0.127


0.0 0.090 Datum (m) =

0.1 0.520

0.2 0.800

0.3 1.140

0.3 1.380

0.4 1.420

0.5 1.640

0.6 1.820 WL

0.7 1.970 Before 17.62

0.8 2.130 After 17.62

0.8 2.330

0.9 2.450

1.0 2.570

1.1 2.730

2.0 4.000

2.5 4.550

3.0 5.000

3.5 5.230

4.0 5.420 m

4.5 5.680 m

5.0 5.820 m

6.0 6.160 m

7.0 6.460 m

8.0 6.740 m

9.0 6.970 m2

10.0 7.180 m

15.0 7.950 mins

20.0 8.440

25.0 8.760

30.0 8.960

45.0 9.290

60.0 9.420

Falling Head


Test Length (L)


Unable to calculate permeability due to test section not being fully saturated before test commenced.

Type of Test


Sheet 1 of 2

Depth of water

below Top of

Casing

(continued)

9.56

Length of

test section

(m) = 12.42

5.20

Depth of water

below Top of

Casing





Permeability (k)=

0.127

0.230

60.0

#

Remarks

-0.09

Depth of casing

below GL (m)=



9.650

1.27E-02


ELAPSED

TIME

(Continued)


Height of

casing/Datum

above GL (m) =

Test No

Date 06/08/2014

1

0.250

IGas Energy


Project No PN143195

Top of

Casing

ELAPSED TIME

Depth of borehole

below GL (m)

VARIABLE HEAD TEST



9.560

12.420

Depth to

Ground

water (m) =

Client

Time

(mins)

Relative Depth

from Ground

Level

(m)

Ht

(m) Ht/Ho

0.00 9.56 1.00

0.08 0.43 9.13 0.96

0.17 0.71 8.85 0.93

0.25 1.05 8.51 0.89

0.33 1.29 8.27 0.87

0.42 1.33 8.23 0.86

0.50 1.55 8.01 0.84

0.58 1.73 7.83 0.82

0.67 1.88 7.68 0.80

0.75 2.04 7.52 0.79

0.83 2.24 7.32 0.77

0.92 2.36 7.20 0.75

1.00 2.48 7.08 0.74

1.08 2.64 6.92 0.72

2.00 3.91 5.65 0.59

2.50 4.46 5.10 0.53

3.00 4.91 4.65 0.49

3.50 5.14 4.42 0.46

4.00 5.33 4.23 0.44

4.50 5.59 3.97 0.42

5.00 5.73 3.83 0.40

6.00 6.07 3.49 0.37

7.00 6.37 3.19 0.33

8.00 6.65 2.91 0.30

9.00 6.88 2.68 0.28

10.00 7.09 2.47 0.26

15.00 7.86 1.70 0.18

20.00 8.35 1.21 0.13

25.00 8.67 0.89 0.09

30.00 8.87 0.69 0.07

45.00 9.20 0.36 0.04

60.00 9.33 0.23 0.02

Time at ratio H/Ho=.37 :

8.96

9.29

9.42

Project

06/08/2014


Measured

Depth

(m)

0.09

Form INS005 Rev 4

Sheet 2 of 2


Test No 1

PN143195Project No

Remarks

0.52

0.80

1.14

1.38

1.42

1.64

5.68

4.55

5.00

IGas Energy Date

2.57

2.73


5.23

5.42

5.82

6.16

6.46

6.74

6.97

7.18

1.82

1.97

2.13

2.33

2.45

4.00

7.95

8.44

8.76

0

10

20

30

40

50

60

0.101.00


Ela

pse

d t

ime t

(m

inu

tes)

Client

Hole dia (m)=0.250

Pipe dia (m)= 0.127


0.0 8.200 Datum (m) =

0.2 9.330

0.3 9.400

0.3 9.480

0.4 9.540

0.5 9.570

0.6 9.600

0.7 9.630 WL

0.8 9.650 Before 28.26

0.8 9.670 After 28.26

0.9 9.690

1.0 9.700

2.0 9.750

3.0 9.770

4.0 9.780

5.0 9.790

6.0 9.790

8.0 9.800

9.0 9.800 m

11.0 9.800 m

15.0 9.800 m

20.0 9.805 m

25.0 9.810 m

35.0 9.810 m

45.0 9.815 m2

m

mins

11.993

0.130 mins

Depth of borehole

below GL (m)

(GENERAL APPROACH)VARIABLE HEAD TEST



1.630

6.660

Depth to

Ground

water (m) =

0.250

IGas Energy


Project No PN143195

Top of

Casing

ELAPSED TIME


ELAPSED

TIME

(Continued)


Height of

casing/Datum

above GL (m) =

Test No

Date 05/08/2014

1

Remarks

-0.21

Depth of casing

below GL (m)=



9.830

1.27E-02

0.127

0.020

45.0

1.35E-04 m/sec

Intake factor (F)

Time Lag (T)






Type of Test


Sheet 1 of 2

Depth of water

below Top of

Casing

(continued)

9.63

Length of

test section

(m) = 6.66

21.60

Depth of water

below Top of

Casing



Test Length (L)

Falling Head

Client

Time

(mins)

Relative Depth

from Ground

Level

(m)

Ht

(m) Ht/Ho

8.00 1.63 1.00

0.17 9.13 0.50 0.31

0.25 9.20 0.43 0.26

0.33 9.28 0.35 0.21

0.42 9.34 0.29 0.18

0.50 9.37 0.26 0.16

0.58 9.40 0.23 0.14

0.67 9.43 0.20 0.12

0.75 9.45 0.18 0.11

0.83 9.47 0.16 0.10

0.92 9.49 0.14 0.09

1.00 9.50 0.13 0.08

2.00 9.55 0.08 0.05

3.00 9.57 0.06 0.04

4.00 9.58 0.05 0.03

5.00 9.59 0.04 0.02

6.00 9.59 0.04 0.02

8.00 9.60 0.03 0.02

9.00 9.60 0.03 0.02

11.00 9.60 0.03 0.02

15.00 9.60 0.03 0.02

20.00 9.60 0.03 0.02

25.00 9.61 0.02 0.01

35.00 9.61 0.02 0.01

45.00 9.61 0.02 0.01

9.63

9.65

9.67

9.69

9.70

9.78

9.80

9.80

9.80

9.81

9.81

9.81

9.82

9.79

9.79

IGas Energy Date

9.75

9.77


Remarks

9.33

9.40

9.48

9.54

9.57

9.60

9.80

Form INS005 Rev 4

Sheet 2 of 2


Test No 1

PN143195Project No

Project

05/08/2014


Measured

Depth

(m)

8.20


0

1

2

3

4

5

6

7

8

9

10

0.101.00


Ela

pse

d t

ime t

(m

inu

tes)

4

APPENDIX 4

Laboratory Test Results - Contamination

Unit 3 Deeside Point

Zone 3

Deeside Industrial Park

Deeside

Geotechnics

Attention :

Date :

Your reference :

Our reference :

Location :

Date samples received :

Status :

Issue :

Bob Millward BSc FRSC

Principal Chemist

1

Jones Environmental Laboratory

CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Sarah Burt

Unit 1B

Borders Industrial Park

River Lane

Chester

Cheshire

CH4 8RJ

Registered Address : Unit 3 Deeside Point, Zone 3, Deeside Industrial Park, Deeside, CH5 2UA. UK

Six samples were received for analysis on 9th July, 2014. 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.

Paul Lee-Boden BSc

Project Manager

12th August, 2014

PN143195

Ellesmere Port Baseline Monitoring

9th July, 2014

Final report

Compiled By:

Test Report 14/7843 Batch 1

QF-PM 3.1.1 v15Please 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 8

Client Name: Report : Solid

Reference:

Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub

Contact:

JE Job No.: 14/7843

J E Sample No. 21-24

Sample ID BH106

Depth 3.0

COC No / misc

Containers V J T

Sample Date 08/07/2014

Sample Type Soil

Batch Number 1

Date of Receipt 09/07/2014

Arsenic #M 6.6 <0.5 mg/kg TM30/PM15

Cadmium #M <0.1 <0.1 mg/kg TM30/PM15

Chromium #M 37.5 <0.5 mg/kg TM30/PM15

Copper #M 13 <1 mg/kg TM30/PM15

Lead #M 8 <5 mg/kg TM30/PM15

Mercury #M <0.1 <0.1 mg/kg TM30/PM15

Nickel #M 32.1 <0.7 mg/kg TM30/PM15

Water Soluble Boron #M 0.3 <0.1 mg/kg TM74/PM32

Zinc #M 46 <5 mg/kg TM30/PM15

PAH MS

Naphthalene #M <0.04 <0.04 mg/kg TM4/PM8

Acenaphthylene <0.03 <0.03 mg/kg TM4/PM8

Acenaphthene #M <0.05 <0.05 mg/kg TM4/PM8

Fluorene #M <0.04 <0.04 mg/kg TM4/PM8

Phenanthrene #M <0.03 <0.03 mg/kg TM4/PM8

Anthracene # <0.04 <0.04 mg/kg TM4/PM8

Fluoranthene #M <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 #M <0.02 <0.02 mg/kg TM4/PM8

Benzo(bk)fluoranthene #M <0.07 <0.07 mg/kg TM4/PM8

Benzo(a)pyrene # <0.04 <0.04 mg/kg TM4/PM8

Indeno(123cd)pyrene #M <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 109 <0 % TM4/PM8

EPH (C8-C40) #M <30 <30 mg/kg TM5/PM8

Phenol #M <0.01 <0.01 mg/kg TM26/PM21

Natural Moisture Content 11.9 <0.1 % PM4/PM0

Total Cyanide #M <0.5 <0.5 mg/kg TM89/PM45

Organic Matter 0.2 <0.2 % TM21/PM24

Electrical Conductivity @25C (5:1 ext) 117 <100 uS/cm TM76/PM58

pH #M 8.75 <0.01 pH units TM73/PM11

Sample Type Clay None PM13/PM0


Sarah Burt

Please see attached notes for all

abbreviations and acronyms

LOD/LOR UnitsMethod

No.


Geotechnics

PN143195




Reference:


Contact:

JE Job No.: 14/7843


Sample ID BH106

Depth 3.0

COC No / misc

Containers V J T


Sample Type Soil

Batch Number 1


Sample Colour Medium Brown None PM13/PM0

Other Items stones,roots None PM13/PM0

Mass of Dry Sample 59.3 <0.1 g PM4/PM0

LOD/LOR UnitsMethod

No.


Geotechnics

PN143195


Sarah Burt





Client Name:

Reference:

Location:

Contact:

Note:

J E

Job

No.

Batch Depth

J E

Sample

No.

Date Of

AnalysisDescription Asbestos Containing Material Asbestos Results

Asbestos

LevelComments

14/7843 1 3.0 23 07/08/14 Soil/Clay None NAD NAD

Asbestos Team Leader

Sample ID

BH106

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%.

Signed on behalf of Jones Environmental Laboratory:

Gemma Newsome

Jones Environmental Laboratory Asbestos Analysis

Geotechnics

PN143195


Sarah Burt

QF-PM 3.1.15 v5 Please include all sections of this report if it is reproduced 4 of 8

JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE

Data is only reported if the laboratory is confident that the data is a true reflection of the samples analysed. Data is only reported as accredited when

all the requirements of our Quality System have been met. In certain circumstances where all the requirements of the Quality System have not been

met, for instance if the associated AQC has failed, the reason is fully investigated and documented. The sample data is then evaluated alongside

the other quality control checks performed during analysis to determine its suitability. Following this evaluation, provided the sample results have not

been effected, the data is reported but accreditation is removed. It is a UKAS requirement for data not reported as accredited to be considered

indicative only, but this does not mean the data is not valid.

Where possible, and if requested, samples will be re-extracted and a revised 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.

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.

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.

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.

14/7843

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.

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.

% Asbestos in Asbestos Containing Materials (ACMs) is determined by reference to HSG 264 The Survey Guide - Appendix 2 : ACMs in buildings

listed in order of ease of fibre release.

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.

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.

Where a CEN 10:1 ZERO Headspace VOC test has been carried out, a 10:1 ratio of water to wet (as received) soil has been used.

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.

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.

A dilution suffix indicates a dilution has been performed and the reported result takes this into account. No further calculation is required.




JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

CO

LOD/LOR

ME

NFD

OC Outside Calibration Range

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.

Matrix Effect

Dilution required.

Analysis subcontracted to a Jones Environmental approved laboratory.

Calibrated against a single substance

No Determination Possible

None Detected (usually refers to VOC and/SVOC TICs).

MCERTS accredited.

Not applicable

UKAS accredited.

No Fibres Detected

Limit of Detection (Limit of Reporting) in line with ISO 17025 and MCERTS

Suspected carry over

Indicates analyte found in associated method blank.

14/7843

AQC failure, accreditation has been removed from this result, if appropriate, see 'Note' on previous page.

No Asbestos Detected.

ABBREVIATIONS and ACRONYMS USED



JE Job No: 14/7843

Test Method No. Description

Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis

PM4Gravimetric measurement of Natural Moisture Content and % Moisture Content at either

35°C or 105°C. Calculation based on ISO 11465 and BS1377.PM0 No preparation is required.


35°C or 105°C. Calculation based on ISO 11465 and BS1377.PM0 No preparation is required. AR Yes

TM4 16 PAH by GC-MS, modified USEPA 8270 PM8In-house method based on USEPA 3510. ISO 17025 accredited extraction method for

organic extraction from solid samples using an end over end agitator.AR Yes


organic extraction from solid samples using an end over end agitator.Yes AR Yes


organic extraction from solid samples using an end over end agitator.Yes Yes AR Yes

TM5

In-House method based on USEPA 8015B. Determination of Extractable Petroleum

Hydrocarbons (EPH) in the carbon chain length range of C8-40 by GC-FID. Accredited to

ISO 17025 on soil and water samples and MCERTS (carbon banding only) on soils. All

accreditation is matrix specific.

PM8In-house method based on USEPA 3510. ISO 17025 accredited extraction method for


PM13 Soil Typing for MCERTS PM0 No preparation is required. AR

TM21 TOC and TC by Combustion PM24 Eltra preparation AD Yes

TM26 Phenols by HPLC PM21 Methanol : NaOH extraction Yes Yes AR Yes

TM30

Trace Metal elements by ICP-OES (Inductively Coupled Plasma - Optical Emission

Spectrometry) using Thermo iCAP 6000 series instrument. Accredited to ISO 17025 for

soils and waters and MCERTS accredited for Soils. All accreditation is matrix specific.

PM15In-house method based on USEPA 3010A. Acid digestion of dried and crushed solid

samples using Aqua Regia reflux.Yes Yes AD Yes

Jones Environmental Laboratory Method Code Appendix


JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis

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 Yes AR No

TM74 Water Soluble Boron by ICP-OES PM32 Preparation of soils for WSB Yes Yes AD Yes

TM76 Electrical Conductivity by Metrohm PM58 Preparation of sample for Electrical Conductivity AD Yes

TM89

In-house method based on USEPA method OIA-1667. Determination of cyanide by Flow

Injection Analyser. ISO17025 accredited method for soils and waters and MCERTS on

soils. Accreditation is matrix specific.

PM45 Cyanide & Thiocyanate prep for soils Yes Yes AR Yes




Zone 3


Deeside

Geotechnics

Attention :

Date :

Your reference :

Our reference :

Location :


Status :

Issue :


Principal Chemist

1


CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Sarah Burt

Unit 1B


River Lane

Chester

Cheshire

CH4 8RJ


Ten samples were received for analysis on 15th July, 2014. Please find attached our Test Report which should be read with notes at the end of the




Simon Gomery BSc

Project Manager

11th August, 2014

PN143195


15th July, 2014

Final report

Compiled By:





Reference:


Contact:

JE Job No.: 14/7843

J E Sample No. 25 46-49 54-57

Sample ID BH104 BH104A BH104A

Depth 1.5 1.0 2.6

COC No / misc

Containers T V J T V J T

Sample Date 15/07/2014 15/07/2014 15/07/2014

Sample Type Soil Soil Soil

Batch Number 2 2 2

Date of Receipt 15/07/2014 15/07/2014 15/07/2014

Arsenic #M NDP NDP NDP <0.5 mg/kg TM30/PM15

Arsenic 7.7 8.6 4.9 <0.5 mg/kg TM30/PM62

Cadmium #M NDP NDP NDP <0.1 mg/kg TM30/PM15

Cadmium 0.3 0.4 <0.1 <0.1 mg/kg TM30/PM62

Chromium #M NDP NDP NDP <0.5 mg/kg TM30/PM15

Chromium 30.7 27.7 23.4 <0.5 mg/kg TM30/PM62

Copper #M NDP NDP NDP <1 mg/kg TM30/PM15

Copper 27 37 14 <1 mg/kg TM30/PM62

Lead #M NDP NDP NDP <5 mg/kg TM30/PM15

Lead 187 206 82 <5 mg/kg TM30/PM62

Mercury #M NDP NDP NDP <0.1 mg/kg TM30/PM15

Mercury <0.1 0.1 <0.1 <0.1 mg/kg TM30/PM62

Nickel #M NDP NDP NDP <0.7 mg/kg TM30/PM15

Nickel 21.7 28.1 21.6 <0.7 mg/kg TM30/PM62

Water Soluble Boron #M NDP NDP NDP <0.1 mg/kg TM74/PM32

Water Soluble Boron 4.5 2.2 1.1 <0.1 mg/kg TM74/PM61

Zinc #M NDP NDP NDP <5 mg/kg TM30/PM15

Zinc 88 153 37 <5 mg/kg TM30/PM62

PAH MS

Naphthalene #M <0.40D <0.40D <0.04 <0.04 mg/kg TM4/PM8

Acenaphthylene <0.30D 0.38D <0.03 <0.03 mg/kg TM4/PM8

Acenaphthene #M 3.28D 10.12D 0.06 <0.05 mg/kg TM4/PM8

Fluorene #M 2.82D 12.02D 0.06 <0.04 mg/kg TM4/PM8

Phenanthrene #M 20.42D 119.39D 0.50 <0.03 mg/kg TM4/PM8

Anthracene # 5.15D 35.76D 0.15 <0.04 mg/kg TM4/PM8

Fluoranthene #M 19.36D 153.77D 0.79 <0.03 mg/kg TM4/PM8

Pyrene # 21.47D 116.92D 0.65 <0.03 mg/kg TM4/PM8

Benzo(a)anthracene # 11.98D 58.75D 0.45 <0.06 mg/kg TM4/PM8

Chrysene #M 11.79D 60.96D 0.41 <0.02 mg/kg TM4/PM8

Benzo(bk)fluoranthene #M 14.49D 85.14D 0.63 <0.07 mg/kg TM4/PM8

Benzo(a)pyrene # 11.12D 57.10D 0.44 <0.04 mg/kg TM4/PM8

Indeno(123cd)pyrene #M 5.25D 30.40D 0.20 <0.04 mg/kg TM4/PM8

Dibenzo(ah)anthracene # 0.77D 3.40D <0.04 <0.04 mg/kg TM4/PM8

Benzo(ghi)perylene # 4.36D 26.65D 0.18 <0.04 mg/kg TM4/PM8

PAH 16 Total 132.3D 770.8D 4.5 <0.6 mg/kg TM4/PM8

Benzo(b)fluoranthene 10.43D 61.30D 0.45 <0.05 mg/kg TM4/PM8

Benzo(k)fluoranthene 4.06D 23.84D 0.18 <0.02 mg/kg TM4/PM8

PAH Surrogate % Recovery 121D 119D 111 <0 % TM4/PM8

EPH (C8-C40) #M 2180 1070A 396 <30 mg/kg TM5/PM8

Phenol #M <0.10D <0.01 <0.01 <0.01 mg/kg TM26/PM21


Sarah Burt



LOD/LOR UnitsMethod

No.


Geotechnics

PN143195




Reference:


Contact:

JE Job No.: 14/7843

J E Sample No. 25 46-49 54-57

Sample ID BH104 BH104A BH104A

Depth 1.5 1.0 2.6

COC No / misc

Containers T V J T V J T

Sample Date 15/07/2014 15/07/2014 15/07/2014

Sample Type Soil Soil Soil

Batch Number 2 2 2

Date of Receipt 15/07/2014 15/07/2014 15/07/2014

Natural Moisture Content NDP NDP NDP <0.1 % PM4/PM0

Total Cyanide #M <0.5 <0.5 <0.5 <0.5 mg/kg TM89/PM45

Organic Matter NDP NDP NDP <0.2 % TM21/PM24

Electrical Conductivity @25C (5:1 ext) NDP NDP NDP <100 uS/cm TM76/PM58

pH #M 7.90 7.88 8.04 <0.01 pH units TM73/PM11

Sample Type Clay Clay Clay None PM13/PM0

Sample Colour Medium Grey Medium Brown Medium Grey None PM13/PM0

Other Items stones,slate,asbestos,roots stones,roots sand,stones,roots None PM13/PM0

Mass of Dry Sample 56.6 60.3 53.8 <0.1 g PM4/PM0

LOD/LOR UnitsMethod

No.


Geotechnics

PN143195


Sarah Burt





Client Name: SVOC Report : Solid

Reference:

Location:

Contact:

JE Job No.: 14/7843

J E Sample No. 46-49 54-57

Sample ID BH104A BH104A

Depth 1.0 2.6

COC No / misc

Containers V J T V J T

Sample Date 15/07/2014 15/07/2014

Sample Type Soil Soil

Batch Number 2 2

Date of Receipt 15/07/2014 15/07/2014

SVOC MS

Phenols

2-Chlorophenol <10 <10 <10 ug/kg TM16/PM8

2-Methylphenol <10 <10 <10 ug/kg TM16/PM8

2-Nitrophenol <10 <10 <10 ug/kg TM16/PM8

2,4-Dichlorophenol <10 <10 <10 ug/kg TM16/PM8

2,4-Dimethylphenol <10 <10 <10 ug/kg TM16/PM8

2,4,5-Trichlorophenol <10 <10 <10 ug/kg TM16/PM8

2,4,6-Trichlorophenol <10 <10 <10 ug/kg TM16/PM8

4-Chloro-3-methylphenol <10 <10 <10 ug/kg TM16/PM8

4-Methylphenol <10 <10 <10 ug/kg TM16/PM8

4-Nitrophenol <10 <10 <10 ug/kg TM16/PM8

Pentachlorophenol <10 <10 <10 ug/kg TM16/PM8

Phenol <10 <10 <10 ug/kg TM16/PM8

PAHs

2-Chloronaphthalene <10 <10 <10 ug/kg TM16/PM8

2-Methylnaphthalene <10 92 <10 ug/kg TM16/PM8

Phthalates

Bis(2-ethylhexyl) phthalate <10 <10 <10 ug/kg TM16/PM8

Butylbenzyl phthalate <10 <10 <10 ug/kg TM16/PM8

Di-n-butyl phthalate <10 <10 <10 ug/kg TM16/PM8

Di-n-Octyl phthalate <10 <10 <10 ug/kg TM16/PM8

Diethyl phthalate <10 <10 <10 ug/kg TM16/PM8

Dimethyl phthalate <10 <10 <10 ug/kg TM16/PM8

Other SVOCs

1,2-Dichlorobenzene <10 <10 <10 ug/kg TM16/PM8

1,2,4-Trichlorobenzene <10 <10 <10 ug/kg TM16/PM8



2-Nitroaniline <10 <10 <10 ug/kg TM16/PM8

2,4-Dinitrotoluene <10 <10 <10 ug/kg TM16/PM8

2,6-Dinitrotoluene <10 <10 <10 ug/kg TM16/PM8


4-Bromophenylphenylether <10 <10 <10 ug/kg TM16/PM8

4-Chloroaniline <10 <10 <10 ug/kg TM16/PM8

4-Chlorophenylphenylether <10 <10 <10 ug/kg TM16/PM8


Azobenzene <10 <10 <10 ug/kg TM16/PM8

Bis(2-chloroethoxy)methane <10 <10 <10 ug/kg TM16/PM8

Bis(2-chloroethyl)ether <10 <10 <10 ug/kg TM16/PM8

Carbazole 22 69 <10 ug/kg TM16/PM8

Dibenzofuran 24 283 <10 ug/kg TM16/PM8

Hexachlorobenzene <10 <10 <10 ug/kg TM16/PM8

Hexachlorobutadiene <10 <10 <10 ug/kg TM16/PM8

Hexachlorocyclopentadiene <10 <10 <10 ug/kg TM16/PM8

Hexachloroethane <10 <10 <10 ug/kg TM16/PM8

Isophorone <10 <10 <10 ug/kg TM16/PM8

N-nitrosodi-n-propylamine <10 <10 <10 ug/kg TM16/PM8

Nitrobenzene <10 <10 <10 ug/kg TM16/PM8


Sarah Burt



LOD/LOR UnitsMethod

No.


Geotechnics

PN143195



Client Name: VOC Report : Solid

Reference:

Location:

Contact:

JE Job No.: 14/7843

J E Sample No. 46-49 54-57

Sample ID BH104A BH104A

Depth 1.0 2.6

COC No / misc

Containers V J T V J T

Sample Date 15/07/2014 15/07/2014

Sample Type Soil Soil

Batch Number 2 2

Date of Receipt 15/07/2014 15/07/2014

VOC MS

Dichlorodifluoromethane <2 <2 <2 ug/kg TM15/PM10

Methyl Tertiary Butyl Ether # <2 <2 <2 ug/kg TM15/PM10

Chloromethane # <3 <3 <3 ug/kg TM15/PM10

Vinyl Chloride <2 <2 <2 ug/kg TM15/PM10

Bromomethane <1 <1 <1 ug/kg TM15/PM10

Chloroethane # <2 <2 <2 ug/kg TM15/PM10

Trichlorofluoromethane # <2 <2 <2 ug/kg TM15/PM10

1,1-Dichloroethene (1,1 DCE) # <6 <6 <6 ug/kg TM15/PM10

Dichloromethane (DCM) # <7 <7 <7 ug/kg TM15/PM10

trans-1-2-Dichloroethene # <3 <3 <3 ug/kg TM15/PM10

1,1-Dichloroethane # <3 <3 <3 ug/kg TM15/PM10

cis-1-2-Dichloroethene # <3 <3 <3 ug/kg TM15/PM10

2,2-Dichloropropane <4 <4 <4 ug/kg TM15/PM10

Bromochloromethane # <3 <3 <3 ug/kg TM15/PM10

Chloroform # <3 <3 <3 ug/kg TM15/PM10

1,1,1-Trichloroethane # <3 <3 <3 ug/kg TM15/PM10

1,1-Dichloropropene # <3 <3 <3 ug/kg TM15/PM10

Carbon tetrachloride # <4 <4 <4 ug/kg TM15/PM10

1,2-Dichloroethane # <4 <4 <4 ug/kg TM15/PM10

Benzene # <3 <3 <3 ug/kg TM15/PM10

Trichloroethene (TCE) # <3 <3 <3 ug/kg TM15/PM10

1,2-Dichloropropane # <6 <6 <6 ug/kg TM15/PM10

Dibromomethane # <3 <3 <3 ug/kg TM15/PM10

Bromodichloromethane # <3 <3 <3 ug/kg TM15/PM10

cis-1-3-Dichloropropene <4 <4 <4 ug/kg TM15/PM10

Toluene # <3 <3 <3 ug/kg TM15/PM10

trans-1-3-Dichloropropene <3 <3 <3 ug/kg TM15/PM10

1,1,2-Trichloroethane # <3 <3 <3 ug/kg TM15/PM10

Tetrachloroethene (PCE) # <3 <3 <3 ug/kg TM15/PM10

1,3-Dichloropropane # <3 <3 <3 ug/kg TM15/PM10

Dibromochloromethane # <3 <3 <3 ug/kg TM15/PM10

1,2-Dibromoethane # <3 <3 <3 ug/kg TM15/PM10

Chlorobenzene # <3 <3 <3 ug/kg TM15/PM10

1,1,1,2-Tetrachloroethane <3 <3 <3 ug/kg TM15/PM10

Ethylbenzene # <3 <3 <3 ug/kg TM15/PM10

p/m-Xylene # <6 <6 <6 ug/kg TM15/PM10

o-Xylene # <3 <3 <3 ug/kg TM15/PM10

Styrene <3 <3 <3 ug/kg TM15/PM10

Bromoform <3 <3 <3 ug/kg TM15/PM10

Isopropylbenzene # <3 <3 <3 ug/kg TM15/PM10

1,1,2,2-Tetrachloroethane # <3 <3 <3 ug/kg TM15/PM10

Bromobenzene <2 <2 <2 ug/kg TM15/PM10

1,2,3-Trichloropropane # <4 <4 <4 ug/kg TM15/PM10

Propylbenzene # <4 <4 <4 ug/kg TM15/PM10

2-Chlorotoluene <3 <3 <3 ug/kg TM15/PM10

1,3,5-Trimethylbenzene # <3 <3 <3 ug/kg TM15/PM10

4-Chlorotoluene <3 <3 <3 ug/kg TM15/PM10

tert-Butylbenzene # <5 <5 <5 ug/kg TM15/PM10

1,2,4-Trimethylbenzene # <6 <6 <6 ug/kg TM15/PM10

sec-Butylbenzene # <4 <4 <4 ug/kg TM15/PM10

4-Isopropyltoluene # <4 <4 <4 ug/kg TM15/PM10

1,3-Dichlorobenzene # <4 <4 <4 ug/kg TM15/PM10


n-Butylbenzene # <4 <4 <4 ug/kg TM15/PM10


1,2-Dibromo-3-chloropropane # <4 <4 <4 ug/kg TM15/PM10

1,2,4-Trichlorobenzene # <7 <7 <7 ug/kg TM15/PM10

Hexachlorobutadiene <4 <4 <4 ug/kg TM15/PM10

Naphthalene 206 107 <27 ug/kg TM15/PM10

1,2,3-Trichlorobenzene # <7 <7 <7 ug/kg TM15/PM10

Surrogate Recovery Toluene D8 101 108 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 96 122 <0 % TM15/PM10


Sarah Burt



LOD/LOR UnitsMethod

No.


Geotechnics

PN143195



Client Name:

Reference:

Location:

Contact:

Note:

J E

Job

No.

Batch Depth

J E

Sample

No.

Date Of


Asbestos

LevelComments

14/7843 2 1.5 25 07/08/14 soil/insulating board Asbestos Insulating Board Debris Amosite, Chrysotile Quantifiable

14/7843 2 1.0 48 07/08/14 Soil/Stone/Brick Free Fibres Chrysotile Quantifiable

14/7843 2 2.6 56 07/08/14 Soil/Stone Free Fibres Chrysotile Quantifiable


Sample ID

BH104

BH104A

BH104A







Gemma Newsome


Geotechnics

PN143195


Sarah Burt


NDP Reason Report

Matrix : Solid

J E

Job

No.

Batch Depth J E Sample

No.NDP Reason

14/7843 2 1.5 25 Asbestos detected in sample

14/7843 2 1.0 46-49 Asbestos detected in sample


Contact: Sarah Burt

Sample ID

BH104

BH104A

BH104A

Client Name: Geotechnics

Reference: PN143195

Location: Ellesmere Port Baseline Monitoring



JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE


















14/7843

WATERS




accredited.






















JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

CO

LOD/LOR

ME

NFD

OC

A

D

x2 Dilution

x10 Dilution

Outside Calibration Range




Matrix Effect

Dilution required.





MCERTS accredited.

Not applicable

UKAS accredited.

No Fibres Detected




14/7843






JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis











TM5


Hydrocarbons (EPH) in the carbon chain length range of C8-40 by GC-FID. Accredited

to ISO 17025 on soil and water samples and MCERTS (carbon banding only) on soils.

All accreditation is matrix specific.




TM15

In-House method based on USEPA 8260. Determination of Volatile Organic compounds

(VOCs) by Headspace GC-MS. Accredited to ISO 17025 for soils and waters and

MCERTS for Soils. All accreditation is matrix specific. Quantification by Internal Standard

method.

PM10

In-house method based on USEPA 5021. Preparation of solid and liquid samples for

headspace analysis. Samples are spiked with surrogates to facilitate quantification. ISO

17025 accredited extraction method. All accreditation is matrix specific

AR Yes

TM15




method.

PM10




Yes AR Yes

TM16

In-House method based on USEPA 8270. Determination of Semi-Volatile Organic

compounds (SVOCs) by GC-MS. Accredited to ISO 17025 for waters. All accreditation is

matrix specific. Quantification by Internal Standard method.





JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis



TM30






TM30




PM62 Aqua Regia extraction (Soils) (as received sample) AR Yes





TM74 Water Soluble Boron by ICP-OES PM61 Preparation of soils for WSB (as received sample) AR Yes




JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis

TM89








Zone 3


Deeside

Geotechnics

Attention :

Date :

Your reference :

Our reference :

Location :


Status :

Issue :


Principal Chemist

1


CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Sarah Burt

Unit 1B


River Lane

Chester

Cheshire

CH4 8RJ


Six samples were received for analysis on 23rd July, 2014. Please find attached our Test Report which should be read with notes at the end of the




Simon Gomery BSc

Project Manager

12th August, 2014

PN143195


23rd July, 2014

Final report

Compiled By:





Reference:


Contact:

JE Job No.: 14/7843


Sample ID BH102

Depth 2.00

COC No / misc

Containers V J T


Sample Type Soil

Batch Number 3


Arsenic #M 7.5 <0.5 mg/kg TM30/PM15

Cadmium #M <0.1 <0.1 mg/kg TM30/PM15

Chromium #M 39.2 <0.5 mg/kg TM30/PM15

Copper #M 15 <1 mg/kg TM30/PM15

Lead #M 8 <5 mg/kg TM30/PM15

Mercury #M <0.1 <0.1 mg/kg TM30/PM15

Nickel #M 33.8 <0.7 mg/kg TM30/PM15

Water Soluble Boron #M 0.3 <0.1 mg/kg TM74/PM32

Zinc #M 50 <5 mg/kg TM30/PM15

PAH MS

Naphthalene #M <0.04 <0.04 mg/kg TM4/PM8

Acenaphthylene <0.03 <0.03 mg/kg TM4/PM8

Acenaphthene #M <0.05 <0.05 mg/kg TM4/PM8

Fluorene #M <0.04 <0.04 mg/kg TM4/PM8

Phenanthrene #M <0.03 <0.03 mg/kg TM4/PM8

Anthracene # <0.04 <0.04 mg/kg TM4/PM8

Fluoranthene #M <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 #M <0.02 <0.02 mg/kg TM4/PM8

Benzo(bk)fluoranthene #M <0.07 <0.07 mg/kg TM4/PM8

Benzo(a)pyrene # <0.04 <0.04 mg/kg TM4/PM8

Indeno(123cd)pyrene #M <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 79 <0 % TM4/PM8

EPH (C8-C40) #M <30 <30 mg/kg TM5/PM8

Phenol #M <0.01 <0.01 mg/kg TM26/PM21

Natural Moisture Content 12.3 <0.1 % PM4/PM0

Total Cyanide #M <0.5 <0.5 mg/kg TM89/PM45

Organic Matter 0.3 <0.2 % TM21/PM24

Electrical Conductivity @25C (5:1 ext) 117 <100 uS/cm TM76/PM58

pH #M 8.87 <0.01 pH units TM73/PM11

Sample Type Clay None PM13/PM0


Sarah Burt



LOD/LOR UnitsMethod

No.


Geotechnics

PN143195




Reference:


Contact:

JE Job No.: 14/7843


Sample ID BH102

Depth 2.00

COC No / misc

Containers V J T


Sample Type Soil

Batch Number 3


Sample Colour Medium Brown None PM13/PM0

Other Items stones None PM13/PM0

Mass of Dry Sample 57.4 <0.1 g PM4/PM0

LOD/LOR UnitsMethod

No.


Geotechnics

PN143195


Sarah Burt





Client Name:

Reference:

Location:

Contact:

Note:

J E

Job

No.

Batch Depth

J E

Sample

No.

Date Of


Asbestos

LevelComments

14/7843 3 2.00 80 07/08/14 Soil/Clay None NAD NAD


Sample ID

BH102







Gemma Newsome


Geotechnics

PN143195


Sarah Burt


Notification of Deviating Samples

J E

Job

No.


No.Analysis Reason

Please note that only samples that are deviating are mentioned in this report. If no samples are listed it is because none were deviating.

Only analyses which are accredited are recorded as deviating if set criteria are not met.


PN143195


Sarah BurtContact:

Sample ID


Reference:

Location:

No deviating sample report results for job 14/7843


JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE


















14/7843

WATERS




accredited.






















JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

CO

LOD/LOR

ME

NFD

OC Outside Calibration Range




Matrix Effect

Dilution required.





MCERTS accredited.

Not applicable

UKAS accredited.

No Fibres Detected




14/7843






JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis











TM5


Hydrocarbons (EPH) in the carbon chain length range of C8-40 by GC-FID. Accredited

to ISO 17025 on soil and water samples and MCERTS (carbon banding only) on soils.

All accreditation is matrix specific.






TM30








JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis






TM89








Zone 3


Deeside

Geotechnics

Attention :

Date :

Your reference :

Our reference :

Location :


Status :

Issue :


Principal Chemist

1


CH5 2UA

Tel: +44 (0) 1244 833780

Fax: +44 (0) 1244 833781

Sarah Burt

Unit 1B


River Lane

Chester

Cheshire

CH4 8RJ


Ten samples were received for analysis on 29th July, 2014. Please find attached our Test Report which should be read with notes at the end of the




Paul Lee-Boden BSc

Project Manager

12th August, 2014

PN143195


29th July, 2014

Final report

Compiled By:





Reference:


Contact:

JE Job No.: 14/7843

J E Sample No. 86-89 90-93 94-97 98-101 102-105 106-109 110-113 114-117 118-121 122-125

Sample ID BH 101 BH 101 BH 101 BH 101 BH 101 BH 103 BH 103 BH 103 BH 103 BH 103

Depth 0.3 0.6 1.1 2.00 2.8 0.3 0.7 1.5 2.5 3.2

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 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 29/07/2014

Sample Type Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil

Batch Number 4 4 4 4 4 4 4 4 4 4

Date of Receipt 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014

Arsenic #M - - - NDP - - - - - - <0.5 mg/kg TM30/PM15

Arsenic - - - 6.5 - - - - - - <0.5 mg/kg TM30/PM62

Cadmium #M - - - NDP - - - - - - <0.1 mg/kg TM30/PM15

Cadmium - - - 0.6 - - - - - - <0.1 mg/kg TM30/PM62

Chromium #M - - - NDP - - - - - - <0.5 mg/kg TM30/PM15

Chromium - - - 18.1 - - - - - - <0.5 mg/kg TM30/PM62

Copper #M - - - NDP - - - - - - <1 mg/kg TM30/PM15

Copper - - - 23 - - - - - - <1 mg/kg TM30/PM62

Lead #M - - - NDP - - - - - - <5 mg/kg TM30/PM15

Lead - - - 32 - - - - - - <5 mg/kg TM30/PM62

Mercury #M - - - NDP - - - - - - <0.1 mg/kg TM30/PM15

Mercury - - - <0.1 - - - - - - <0.1 mg/kg TM30/PM62

Nickel #M - - - NDP - - - - - - <0.7 mg/kg TM30/PM15

Nickel - - - 25.8 - - - - - - <0.7 mg/kg TM30/PM62

Water Soluble Boron #M - - - NDP - - - - - - <0.1 mg/kg TM74/PM32

Water Soluble Boron - - - 9.4 - - - - - - <0.1 mg/kg TM74/PM61

Zinc #M - - - NDP - - - - - - <5 mg/kg TM30/PM15

Zinc - - - 104 - - - - - - <5 mg/kg TM30/PM62

PAH MS

Naphthalene #M - - - <0.04 - - - - - - <0.04 mg/kg TM4/PM8

Acenaphthylene - - - 0.11 - - - - - - <0.03 mg/kg TM4/PM8

Acenaphthene #M - - - 5.56 - - - - - - <0.05 mg/kg TM4/PM8

Fluorene #M - - - 3.45 - - - - - - <0.04 mg/kg TM4/PM8

Phenanthrene #M - - - 16.86 - - - - - - <0.03 mg/kg TM4/PM8

Anthracene # - - - 5.30 - - - - - - <0.04 mg/kg TM4/PM8

Fluoranthene #M - - - 25.09 - - - - - - <0.03 mg/kg TM4/PM8

Pyrene # - - - 20.20 - - - - - - <0.03 mg/kg TM4/PM8

Benzo(a)anthracene # - - - 10.43 - - - - - - <0.06 mg/kg TM4/PM8

Chrysene #M - - - 9.67 - - - - - - <0.02 mg/kg TM4/PM8

Benzo(bk)fluoranthene #M - - - 14.34 - - - - - - <0.07 mg/kg TM4/PM8

Benzo(a)pyrene # - - - 9.56 - - - - - - <0.04 mg/kg TM4/PM8

Indeno(123cd)pyrene #M - - - 4.78 - - - - - - <0.04 mg/kg TM4/PM8

Dibenzo(ah)anthracene # - - - 0.52 - - - - - - <0.04 mg/kg TM4/PM8

Benzo(ghi)perylene # - - - 4.13 - - - - - - <0.04 mg/kg TM4/PM8

PAH 16 Total - - - 130.0 - - - - - - <0.6 mg/kg TM4/PM8

Benzo(b)fluoranthene - - - 10.32 - - - - - - <0.05 mg/kg TM4/PM8

Benzo(k)fluoranthene - - - 4.02 - - - - - - <0.02 mg/kg TM4/PM8

PAH Surrogate % Recovery - - - 96 - - - - - - <0 % TM4/PM8

EPH (C8-C40) #M - - - 6906A - - - - - - <30 mg/kg TM5/PM8

Phenol #M - - - <0.01 - - - - - - <0.01 mg/kg TM26/PM21


Sarah Burt



LOD/LOR UnitsMethod

No.


Geotechnics

PN143195




Reference:


Contact:

JE Job No.: 14/7843

J E Sample No. 86-89 90-93 94-97 98-101 102-105 106-109 110-113 114-117 118-121 122-125

Sample ID BH 101 BH 101 BH 101 BH 101 BH 101 BH 103 BH 103 BH 103 BH 103 BH 103

Depth 0.3 0.6 1.1 2.00 2.8 0.3 0.7 1.5 2.5 3.2

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 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 28/07/2014 29/07/2014

Sample Type Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil

Batch Number 4 4 4 4 4 4 4 4 4 4

Date of Receipt 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014 29/07/2014

Natural Moisture Content - - - NDP - - - - - - <0.1 % PM4/PM0

Total Cyanide #M - - - <0.5 - - - - - - <0.5 mg/kg TM89/PM45

Organic Matter - - - NDP - - - - - - <0.2 % TM21/PM24

Electrical Conductivity @25C (5:1 ext) - - - NDP - - - - - - <100 uS/cm TM76/PM58

PID Reading <0.1 <0.1 <0.1 3.8 <0.1 1.6 <0.1 <0.1 2.8 <0.1 <0.1 ppm TM120/PM0

pH #M - - - 7.72 - - - - - - <0.01 pH units TM73/PM11

Sample Type - - - Clay - - - - - - None PM13/PM0

Sample Colour - - - Black - - - - - - None PM13/PM0

Other Items - - - vegetation,bark,roots,stones - - - - - - None PM13/PM0

Mass of Dry Sample - - - 36.7 - - - - - - <0.1 g PM4/PM0

LOD/LOR UnitsMethod

No.


Geotechnics

PN143195


Sarah Burt





Client Name: SVOC Report : Solid

Reference:

Location:

Contact:

JE Job No.: 14/7843


Sample ID BH 101

Depth 2.00

COC No / misc

Containers V J T


Sample Type Soil

Batch Number 4


SVOC MS

Phenols

2-Chlorophenol <10 <10 ug/kg TM16/PM8

2-Methylphenol <10 <10 ug/kg TM16/PM8

2-Nitrophenol <10 <10 ug/kg TM16/PM8

2,4-Dichlorophenol <10 <10 ug/kg TM16/PM8

2,4-Dimethylphenol <10 <10 ug/kg TM16/PM8

2,4,5-Trichlorophenol <10 <10 ug/kg TM16/PM8

2,4,6-Trichlorophenol <10 <10 ug/kg TM16/PM8

4-Chloro-3-methylphenol <10 <10 ug/kg TM16/PM8

4-Methylphenol <10 <10 ug/kg TM16/PM8

4-Nitrophenol <10 <10 ug/kg TM16/PM8

Pentachlorophenol <10 <10 ug/kg TM16/PM8

Phenol <10 <10 ug/kg TM16/PM8

PAHs

2-Chloronaphthalene <10 <10 ug/kg TM16/PM8

2-Methylnaphthalene 1095 <10 ug/kg TM16/PM8

Phthalates

Bis(2-ethylhexyl) phthalate <10 <10 ug/kg TM16/PM8

Butylbenzyl phthalate <10 <10 ug/kg TM16/PM8

Di-n-butyl phthalate <10 <10 ug/kg TM16/PM8

Di-n-Octyl phthalate <10 <10 ug/kg TM16/PM8

Diethyl phthalate <10 <10 ug/kg TM16/PM8

Dimethyl phthalate <10 <10 ug/kg TM16/PM8

Other SVOCs

1,2-Dichlorobenzene <10 <10 ug/kg TM16/PM8

1,2,4-Trichlorobenzene <10 <10 ug/kg TM16/PM8



2-Nitroaniline <10 <10 ug/kg TM16/PM8

2,4-Dinitrotoluene <10 <10 ug/kg TM16/PM8

2,6-Dinitrotoluene <10 <10 ug/kg TM16/PM8


4-Bromophenylphenylether <10 <10 ug/kg TM16/PM8

4-Chloroaniline <10 <10 ug/kg TM16/PM8

4-Chlorophenylphenylether <10 <10 ug/kg TM16/PM8


Azobenzene <10 <10 ug/kg TM16/PM8

Bis(2-chloroethoxy)methane <10 <10 ug/kg TM16/PM8

Bis(2-chloroethyl)ether <10 <10 ug/kg TM16/PM8

Carbazole 1212 <10 ug/kg TM16/PM8

Dibenzofuran 2607 <10 ug/kg TM16/PM8

Hexachlorobenzene <10 <10 ug/kg TM16/PM8

Hexachlorobutadiene <10 <10 ug/kg TM16/PM8

Hexachlorocyclopentadiene <10 <10 ug/kg TM16/PM8

Hexachloroethane <10 <10 ug/kg TM16/PM8

Isophorone <10 <10 ug/kg TM16/PM8

N-nitrosodi-n-propylamine <10 <10 ug/kg TM16/PM8

Nitrobenzene <10 <10 ug/kg TM16/PM8


Sarah Burt



LOD/LOR UnitsMethod

No.


Geotechnics

PN143195



Client Name: VOC Report : Solid

Reference:

Location:

Contact:

JE Job No.: 14/7843


Sample ID BH 101

Depth 2.00

COC No / misc

Containers V J T


Sample Type Soil

Batch Number 4


VOC MS

Dichlorodifluoromethane <2 <2 ug/kg TM15/PM10

Methyl Tertiary Butyl Ether # <2 <2 ug/kg TM15/PM10

Chloromethane # <3 <3 ug/kg TM15/PM10

Vinyl Chloride <2 <2 ug/kg TM15/PM10

Bromomethane <1 <1 ug/kg TM15/PM10

Chloroethane # <2 <2 ug/kg TM15/PM10

Trichlorofluoromethane # <2 <2 ug/kg TM15/PM10

1,1-Dichloroethene (1,1 DCE) # <6 <6 ug/kg TM15/PM10

Dichloromethane (DCM) # <7 <7 ug/kg TM15/PM10

trans-1-2-Dichloroethene # <3 <3 ug/kg TM15/PM10

1,1-Dichloroethane # <3 <3 ug/kg TM15/PM10

cis-1-2-Dichloroethene # <3 <3 ug/kg TM15/PM10

2,2-Dichloropropane <4 <4 ug/kg TM15/PM10

Bromochloromethane # <3 <3 ug/kg TM15/PM10

Chloroform # <3 <3 ug/kg TM15/PM10

1,1,1-Trichloroethane # <3 <3 ug/kg TM15/PM10

1,1-Dichloropropene # <3 <3 ug/kg TM15/PM10

Carbon tetrachloride # <4 <4 ug/kg TM15/PM10

1,2-Dichloroethane # <4 <4 ug/kg TM15/PM10

Benzene # <3 <3 ug/kg TM15/PM10

Trichloroethene (TCE) # <3 <3 ug/kg TM15/PM10

1,2-Dichloropropane # <6 <6 ug/kg TM15/PM10

Dibromomethane # <3 <3 ug/kg TM15/PM10

Bromodichloromethane # <3 <3 ug/kg TM15/PM10

cis-1-3-Dichloropropene <4 <4 ug/kg TM15/PM10

Toluene # <3 <3 ug/kg TM15/PM10

trans-1-3-Dichloropropene <3 <3 ug/kg TM15/PM10

1,1,2-Trichloroethane # <3 <3 ug/kg TM15/PM10

Tetrachloroethene (PCE) # <3 <3 ug/kg TM15/PM10

1,3-Dichloropropane # <3 <3 ug/kg TM15/PM10

Dibromochloromethane # <3 <3 ug/kg TM15/PM10

1,2-Dibromoethane # <3 <3 ug/kg TM15/PM10

Chlorobenzene # <3 <3 ug/kg TM15/PM10

1,1,1,2-Tetrachloroethane <3 <3 ug/kg TM15/PM10

Ethylbenzene # 10 <3 ug/kg TM15/PM10

p/m-Xylene # 15 <6 ug/kg TM15/PM10

o-Xylene # 11 <3 ug/kg TM15/PM10

Styrene <3 <3 ug/kg TM15/PM10

Bromoform <3 <3 ug/kg TM15/PM10

Isopropylbenzene # 13 <3 ug/kg TM15/PM10

1,1,2,2-Tetrachloroethane # <3 <3 ug/kg TM15/PM10

Bromobenzene <2 <2 ug/kg TM15/PM10

1,2,3-Trichloropropane # <4 <4 ug/kg TM15/PM10

Propylbenzene # 13 <4 ug/kg TM15/PM10

2-Chlorotoluene <3 <3 ug/kg TM15/PM10

1,3,5-Trimethylbenzene # 16 <3 ug/kg TM15/PM10

4-Chlorotoluene <3 <3 ug/kg TM15/PM10

tert-Butylbenzene # <5 <5 ug/kg TM15/PM10

1,2,4-Trimethylbenzene # 36 <6 ug/kg TM15/PM10

sec-Butylbenzene # <4 <4 ug/kg TM15/PM10

4-Isopropyltoluene # 45 <4 ug/kg TM15/PM10

1,3-Dichlorobenzene # <4 <4 ug/kg TM15/PM10


n-Butylbenzene # <4 <4 ug/kg TM15/PM10


1,2-Dibromo-3-chloropropane # <4 <4 ug/kg TM15/PM10

1,2,4-Trichlorobenzene # <7 <7 ug/kg TM15/PM10

Hexachlorobutadiene <4 <4 ug/kg TM15/PM10

Naphthalene 13072++ <27 ug/kg TM15/PM10

1,2,3-Trichlorobenzene # <7 <7 ug/kg TM15/PM10

Surrogate Recovery Toluene D8 94 <0 % TM15/PM10

Surrogate Recovery 4-Bromofluorobenzene 94 <0 % TM15/PM10


Sarah Burt



LOD/LOR UnitsMethod

No.


Geotechnics

PN143195



Client Name:

Reference:

Location:

Contact:

Note:

J E

Job

No.

Batch Depth

J E

Sample

No.

Date Of


Asbestos

LevelComments

14/7843 4 2.00 100 07/08/14 Soil/Stone Free Fibres Chrysotile Quantifiable


Sample ID

BH 101







Gemma Newsome


Geotechnics

PN143195


Sarah Burt


NDP Reason Report

Matrix : Solid

J E

Job

No.


No.NDP Reason


Contact: Sarah Burt

Sample ID

BH 101


Reference: PN143195

Location: Ellesmere Port Baseline Monitoring



JE Job No.:

SOILS

DEVIATING SAMPLES

SURROGATES

DILUTIONS

NOTE


















14/7843

WATERS




accredited.






















JE Job No.:

#

B

DR

M

NA

NAD

ND

NDP

SS

SV

W

+

++

*

CO

LOD/LOR

ME

NFD

OC

A x2 Dilution

Outside Calibration Range




Matrix Effect

Dilution required.





MCERTS accredited.

Not applicable

UKAS accredited.

No Fibres Detected




14/7843






JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis











TM5


Hydrocarbons (EPH) in the carbon chain length range of C8-40 by GC-FID. Accredited to

ISO 17025 on soil and water samples and MCERTS (carbon banding only) on soils. All

accreditation is matrix specific.




TM15




method.

PM10




AR Yes

TM15




method.

PM10




Yes AR Yes

TM16

In-House method based on USEPA 8270. Determination of Semi-Volatile Organic

compounds (SVOCs) by GC-MS. Accredited to ISO 17025 for waters. All accreditation is

matrix specific. Quantification by Internal Standard method.





JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis



TM30






TM30




PM62 Aqua Regia extraction (Soils) (as received sample) AR Yes





TM74 Water Soluble Boron by ICP-OES PM61 Preparation of soils for WSB (as received sample) AR Yes




JE Job No: 14/7843


Prep Method

No. (if

appropriate)

Description UKAS

MCERTS

(soils

only)

Analysis done

on As Received

(AR) or Air Dried

(AD)

Reported on

dry weight

basis

TM89





TM120 PID Reading by meter PM0 No preparation is required. AR No



5

APPENDIX 5

Exploratory Hole Location Plan

Borehole

Key

Engineer:

URS

Drawing Title:

Exploratory Hole Location Plan

Project:


Project No:

PN143195

Scale: 1:1000@A3

Client:

iGas Energy

File Name:

Geo-PN143195-001(1)

Date:

October 2014

The Geotechnical Centre,

Unit 1, Borders Industrial Park,

River Lane, Saltney,

Chester

CH4 8RJ

Phone: 01244 671117

Fax: 01224 671122

E:mail [email protected]

www.geotechnics.co.uk

Meters

0 20 40

G:\Projects\Chester\2014\PN143195\Drawings\Geo-PN143195-001.dwg

6

APPENDIX 6

Investigation Techniques and General Notes

Geotechnics Limited © The Geotechnical Centre, 203 Torrington Avenue, Tile Hill, Coventry. CV4 9AP

INVESTIGATION TECHNIQUES INTRODUCTION The following brief review of Ground Investigation techniques, generally used as part of most Site Investigations in the UK, summarises their methodology, advantages and limitations. Detailed descriptions of the techniques are available and can be provided on request. This review should be read in conjunction with the accompanying General Notes. TRIAL PITS The trial pit is amongst the most simple yet effective means of identifying shallow ground conditions on a site. Its advantages include simplicity, speed, potential accuracy and cost-effectiveness. The trial pit is most commonly formed using a backacting excavator which can typically determine ground conditions to some 4 metres below ground level. Hand excavation is often used to locate, expose and detail existing foundations, features or services. In general, it is difficult to extend pits significantly below the water table in predominantly granular soils, where flows can cause instability. Unless otherwise stated, the trial pits will not have been provided with temporary side support during their construction. Under such circumstances ground conditions to some 1.20 metres can be closely inspected, subject to stability assessment, but below this depth, entrance into the pit is not permitted in the absence of shoring and hence observations will have been made from ground surface and samples taken from the excavator bucket. Trends in strata type, level and thickness can be determined, shear surfaces identified and the behaviour of plant, excavation sides and excavated materials can be related to the construction process. They are particularly valuable in land slip investigations. Some types of insitu test can be undertaken in such pits and large disturbed or block samples obtained. CABLE PERCUSSION BORING The light Cable Percussion technique of soft ground boring, typically at a diameter of 150mm, is a well established simple and flexible method of boring vertical holes and generally allows data to be obtained in respect of strata conditions other than rock. A tubular cutter (for cohesive soils) or shell with a flap valve (for granular soils) is repeatedly lifted and dropped using a winch and rope operating from an “A” frame. Soil which enters these tools is regularly removed and either sampled for subsequent examination or test, or laid to one side for backfilling. Steel casing will have been used to prevent collapse of the borehole sides where necessary. A degree of disturbance of soil and mixing of layers is inevitable and the presence of very thin layers of different soils within a particular stratum may not be identified. Changes in strata type can only be detected on recognition of a change in soil samples at surface, after the interface has been passed. For the foregoing reasons, depth measurements should not be considered to be more accurate than 0.10 metre. In cohesive soils cylindrical samples are retrieved by driving or pushing in 100mm nominal diameter tubes. In soft soils, piston sampling or vane testing may be undertaken. In granular soils and often in cohesive materials, insitu Standard Penetration Tests (SPT’s) are performed. The SPT records the number of standard blows required to drive a 50mm diameter open or cone ended probe for 300mm after an initial 150mm penetration. A modified method of recording is used in more dense strata. Small disturbed samples are obtained throughout. The technique can determine ground conditions to depths in excess of 30 metres under suitable circumstances and usually causes less surface disturbance than trial pitting. ROTARY DRILLING Rotary Drilling to produce cores by rotating an annular diamond-impregnated tube or barrel into the ground is the technique most appropriate to the forming of site investigation boreholes through rock or other hard strata. It has the advantage of being able to be used vertically or at an angle. Core diameters of less than 100mm are most common for site investigation purposes. Core is normally retrieved in plastic lining tubes. A flushing fluid such as air, water or foam is used to cool the bit and carry cuttings to the surface. Examination of cores allows detailed rock description and generally enables angled discontinuity surfaces to be observed. However, vertical holes do not necessarily reveal the presence of vertical or near-vertical fissures or joint discontinuities. The core type and/or techniques used. Where open hole rotary drilling is employed, descriptions of strata result from examination at surface of small particles ejected from the borehole in the flushing medium. In consequence, no indication of fissuring, bedding, consistency or degree of weathering can be obtained. Small scale plant can be used for auger drilling to limited depths where access is constrained. Depths in excess of 60 metres can be achieved under suitable circumstances using rotary techniques, with minimal surface disturbance.

WINDOW SAMPLING This technique involves the driving of an open-ended tube into the ground and retrieval of the soil which enters the tube. The term “window sample” arose from the original device which had a “window” or slot cut into the side of the tube through which samples were taken. This has now been superseded by the use of a thin-walled plastic liner within a sampler which has a solid wall. Diameters range from 36 to 86mm. Such samples can be used for qualitative logging, selection of samples for classification and chemical analysis and for obtaining a rudimentary assessment of strength. Driving devices can be hand-held or machine mounted and the drive tubes are typically in 1m lengths. The hole formed is not cased, however, and hence the success of this technique is limited when soils and groundwater conditions are such that the sides of the hole collapse on withdrawal of the sampler. Obstructions within the ground, the density of the material or its strength can also limit the depth and rate of penetration of this light-weight investigation technique. Nevertheless, it is a valuable tool where access is constrained such as within buildings or on embankments. Depths of up to 8m can be achieved in suitable circumstances but depths of 4m to 6m are more common. EXPLORATORY HOLE RECORDS The data obtained by these techniques are generally presented on Trial Pit, Borehole, Drillhole or Window Sample Records. The descriptions of strata result from information gathered from a number of sources which may include published geological data, preliminary field observations and descriptions, insitu test results, laboratory test results and specimen descriptions. A key to the symbols and abbreviations used accompanies the records. The descriptions on the exploratory hole records accommodate but may not necessarily be identical to those on any preliminary records or the laboratory summaries. The records show ground conditions at the exploratory hole locations. The degree to which they can be used to represent conditions between or beyond such holes, however, is a matter for geological interpretation rather than factual reporting and the associated uncertainties must be recognised. DYNAMIC PROBING This technique typically measures the number of blows of a standard weight falling over a standard height to advance a cone-ended rod over sequential standard distances (typically 100mm). Some devices measure the penetration of the probe per standard blow. It is essentially a profiling tool and is best used in conjunction with other investigation techniques where site-specific correlation can be used to delineate the distribution of soft or loose soils or the upper horizon of a dense or strong layer such as rock. Both machine-driven and hand-driven equipment is available, the selection depending upon access restrictions and the depth of penetration required. It is particularly useful where access for larger equipment is not available, disturbance is to be minimised or where there are cost constraints. No samples are recovered and some techniques leave a sacrificial cone head in the ground. As with other lightweight techniques, progress is limited in strong or dense soils. The results are presented both numerically and graphically. Depths of up to 10m are commonly achieved in suitable circumstances. The hand-driven DCP probing device has been calibrated by the TRL to provide a profile of CBR values over a range of depths of up to 1.50m. INSTRUMENTATION The most common form of instrument used in site investigation is either the standpipe or else the standpipe piezometer which can be installed in investigation holes. They are used to facilitate monitoring of groundwater levels and water sampling over a period of time following site work. Normally a standpipe would be formed using rigid plastic tubing which has been perforated or slotted over much of its length whilst a standpipe piezometer would have a filter tip which would be placed at a selected level and the hole sealed above and sometimes below to isolate the zone of interest. Groundwater levels are determined using an electronic “dipmeter” to measure the depth to the water surface from ground level. Piezometers can also be used to measure permeability. They are simple and inexpensive instruments for long term monitoring but response times can limit their use in tidal areas and access to the ground surface at each instrument is necessary. Remote reading requires more sophisticated hydraulic, electronic or pneumatic equipment. Settlement can be monitored using surface or buried target plates whilst lateral movement over a range of depths is monitored using slip indicator or inclinometer equipment.

Geotechnics Limited © The Geotechnical Centre, 203 Torrington Avenue, Tile Hill, Coventry. CV4 9AP

GENERAL NOTES 1. The report is prepared for the exclusive use of the Client named in the

document and copyright subsists with Geotechnics Limited. Prior written

permission must be obtained to reproduce all or part of the report. It is

prepared on the understanding that its contents are only disclosed to

parties directly involved in the current investigation, preparation and

development of the site.

2. Further copies may be obtained with the Client's written permission,

from Geotechnics Limited with whom the master copy of the document

will be retained.

3. The report and/or opinion is prepared for the specific purpose stated in

the document and in relation to the nature and extent of proposals

made available to Geotechnics Limited at that time. Re-consideration

will be necessary should those details change. The recommendations

should not be used for other schemes on or adjacent to the site without

further reference to Geotechnics Limited.

4. The assessment of the significance of the factual data, where called for,

is provided to assist the Client and his Engineer and/or Advisers in the

preparation of their designs.

5. The report is based on the ground conditions encountered in the

exploratory holes together with the results of field and laboratory testing

in the context of the proposed development. The data from any

commissioned desk study and site reconnaissance are also drawn upon.

There may be special conditions appertaining to the site, however, which

are not revealed by the investigation and which may not be taken into

account in the report.

6. Methods of construction and/or design other than those proposed by the

designers or referred to in the report may require consideration during

the evolution of the proposals and further assessment of the

geotechnical and any geoenvironmental data would be required to

provide discussion and evaluations appropriate to these methods.

7. The accuracy of results reported depends upon the technique of

measurement, investigation and test used and these values should not be

regarded necessarily as characteristics of the strata as a whole (see

accompanying notes on Investigation Techniques). Where such

measurements are critical, the technique of investigation will need to be

reviewed and supplementary investigation undertaken in accordance

with the advice of the Company where necessary.

8. The samples selected for laboratory test are prepared and tested in

accordance with the relevant Clauses of BS 1377 Parts 1 to 8, where

appropriate, in Geotechnics Limited’s UKAS accredited Laboratory,

where possible. A list of tests is given.

9. Tests requiring the use of another laboratory having UKAS accreditation

where possible are identified.

10. Any unavoidable variations from specified procedures are identified in

the report.

11. Specimens are cut vertically, where this is relevant and can be identified,

unless otherwise stated.

12. All the data required by the test procedures are recorded on

individual test sheets but the results in the report are presented in

summary form to aid understanding and assimilation for design

purposes. Where all details are required, these can be made

available.

13. Whilst the report may express an opinion on possible

configurations of strata between or beyond exploratory holes, or on

the possible presence of features based on either visual, verbal,

written, cartographical, photographic or published evidence, this is

for guidance only and no liability can be accepted for its accuracy.

14. Classification of materials as Made Ground is based on the

inspection of retrieved samples or exposed excavations. Where it is obvious that foreign matter such as paper, plastic or metal is present, classification is clear. Frequently, however, for fill materials that arise from the adjacent ground or from the backfilling of excavations, their visual characteristics can closely resemble those of undisturbed ground. Other evidence such as site history, exploratory hole location or other tests may need to be drawn upon to provide clarification. For these reasons, classification of soils on the exploratory hole records as either Made Ground or naturally occurring strata, the boundary between them and any interpretation that this gives rise to should be regarded as provisional and subject to re-evaluation in the light of further data.

15. The classification of materials as Topsoil is generally based on

visual description and should not be interpreted to mean that the material so described complies with the criteria for Topsoil used in BS 3882 (2007). Specific testing would be necessary where such definition is a requirement.

16. Ground conditions should be monitored during the construction of

the works and the report should be re-evaluated in the light of

these data by the supervising geotechnical engineers.

17. Any comments on groundwater conditions are based on

observations made at the time of the investigation, unless specifically stated otherwise. It should be noted, however, that the observations are subject to the method and speed of boring, drilling or excavation and that groundwater levels will vary due to seasonal or other effects.

18. Any bearing capacities for conventional spread foundations which

are given in the report and interpreted from the investigation are for bases at a minimum depth of 1m below finished ground level in naturally occurring strata and at broadly similar levels throughout individual structures, unless otherwise stated. The foundations should be designed in accordance with the good practice embodied in BS 8004:1986 - Foundations, supplemented for housing by NHBC Standards. Foundation design is an iterative process and bearing pressures may need adjustment or other measures may need to be taken in the context of final layouts and levels prior to finalisation of proposals.

19. Unless specifically stated, the investigation does not take account

of the possible effects of mineral extraction or of gases from fill or

natural sources within, below or outside the site.

20. The costs or economic viability of the proposals referred to in the

report, or of the solutions put forward to any problems

encountered, will depend on very many factors in addition to

geotechnical or geoenvironmental considerations and hence their

evaluation is outside the scope of the report.

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