REPORT C4171A MARCH 2012 GEOENVIRONMENTAL … Geo Environ… · 3.5. Landfilling and Waste Management ... March 2011 Page iii Report: C4171A - Smirthwaite Street, Burnley (Phase 2)

REPORT C4171A MARCH 2012 GEOENVIRONMENTAL APPRAISAL of land off SMIRTHWAITE STREET, BURNLEY (PHASE 2) prepared for KEEPMOAT HOMES LTD

REPORT NUMBER:

C4171A REPORT STATUS:

FINAL

REPORT TYPE:

GEOENVIRONMENTAL

APPRAISAL

REPORT DATE:

MARCH 2012

SITE:

SMIRTHWAITE STREET

BURNLEY (PHASE 2)

PREPARED FOR:

KEEPMOAT HOMES LTD

PREPARED BY:

Sirius Geotechnical and

Environmental Ltd

4245 Park Approach

Thorpe Park

Leeds

LS15 8GB

Tel: 01132 649 960

Fax: 01132 649 962

This report is written for the sole use of Keepmoat Homes Ltd. No other

third party may rely on or reproduce the contents of this report without

the written approval of Sirius. If any unauthorised third party comes into

possession of this report, they rely upon it entirely at their own risk and

the authors do not owe them any Duty of Care or Skill.

Geoenvironmental Appraisal Report – March 2011 Page i

Report: C4171A - Smirthwaite Street, Burnley (Phase 2)

Prepared for: Keepmoat Homes Ltd

GEOENVIRONMENTAL APPRAISAL

of land off

SMIRTHWAITE STREET, BURNLEY (PHASE 2)

Prepared for

KEEPMOAT HOMES LTD

CONTENTS

EXECUTIVE SUMMARY

1. INTRODUCTION ......................................................................................................... 1

2. SITE DETAILS AND DESCRIPTION .......................................................................... 4

3. ENVIRONMENTAL SETTING .................................................................................... 6

3.1. Introduction ..................................................................................................... 6

3.2. Site History ..................................................................................................... 6

3.3. Published Geological Information ................................................................... 6

3.4. Hydrology and Hydrogeology ......................................................................... 7

3.5. Landfilling and Waste Management ............................................................... 8

3.6. Radon Risk ..................................................................................................... 8

4. PREVIOUS INVESTIGATION FINDINGS ................................................................... 9

5. PRELIMINARY CONCEPTUAL MODEL .................................................................. 11

6. FIELDWORK ............................................................................................................ 12

6.1. Scope of Investigation .................................................................................. 12

6.2. Strata Description ......................................................................................... 13

6.3. Exploratory Hole Locations ........................................................................... 13

6.4. Geotechnical Testing .................................................................................... 13

6.5. Chemical Testing .......................................................................................... 14

7. GROUND CONDITIONS AND MATERIAL PROPERTIES....................................... 15

7.1. Strata Profile ................................................................................................. 15

7.2. Material Properties ....................................................................................... 17

7.3. Ground Stability ............................................................................................ 19

7.4. Groundwater ................................................................................................. 21

7.5. Visual / Olfactory Evidence of Contamination ............................................... 21

7.6. Ground Gas .................................................................................................. 21

Geoenvironmental Appraisal Report – March 2011 Page ii



8. RESULTS OF CHEMICAL TESTING ....................................................................... 23

8.1. Assessment Methodology ............................................................................ 23

8.2. Soil Analysis ................................................................................................. 23

9. REVISED CONCEPTUAL MODEL AND GENERIC QUANTITATIVE RISK ASSESSMENT OF POLLUTANT LINKAGES ......................................................... 26

9.1. Summary of Identified Pollutant Linkages .................................................... 26

10. CONCLUSIONS AND RECOMMENDATIONS ......................................................... 27

10.1. General ......................................................................................................... 27

10.2. Flood Risk .................................................................................................... 27

10.3. Geotechnical ................................................................................................ 27

10.4. Asbestos-Containing Materials ..................................................................... 32

10.5. Soil and Groundwater Contamination ........................................................... 32

10.6. Ground Gas .................................................................................................. 33

10.7. Invasive Plants ............................................................................................. 33

10.8. Disposal of Soils ........................................................................................... 34

11. REGULATORY APPROVALS .................................................................................. 35

12. FURTHER WORKS .................................................................................................. 36

Geoenvironmental Appraisal Report – March 2011 Page iii



APPENDICES

APPENDIX A DRAWINGS

DrawingNo. Title Scale

C4171A/01 Site Location Plan 1:50,000

C4171A/02 Proposed Development Plan 1:1,000

C4171A/03 Site Features Plan showing Exploratory Hole Locations 1:1,000

C4171A/04 Preliminary Conceptual Site Model NTS

C4171A/05 Revised Conceptual Site Model NTS

C4171A/06 Preliminary Constraints Plan 1:1,000

NTS: Not to Scale

APPENDIX B EXPLORATORY HOLE LOGS

APPENDIX C LABORATORY TEST RESULTS

APPENDIX D GAS AND GROUNDWATER MONITORING RESULTS

APPENDIX E SIRIUS GENERIC ASSESSMENT CRITERIA

Geoenvironmental Appraisal Report – March 2011 Page iv



EXECUTIVE SUMMARY

Introduction Sirius Geotechnical and Environmental Ltd (Sirius) were commissioned by

Keepmoat Homes Limited (Keepmoat) to undertake a geoenvironmental

appraisal of land off Smirthwaite Street, Burnley (Phase 2 area) (the “site”).

This report is intended to supplement a previous report undertaken by Sirius

(Smirthwaite Street, Burnley (Phase 1) Geoenvironmental Appraisal Report,

Ref C4171, dated June 2011). The previous report incorporated a detailed

desk study for both the Phase 1 and Phase 2 areas of the site, in addition to

limited intrusive investigation within the designated ‘Phase 2’ area, and should

be referred to in conjunction with this Phase 2 report.

Site Details The site is located off Smirthwaite Street and Howard Street, approximately

2km west of Burnley town centre. The Phase 2 area comprises several

discrete parcels of land, including land to the north and south of Howard

Street, land to the south of Smirthwaite Street and land to the east and west of

Clough Street. The Phase 2 areas are denoted on Drawing No.C4171A/03,

included in Appendix A.

The site generally comprises open grassed areas of land separated by public

highways. A construction compound is presently located within a parcel of

land to the north of Cog Street, and three areas of partly demolished

properties are located to the south of Accrington Road and to the north of Tay

Street.

Site History The site has historically been developed with residential properties and a

social club since at least 1890. Earlier online available OS maps indicate the

presence of a stream (Hargher Clough) formerly crossing the site in a

southeast-northwest direction, flowing to the north. The clough appears to

have been culverted between 1848 and 1890.

Most residential properties (and the club) located within the site have since

been demolished and cleared. Residential development is underway within

the Phase 1 (western area of the site).

Geology The site is shown on published geological maps to be underlain by glacial till

of unspecified thickness. The solid geology of the site comprises fault-

bounded sections of strata, comprising sandstone and undifferentiated Lower

Coal Measures, with coal seams. The strata dip to the north. There are two

coals seams likely to underlie the site at shallow depth. These are the Inferior

Cannel Mine in the west and the King Mine in the east, each being fault-

bounded.

The Inferior Cannel Mine is shown to subcrop beneath till in the west, on the

southern site boundary, with the King Mine shown to subcrop in the east, on

the southern site boundary and just encroaching into the site in the southeast.

Landfill There are five records of local authority landfills within 1.5km of the site, the

closest located 333m to the northwest. There are fourteen records of BGS/EA

landfill sites within 1.5km, the closest located 10m to the south of the site,

located at Hargher Clough Works, corresponding to the location of a former

backfilled mill pond.

Fieldwork This investigation, which was supervised by a Sirius Geoenvironmental

Engineer, was undertaken in two stages between 9th and 16

th August 2011,

and comprised:

Geoenvironmental Appraisal Report – March 2011 Page v



• Drilling of ten open rotary probe holes (RO1 to RO10) to depths of

30.00m bgl across both Phase 1 and 2 development areas.

• Excavation of ten trial pits (TP101 to TP109 / TP109A) to depths of

between 0.60m and 3.40m bgl, in the Phase 2 area.

• Boring of eight window sample boreholes (WS101 to WS103 /

WS103A, WS104 / WS104A and WS105 to WS106) to depths of

between 0.90m and 5.45m bgl, in the Phase 2 area.

Laboratory

Testing

Geotechnical laboratory testing was carried out on selected samples at the

laboratory of Professional Soils Laboratory (PSL), a UKAS accredited

laboratory.

Selected samples of the made and natural ground were tested for a range of

potential contaminants under subcontract with Derwentside Environmental

Testing Services (DETS), a UKAS and MCERTS accredited laboratory.

Ground

Conditions

Made ground was encountered within every exploratory hole, generally

deepening centrally and to the east of the site, within the general vicinity of

Hargher Clough (encountered to approximate depths of between 2.20m and

4.10m bgl). The shallowest area of made ground (<0.30m depth) was

encountered to the west of the site (south of Smirthwaite Street), recorded to

comprise sand and gravel of brick, sandstone and concrete.

Made ground within the vicinity of Hargher Clough (as indicated on Drawing

No. C4171A/06 in Appendix A) was recorded to comprise generally cohesive

fill, described as firm locally soft slightly sandy slightly gravelly clay. Gravel

was recorded to comprise brick, sandstone, concrete and slate. The cohesive

fill was found to generally overlie granular made ground consisting of ash,

‘shells’ (cockles), glass bottles and pottery, including crockery and clay

smoking pipes. Elsewhere, made ground was found to depths of between

1.30m and 1.80m bgl, recorded to comprise variable cohesive and granular

soils. Domestic waste and electrical equipment was noted within the made

ground in TP103. Possible asbestos containing materials were observed in

cohesive made ground in WS103, at a depth of between 0.30m - 0.70m.

Sandstone obstructions were noted within WS103, WS103A and TP103,

indicating possible backfilled basement floors.

Soft, low strength, grey organic clay with peat lenses was identified directly

underlying the made ground at a depth of 4.10m in WS5, indicating possible

alluvial superficial deposits associated with the former Hargher Clough.

Elsewhere, cohesive glacial deposits were encountered, recorded to comprise

soft to firm, low to high strength, low to high plasticity orange-grey-brown

slightly sandy, slightly gravelly clay. The cohesive glacial till was found to be

weathered near-surface, representing the lower strength soils. Highly

weathered siltstone and mudstone with bands of weathered coal were

encountered in WS101, WS105 and WS106 at depths of between 2.60m and

4.70m.

Lower Coal Measures strata comprising bands of siltstone, sandstone,

mudstone and coal, was recorded in each rotary borehole at depths of

between 4.00m and 10.00m bgl, proven to a maximum depth of 30.00m.

Intact coal was encountered within RO1, RO2, RO5, RO7, RO8 and RO9 at

depths of between 4.00m and 26.20m with thicknesses of between 0.40m and

2.70m. Two seams of coal were recorded within RO2 (at depths of 4.0m and

Geoenvironmental Appraisal Report – March 2011 Page vi



26.2m bgl).

Ground

Stability

Based on the findings of this investigation and published geological

information, it is considered that there is a low to moderate risk of surface

subsidence as a result of shallow mining in the Phase 2 area, associated with

the King Mine seam.

It is recommended that plot-specific exploratory drilling (with follow on grout

treatment if necessary) is carried out. The extent of treatment will be

dependent upon the final layout. Treatment will also need to be carried out

beneath roads. The scope of works will be subject to regulatory approval.

No quarrying activities are known to have taken place on the site. However,

the possibility of encountering unrecorded backfilled quarries / pits cannot be

discounted.

Foundations

and Floor

Slabs

Given that the proposed development is understood to comprise low-rise

residential dwellings, it is considered that the most suitable foundation solution

outside the area of deep made ground associated with Hargher Clough (see

Drawing No. C4171/06) will be spread foundations, taken down through made

ground, into the underlying natural glacial soils, of appropriate strength.

Foundation design should be undertaken in accordance with Eurocode (EC7).

The lowest strength soils on site will be the weathered cohesive glacial till,

encountered directly beneath the made ground soils. For these soils a

characteristic undrained shear strength of 40kN/m2 may be adopted. In

accordance with EC7 the following foundation design would be acceptable for

a vertical static load of 75kN/m and would limit settlements to <25mm:-

• A conventional strip footing, 225mm thick and 800mm wide, placed on

the weathered glacial soils at a minimum depth of 1.50m bgl.

The clay soils on this site have been found to be of low and medium

shrinkability in accordance with NHBC Standards Chapter 4.2. Foundations in

natural in situ clay soils should be a minimum of 900mm deep,

deepened/protected within the zone of influence of existing or proposed trees.

Surrounding Hargher Clough the made ground has been found to be in

excess of 4.00m deep overlying soft cohesive alluvial soils. It is therefore

recommended that piled foundations are adopted in this area, terminating

within the underlying stiff cohesive glacial deposits/Lower Coal Measures

strata. Further guidance should be sought from suitably qualified piling

contractors.

As an alternative to piling, consideration could be given to stabilisation of the

made ground by vibro compaction / vibro replacement. However, soft

cohesive alluvial soils may not be able to be treated effectively and specialist

advice should be sought.

If shallow abandoned mineworkings are present, foundations will need to be

designed to accommodate them. For traditional spread foundations, this

would involve thickening and strengthening. Where piled foundations are

used, piles may need to be taken through treated workings. Vibro treatment

would be unlikely to be suitable in this case.

Sulphate Class Design Sulphate Class of DS-3 and an ACEC Class of AC-3 for made ground

soils. A Design Sulphate Class of DS-1 and an ACEC Class of AC-1 for

natural soils only.

Geoenvironmental Appraisal Report – March 2011 Page vii



Contamination

and

Remediation

Localised elevated concentrations of benzo(a)pyrene in made ground soils

pose a potential unacceptable risk to site end-users. Possible asbestos-

containing materials were observed within made ground soils encountered in

WS103 during the fieldworks. However, no asbestos fibres were detected in

any made ground sample tested.

In view of the identified PAH contamination in made ground soils, it is

recommended that all private gardens and soft landscaping are capped with a

minimum of 600mm and 450mm respectively, of clean imported soils. This

would comprise a minimum 150mm of topsoil and 450mm / 300mm of subsoil

respectively.

Subject to further assessment of identified asbestos containing materials, the

capping layer may need to be increased locally to a minimum of 1000mm. The

recommendations would be subject to regulatory approval. Further demolition

works will be required and further contamination assessment will be required

following completion of the demolition works.

Gas Protection Based on recorded carbon dioxide levels below 5% v/v, the overall ground

gas regime has been assessed as Green using the NHBC traffic light system

for 150mm void presented in CIRIA C665, requiring no gas protection

measures. However, because of the potential for gas generation, it is

recommended that Amber 1 precautions be assumed.

Radon protection measures are not required for the proposed development on

this site.

Further Works It is recommended that plot-specific exploratory drilling (with follow on grout

treatment if necessary) is undertaken, following completion of demolition,

subject to the final proposed development layout. Drilling should also be

carried out beneath highways, subject to regulatory approval.

A detailed plot-specific foundation schedule should be prepared, together with

a remedial strategy.

The executive summary is an overview of the key findings and conclusions of the report.

There may be other information contained in the body of the report, which put into context

the findings of the executive summary. No reliance should be placed on the executive

summary in isolation.

Geoenvironmental Appraisal Report – March 2012 Page 1



1. INTRODUCTION

Sirius Geotechnical and Environmental Ltd (Sirius) were commissioned by Keepmoat Homes

Limited (Keepmoat) to undertake a geoenvironmental appraisal of land off Smirthwaite Street,

Burnley (Phase 2 area) (the “site”).

This report is intended to supplement a previous report undertaken by Sirius (Smirthwaite Street,

Burnley (Phase 1) Geoenvironmental Appraisal Report, Ref C4171, dated June 2011). The

previous report incorporated a detailed desk study for both Phase 1 and Phase 2 areas of the site,

in addition to limited intrusive investigation within the designated ‘Phase 2’ area, and should be

referred to in conjunction with this Phase 2 report.

The denoted Phase 1 and 2 development areas (as defined by the developer) are shown on

Drawing No. C4171A/03, which is included in Appendix A.

It is understood that development will comprise low-rise residential properties with gardens,

associated infrastructure and areas of public open space, as indicated on the proposed

development plan, Drawing No. C4171A/02, which is included in Appendix A.

The objectives of this appraisal were:

• To summarise the historical development and environmental setting of the site and

surrounding area.

• To investigate near-surface soil and groundwater conditions in the accessible parts of the

Phase 2 area of the proposed development.

• To determine the potential risks posed by ground contamination and provide

recommendations on remedial measures to manage such risks in the Phase 2 area.

• To establish the risks associated with hazardous ground gas in the Phase 2 area.

• To evaluate whether past mining or other extractive industries could have an influence on

the site (both Phase 1 and Phase 2).

• To provide recommendations for foundations, floor slab and highways/pavement design

within the Phase 2 area.




Fieldworks were undertaken by Sirius between 9th

and 16thAugust 2011, comprising ten open

rotary boreholes to a maximum depth of 30.0m bgl (below ground level), ten machine excavated

trial pits to a maximum depth of 3.40m bgl, and eight window sample boreholes to a maximum

depth of 5.45m bgl. Fieldworks were intended to primarily target the Phase 2 area.

The previous Phase 1 site investigation (undertaken in June 2011), encroached into the Phase 2

development area, where access permitted. The results of the relevant Phase 1 investigation are

incorporated into this Phase 2 report.

This report, which was designed to meet the requirements of all relevant current guidance,

presents the factual information available during this appraisal, interpretation of the data obtained

and recommendations relevant to the defined objectives.

It has been assumed in the production of this report that the site is to be redeveloped for a low-rise

residential with gardens end-use. In addition, it is assumed that ground levels will not change

significantly from those described in this report. If this is not the case, then amendments to the

recommendations made in this report may be required.

Where the report refers to the potential presence of invasive plants (such as Japanese Knotweed)

or asbestos-containing materials, such observations are for information only and should be verified

by a suitably qualified consultant.

The comments and opinions presented in this report are based on the findings of the previous desk

study, ground conditions encountered during intrusive investigation works performed by Sirius, and

the results of tests carried out within one or more laboratories. There may be other conditions

prevailing on the site, which have not been revealed by this investigation and which have not been

taken into account in this report. Responsibility cannot be accepted for any conditions not revealed

by this investigation. Any diagram or opinion on the possible configuration of strata, contamination

or other spatially variable features between or beyond investigation positions is conjectural and

given for guidance only. Confirmation of ground conditions between exploratory holes should be

undertaken if deemed necessary. Evaluation of ground gas and groundwater is based on

observations made at the time of the investigation and monitoring visits. It should be noted that

ground gas and groundwater levels and quality may vary due to seasonal and other effects.

This report has been prepared for the sole use of Keepmoat Homes. No other third party may rely

upon or reproduce the contents of this report without the written approval of Sirius. If any

unauthorised third party comes into possession of this report, they rely on it entirely at their own

risk and the authors do not owe them any Duty of Care or Skill.







2. SITE DETAILS AND DESCRIPTION

Table 2.1 Current Site Overview

Location The site is located off Smirthwaite Street and Howard Street,

approximately 2km west of Burnley town centre.

A site location plan is included as Drawing No. C4171A/01 within

Appendix A.

National Grid Reference 382620mE, 432270mN.

Topography and

Features

The Phase 2 area comprises several discrete parcels of land,

including land to the north and south of Howard Street, land to the

south of Smirthwaite Street and land to the east and west of Clough

Street. The Phase 2 areas are denoted on Drawing No.C4171A/03

included in Appendix A.

The site generally comprises open grassed areas of land separated

by public highways. A construction compound is presently located

within a parcel of land to the north of Cog Street, and three areas of

partly demolished properties are located to the south of Accrington

Road, and to the north of Tay Street.

The Phase 1 site area is located to the west and northwest of the

Phase 2 area.

Approximate Site Area 2.9 hectares (7.2 Acres) (Phase 1 and 2 areas).

Site Boundaries The site boundaries are formed by Accrington Road to the north,

beyond which are residential and commercial properties. To the

south east are terraced residential properties. A day nursery is

present to the north east. Industrial buildings are located to the

south of the site and a Supermarket is located to the west (beyond

the Phase 1 area).

Current Land Use Disused generally open land, with some disused buildings (awaiting

demolition).

Invasive Plant Species None noted. An ecological survey should be carried out to confirm

if any invasive plant species are present.




Adjacent Land Uses Residential properties to the north and east of the site and

industrial buildings to the south.

The Phase 1 area of the site forms the western site boundary, with

construction presently underway.

The main site features are shown on Drawing No. C4171A/03 within Appendix A.




3. ENVIRONMENTAL SETTING

3.1. Introduction

Published environmental, geological and historical data relating to the site have been reviewed,

with salient comments summarised below. The previous Sirius report (C4171) should be referred

to for a detailed summary of historical and environmental information.

3.2. Site History

The site has historically been developed with residential properties and a social club since at least

1890. Earlier online available OS maps indicate the presence of a surface water stream (Hargher

Clough) formerly crossing the site in a southeast-northwest direction, flowing to the north. The

clough appears to have been culverted between 1848 and 1890.

Residential properties (and the club) located within the site have since largely been demolished

and cleared. Residential development is underway within the Phase 1 (western area of the site).

3.3. Published Geological Information

A summary of available published geological information is provided in Table 3.1 below.

Table 3.1 Geological Summary

Sources of

Information

BGS 1:50,000 scale geological map (Sheet 76 - Rochdale).

BGS 1:10,560 scale geological plan (Sheet SD 83 SW).

Made Ground No made ground is shown to underlie the site. However, given the history

of the site, made ground is anticipated.

Drift Geology The site is shown to be underlain by glacial till of unspecified thickness.

Solid Geology The solid geology of the site comprises fault-bounded sections of strata,

comprising sandstone and undifferentiated Lower Coal Measures, with

coal seams. The strata dip to the north.

Faults Two faults cross the site, both aligned roughly north-south. The western

fault is shown to downthrow strata to the east with the eastern fault

downthrowing strata to the west. The approximate positions of the faults

(taken from BGS Sheet SD83SW) are shown on Drawing No. C4171/03,




in Appendix A.

Coal Seams There are two coal seams likely to underlie the site at shallow depth.

These are the Inferior Cannel Mine in the west and the King Mine in the

east, each being fault-bounded. The King Mine seam is the thickest,

being recorded on the geological map section at between approximately

1.4 and 1.8m. The Inferior Cannel Mine, on the basis of BGS online

information and a section shown on the geological map, to the east of the

site, is recorded to be between 0.3 and 0.6m thick.

The Inferior Cannel Mine is shown to subcrop beneath till in the west, on

the southern site boundary, with the King Mine shown to subcrop in the

east, on the southern site boundary and just encroaching into the site in

the southeast and lying at shallow depth beneath it.

Mining and

Quarrying

The Coal Authority mining report makes reference to potential shallow

coal mining, although there are no records available.

Additional relevant statements in the Coal Authority report are as

follows:-

• “The site is in the likely zone of influence from workings in 1 seam

of coal at 140 to 180m depth and last worked in 1870.

• There are no known coal mine entries within, or within 20 metres

of the site boundary.

• The property is not within a boundary of an opencast site from

which coal has been removed by opencast methods.

The historical plans show a number of quarries in operation since at least

1891 until 1910, between 200m and 450m east of the site.

A clay pit is also shown in operation off-site to the east, from at least

1891 until 1950.

3.4. Hydrology and Hydrogeology

The closest classified watercourse is Everage Reach located 1.1km north east of the site. This was

given a GQA Grade of “A” (Very good). Hargher Clough is known to be culverted beneath the site.




A culvert survey undertaken by Drain Doctor and forwarded to Sirius by the developer indicates the

culvert is between 1350mm and 1550mm diameter and of either a brick or concrete construction.

There are two surface water abstraction licenses within 1km of the site, the closest located 178m

to the southwest of the site, for general commercial usage. There is one groundwater abstraction

point within 1km of the site, located 446m to the northwest. This relates to a borehole at Peel Mill,

Burnley, used for process water.

The site is not located within 250m of an indicative Zone 2 or 3 fluvial floodplain.

There are no recorded source protection zones within 500m of the site. The underlying bedrock is

designated as a Secondary A aquifer.

3.5. Landfilling and Waste Management

There are five records of local authority landfills within 1.5km of the site, the closest located 333m

to the northwest of the site. There are fourteen records of BGS/EA landfill sites within 1.5km, the

closest located 10m to the south of the site, located at Hargher Clough Works, corresponding to

the location of a former backfilled mill pond.

3.6. Radon Risk

The site lies within an area where radon protective measures are not required.




4. PREVIOUS INVESTIGATION FINDINGS

No previous investigations for the Phase 2 site area have been forwarded to Sirius for review.

Sirius undertook site investigation works within Phase 1 in June 2011. As part of the Phase 1

investigation, Sirius were provided with a previous Geoenvironmental Assessment Report

undertaken by Lees Roxburgh Consulting Engineers (report Ref 4925A/R2, dated September

2007), on land to the west of Hargher Street, which forms the current Phase 1 development area.

A review and summary of the Lees Roxburgh report is included within the Sirius Phase 1 report,

which should be read in conjunction with this report.

The Sirius Phase 1 intrusive fieldworks were completed in March 2011, and comprised eight trial

pits to a maximum depth of 4.00m bgl and seven window sample boreholes to a maximum depth of

5.45m bgl. Three of the wells were installed with gas and groundwater monitoring wells. The Phase

1 investigation also covered accessible areas within the Phase 2 development area (including

exploratory holes TP5 to TP8, and WS4 to WS7A).

Exploratory holes generally encountered reworked topsoil to a maximum depth of 0.20m, overlying

made ground. Made ground was typically encountered to an approximate depth of 1.30m,

described as a clayey sand or gravelly clay, with cobbles and occasional boulders. The granular

fraction comprised brick, sandstone, pottery, plastic and timber. In the vicinity of Hargher Clough,

the made ground was recorded to approximately 4.0m depth, comprising both granular (including

ash with shells and bottles) and cohesive strata.

Natural strata were recorded to comprise localised soft, low strength cohesive alluvial soils

(recorded in WS5 only), and firm to stiff, low to high strength cohesive glacial soils, recorded to

depths exceeding 5.45m bgl.

Selected samples were taken and scheduled as part of the Sirius investigation for chemical testing.

The results indicated that localised elevated concentrations of benzo-a-pyrene were detected in

made ground soils. The Lees Roxburgh report indicated that localised elevated concentrations of

lead and TPH were present. Asbestos fibres were also encountered within a sample from TP11

(Lees Roxburgh investigation). Given the potential for exposure, it was recommended that a soil

cap be placed in private residential gardens and soft landscaping areas, to remove potential

pathways to site end-users.

Based on the findings of the Phase 1 area investigation, spread foundations were considered to be

appropriate, taken down through made ground, into the underlying natural glacial soils of




appropriate strength. However, localised deep made ground associated with previous/existing

major services was considered to possibly necessitate significant local deepening of foundations

(over 2.5m), requiring sectional trench fill, used in conjunction with reinforced strip footings.

The made ground surrounding Hargher Clough was found to be in excess of 4.0m depth, locally

overlying soft alluvial soils. It was therefore recommended that piled foundations were adopted,

terminating within the underlying stiff cohesive glacial deposits/Lower Coal Measures strata, within

this area.

Based on the results obtained during the Phase 1 investigation, a maximum gas screening value of

0.001 l/hr for carbon dioxide was calculated. The overall ground gas regime was assessed as

Green using the NHBC traffic light system for a 150mm void as presented in CIRIA C665. On this

basis, specific gas protection measures for methane and carbon dioxide were not considered

necessary for proposed development within the Phase 1 area. However, given the anticipated

depths of made ground associated with the culvert within the Phase 2 area, additional gas

monitoring from newly installed wells was recommended.




5. PRELIMINARY CONCEPTUAL MODEL

Based on the desk study and the findings of the Phase 1 report, a combined preliminary

conceptual site model and conceptual exposure model (CSM) has been developed for the

proposed future land-use (residential with gardens). This summarises the understanding of surface

and sub-surface features, the potential contaminant sources, transport pathways and receptors in

order to assess potential pollutant linkages. In assessing the likely contaminants present at the

site, reference has been made to the Industry Profile report series issued by the Department of the

Environment and other relevant supporting documentation.

A qualitative risk assessment has also been made of the likelihood of any pollutant linkage

operating and its potential significance.

The preliminary conceptual model is presented in schematic form as Drawing No. C4171A/04 in

Appendix A.

In summary, the preliminary CSM has identified the following potential pollutant linkages, which

could result in an unacceptable risk to the proposed end-use, denoted as moderate or higher risk

on the CSM:

• Ingestion, inhalation of dust and dermal contact with heavy metals/hydrocarbons in topsoil

and made ground.

• Inhalation of asbestos fibres within the made ground.

• Leaching of heavy metals/hydrocarbons into controlled waters (Hargher Clough and

underlying Secondary A aquifer).

• Gas risk from made ground and potentially from shallow coal seams, deep made ground

associated with the infilled Hargher Clough, and potential ‘marsh’ gas from alluvial soils

associated with Hargher Clough.




6. FIELDWORK

6.1. Scope of Investigation

The Sirius ground investigation was limited to the Phase 1 and 2 site areas as indicated on

Drawing No. C4171A/03, presented in Appendix A.

Sirius scoped the intrusive ground investigation using guidance presented in BS 10175:2011,

BS 8485:2007, the CLR series of documents (Defra and Environment Agency, 2002a-2002e) and

BS EN 1997:2004 and 2007.

The investigation, which was supervised by a Sirius Geoenvironmental Engineer, was undertaken

in two stages between 9th and 16

th August 2011, and comprised:

• Drilling of ten open rotary probe holes (RO1 to RO10) to depths of 30.00m bgl across both

Phase 1 and 2 development areas.

• Excavation of ten trial pits (TP101 to TP109 / TP109A) to depths of between 0.60m and

3.40m bgl, all within the Phase 2 area.

• Boring of eight window sample boreholes (WS101 to WS103 / WS103A, WS104 / WS104A

and WS105 to WS106) to depths of between 0.90m and 5.45m bgl, all within the Phase 2

area.

Permanent monitoring installations for both groundwater and ground gas monitoring were installed

in WS102, WS105 and WS106.

The Phase 1 investigation included exploratory holes located within accessible areas of Phase 2;

the findings of the previous investigation (where located within the designated Phase 2

development area) have been incorporated into this Phase 2 report.

The Phase 1 investigation was undertaken between 10th and 14

th March 2011, and comprised the

following exploratory holes within the Phase 2 area:

• Excavation of four trial pits (TP5 to TP8) to depths of between 3.00m and 4.00m bgl.

• Boring of five window sample boreholes (WS4 to WS7 / WS7A) to depths of between

0.50m and 5.45m bgl.




6.2. Strata Description

Detailed descriptions of strata and groundwater observations made during investigation works,

together with samples recovered, are presented on the Engineer’s exploratory hole records in

Appendix B.

Standard strata descriptions are compliant with BS EN ISO 14688:2002 and 2004 and BS EN ISO

14689:2003. The depths of strata on the record sheets are recorded from current ground levels at

each location, unless indicated otherwise.

6.3. Exploratory Hole Locations

The exploratory hole locations were based on the findings of the previous report and the

preliminary conceptual site model, in order to target specific areas of interest and achieve a

general site coverage. Procedures and principals recommended in CLR4 and BS 10175:2011 were

followed when determining exploratory hole locations.

The following table details the exploratory hole rationale:

Table 6.1 Exploratory Hole Rationale

Exploratory Hole Rationale

RO1-RO10 Open rotary probe holes to assess the risk of shallow

mining beneath the site.

TP8, WS4, WS6, WS101, WS102,

WS104, WS104A and WS105

Located in the vicinity of the infilled Hargher Clough to

assess the depth and extent of made ground.

TP5 - TP7, WS5, WS7, WS7A,

TP101 - TP108, WS103 and

WS106

General Phase 2 development site coverage.

Exploratory hole locations are shown on Drawing No. C4171A/03 in Appendix A of this report.

6.4. Geotechnical Testing

Geotechnical laboratory testing was carried out on selected samples in accordance with

techniques outlined in BS 1377:1990 “Methods of Test for Soils for Civil Engineering Purposes” at

the laboratory of Professional Soils Laboratory (PSL), a UKAS accredited laboratory.




Geotechnical and geochemical test results are included within Appendix C of this report.

6.5. Chemical Testing

Selected samples of the made and natural ground were tested for a range of potential

contaminants under subcontract with Derwentside Environmental Testing Services (DETS), a

UKAS and MCERTS accredited laboratory.

The potential contaminants of concern identified by the preliminary conceptual site model were

selected as the analytes for the samples recovered from the site. The results of soil analysis, as

received from the laboratory, are presented in Appendix C of this report.




7. GROUND CONDITIONS AND MATERIAL PROPERTIES

7.1. Strata Profile

A summary of the strata profile is provided in Table 7.1 below.

Table 7.1 Strata Profile

Strata

Depth Range

to Base

(Thickness

Range)

Description and Comments

Topsoil /

Surface

Cover

Ground Level

– 0.30m

(0.05m-0.30m)

Topsoil was encountered within a number of exploratory holes,

described as soft slightly sandy gravelly organic clay with

rootlets. Elsewhere, the surface cover is generally described as

comprising dark brown gravelly fine to coarse sand, with the

gravel fraction including brick and concrete.

Made

Ground

0.05m – 4.10m

(0.15m to

4.10m)

Made ground was encountered within every exploratory hole,

generally deepening centrally and to the east of the site, within

the general vicinity of Hargher Clough (encountered to

approximate depths of between 2.20m and 4.10m bgl).

The shallowest area of made ground (<0.30m depth) was

encountered to the west of the site (south of Smirthwaite Street),

recorded to comprise sand and gravel of brick, sandstone and

concrete.

Made ground within the vicinity of Hargher Clough (as indicated

on Drawing No. C4171A/03 in Appendix A) was recorded to

comprise generally cohesive fill, described as firm locally soft

slightly sandy slightly gravelly clay. Gravel was recorded to

comprise brick, sandstone, concrete and slate. The cohesive fill

was found to generally overlie granular made ground consisting

of ash, shells, glass bottles and pottery, including crockery and

clay smoking pipes.

Elsewhere, made ground was found to depths of between 1.30m

and 1.80m bgl, recorded to comprise variable cohesive and




Strata

Depth Range

to Base

(Thickness

Range)


granular soils. The made ground generally consisted of soft/firm

slightly sandy slightly gravelly clay and sand and gravel with low

to moderate cobble and boulder content of brick, concrete and

sandstone, with occasional glass, timber and slate. Gravel of

slag and clinker were identified within the made ground in

WS105, to a depth of 0.50m bgl.

Domestic waste and electrical equipment was noted within the

made ground in TP103. Possible asbestos containing materials

were observed in cohesive made ground in WS103, at a depth

of between 0.30m - 0.70m.

Sandstone block obstructions were noted within WS103,

WS103A and TP103, indicating possible backfilled basement

floors.

Superficial

Deposits

0.30 to 10.00m

(1.50m to

10.00m)

Soft, low strength, grey organic clay with peat lenses was

identified directly underlying the made ground at a depth of

4.10m, in WS5, indicating possible fluvial/alluvial superficial

deposits. These are considered likely to be associated with the

former Hargher Clough.

Elsewhere, cohesive glacial deposits were encountered,

recorded to comprise soft to firm, low to high strength, low to

high plasticity orange-grey-brown slightly sandy, slightly gravelly

clay. Gravel components included sandstone, mudstone,

siltstone and coal. The cohesive glacial till was generally found

to be weathered near-surface and being of lower strength.

Solid Strata Approx. 4.00m

to NR

(NR)

Highly weathered siltstone and mudstone with bands of

weathered coal were encountered in WS101, WS105 and

WS106 at depths of between 2.60m and 4.70m.

Lower Coal Measures strata comprising bands of siltstone,

sandstone, mudstone and coal, was recorded in each rotary




Strata

Depth Range

to Base

(Thickness

Range)


borehole at depths of between 4.00m and 10.00m bgl, proven to

a maximum depth of 30.00m.

Intact coal was encountered within RO1, RO2, RO5, RO7, RO8

and RO9 at depths of between 4.00m and 26.20m, with

thicknesses of between 0.40m and 2.70m. Two seams of coal

were recorded within RO2 (at depths of 4.0m and 26.2m bgl).

NR -not recorded

7.2. Material Properties

Made Ground

SPTs undertaken within the cohesive made ground returned uncorrected ‘N’ values of between 0

and 18 indicative of very low to high strength soils. SPT’s undertaken within granular made ground

recorded uncorrected ‘N’ values of between 3 and 12 indicative of loose to medium dense granular

soils.

Water soluble sulphate (SO4) concentrations recorded in five samples of made ground recorded

concentrations of between 14 to 2200mg/l, together with recorded pH units ranging from 7.6 to 9.0.

Based on the calculated mean of the two highest results, these indicate a design sulphate class of

DS-3 and an ACEC class of AC-3, in accordance with BRE Special Digest 1 (2005) for the design

of buried concrete, based on brownfield site designation and mobile groundwater conditions.

Glacial Till

‘Upper’ Glacial Till (weathered):

Two Atterberg Limit determinations were undertaken on samples of the ‘upper’ glacial till. This

indicated this material type to be of low to intermediate plasticity, with Liquid Limits of 30% and

47%, Plastic Limits of 18% and 22% together with Plasticity Indices of 12% and 25% (TP6 at 1.5m

and TP5 at 0.5m depth, respectively). Calculation of the modified Plasticity Index, in accordance

with NHBC standards, indicates that the upper glacial till deposits have a low to moderate volume

change potential.




The natural moisture contents of the samples of the upper glacial till tested are reported to be 21%

and 25%.

Consistency Indices (Ic) of the upper glacial till indicate Ic values of 0.75 and 0.88, which indicates

the cohesive material tested to be of firm to stiff consistency.

SPTs undertaken within the upper cohesive glacial till returned uncorrected ‘N’ values of between 0

and 10. Indicative undrained shear strengths of cohesive soils can be derived by applying a

correlation to SPT ‘N’ values according to the material’s plasticity, after Stroud (1975)1. Based on a

Plasticity Index of 25% for cohesive deposits a correlation factor of approximately 5 can be

derived. Using Stroud’s correlation the SPT N values indicate undrained shear strengths of

between 0kPa and 50kPa, indicating very low to medium strength soils.

An SPT undertaken within alluvial soils in WS5 recorded an N value of 4, indicative of low strength

cohesive soils.

Hand shear vane results in the upper cohesive glacial till ranged between 4kPa and 70kPa,

indicative of low to medium strength soils. The hand shear vanes undertaken within the upper

weathered cohesive glacial till generally correspond with the SPT results.

‘Lower’ Glacial Till:

Two Atterberg Limit determinations were undertaken on samples of the lower cohesive glacial till.

This indicated the soils to be of intermediate to high plasticity, with Liquid Limits of 39% and 54%,

Plastic Limits of 20% and 28% together with Plasticity Indices of 19% and 26% (WS101 at 4.5m

and WS104 at 2.8m depth, respectively). Calculation of the modified Plasticity Index, in

accordance with NHBC standards, indicates that the lower cohesive glacial till deposits have a low

to moderate volume change potential.

The natural moisture contents of the samples of the lower glacial till tested are reported to be 11%

and 30%.

Consistency Indices (Ic) of the lower glacial till indicate Ic values of 1.47 and 0.92, which indicates

that the cohesive material tested is of stiff and very stiff consistency.

SPTs undertaken within the lower glacial till returned uncorrected ‘N’ values of between 17 and 33.

Using Stroud’s correlation the SPT N values indicate undrained shear strengths of between 85kPa

and 165kPa, indicating high to very high strength deposits.




Hand shear vane results in lower glacial till ranged between 70kPa and 108kPa, indicative of

generally high strength deposits. The hand shear vanes undertaken within the lower cohesive

glacial till generally correspond with the SPT results.

Water soluble sulphate (SO4) concentrations recorded in three samples of natural ground recorded

concentrations of between 40 to 160mg/l, together with recorded pH units ranging from 8.0 to 8.5.

Based on the highest result, these indicate a design sulphate class of DS-1 and an ACEC class of

AC-1, in accordance with BRE Special Digest 1 (2005) for the design of buried concrete, based on

brownfield site designation and mobile groundwater conditions.

Bedrock

SPTs undertaken within highly weathered bedrock returned uncorrected ‘N’ values of between 24

and >50 indicative of very weak to weak bedrock.

7.3. Ground Stability

Shallow Mining

The rotary drilling investigation proved intact coal, present at shallow depth beneath the site. In the

east of the site, beneath the eastern part of the Phase 2 area, coal up to 2.7m thick was

encountered in RO1 at a depth of 6.0m. This is interpreted as the King Mine, which is also likely to

have been encountered in RO2, with a thickness of 1.1m, at a depth of 4.0m. In this borehole the

coal was encountered immediately beneath the glacial till and the apparent reduced thickness

recorded at this position may be because the coal is ‘subcropping’ beneath the glacial till, with

some having being eroded. A seam 0.5m thick was encountered in RO5 at a depth of 12m. This

may be indicative of collapsed/’squashed’ workings in the King Mine, which could be at this

position and depth, based upon interpolation of boreholes RO2, RO1 and RO5. However, no

evidence of workings was recorded. The geological map section shows the thickness of the King

Mine varying between 1.4 and 1.8m in the area.

The faulting and thick glacial till (extending up to approximately 10m below ground level) may

complicate the geological relations beneath the site and it is possible that more than one seam has

been recorded in the boreholes in the east of the Phase 2 area of the site. Other boreholes in the

east, beneath the Phase 2 area of the site do not record coal for their full depth (up to 30m) and

the lack of coal could be due to it having been ‘washed’ out (as recorded in the geological memoir

to the east of the site), in addition to being eroded by glacial processes, or being faulted out, as

stated above.




Towards the west of the site, coal was encountered in RO7 and RO8, with thicknesses of 1.2 and

1.3m at depths of 9.0m below ground level, in both boreholes. This seam may be the Inferior

Cannel seam, although the thicknesses recorded in Sirius boreholes appear to contradict those

shown on the geological map to the east (0.3m thick) and on a borehole in the British Geological

Survey online archive to the west of the site (0.6m thick). Again, geological relations may be

complicated because of the presence of glacial till and faulting. Borehole RO9, which lies to the

west of RO7 and RO8, proved intact coal 0.4m thick at a depth of 16m below ground level.

Of the two seams noted, the King Mine has been widely worked in the area, according to the

regional geological memoir. There are however, few references to the Inferior Cannel seam in the

memoir. The term ‘cannel’ describes the physical constituents of the coal and most are regarded

as having been deposited by water in low-energy environments. In this case they can occur as

lenses, rather than distinct continuous bands of regular thickness.

In assessing mining risk, account has been taken of the information in the geological memoir, the

results of the drilling investigation and an interpretation of strata relations. In addition, contextual

information from old Ordnance Survey maps has been assessed. No mine entries or evidence of

workings is noted on historic maps at or near conjectured subcrop positions. There are also no

records of mine entries noted by the Coal Authority on or within 20m of the site.

The overall mining risk is considered to be low in the Phase 1 and low/moderate in Phase 2, based

on the available information. Given that the King Mine is recorded as having been widely worked in

the area, a programme of investigative drilling and grouting is recommended in the east of the site,

beneath the Phase 2 area, where the seam lies within influencing depth. This depth is usually

taken as a function of a worst-case zone of potential collapse, extending above the seam position.

In this case, ten times the seam’s extraction thickness is the figure taken, above which no

significant impact should be manifest at the surface. The ‘ten times’ extraction thickness depth

extends from the top of the seam to foundation formation level, where competent residual strata

area present. However, where superficial soils are present the depth it is taken from the top of the

seam to the base of the superficial soils. In this case the ten times depth is taken from the top of

the seam to the base of the glacial till. The zone potentially affected by shallow mining is shown on

Drawing No. C4171A/06, included in Appendix A.




General Stability of Excavations

Trial pits undertaken as part of both phases of investigation remained generally stable during

excavation with the exception of TP103, TP104 and TP105. Made ground soils were found to be

collapsing at depths of between 1.70m and 3.10m bgl within these exploratory holes. TPs 103 and

104 are likely to be associated with older made ground in the area of the former Hargher Clough.

No quarrying activities are known or recorded to have taken place on the overall site. However, the

possibility of encountering unrecorded pits/quarries cannot be discounted and excavations for

foundations and services should be inspected for evidence of quarrying.

7.4. Groundwater

Perched groundwater ingress in made ground soils was recorded in WS5 and WS6 at a depth of

2.50m bgl, and within TP104 at a depth of 3.10m bgl. Groundwater seepages were recorded in

natural cohesive strata in TP105 at a depth of 3.10m and TP107 at a depth of 2.40m bgl.

Standing groundwater was noted within each of the monitoring wells installed into WS102, WS105

and WS106 at depths of between 1.40m and 3.27m during return monitoring visits.

7.5. Visual / Olfactory Evidence of Contamination

During the fieldwork, there was no olfactory or visual evidence of hydrocarbon or similar

contamination.

Made ground consisting of brick, ash and clinker were encountered as part of the second phase of

investigation. Such soils commonly contain elevated concentrations of PAHs and

metals/metalloids.

Domestic waste was encountered within made ground soils in TP103, which could potentially give

rise to hazardous ground gas. Possible asbestos containing materials (ACM’s) were detected

within WS103.

7.6. Ground Gas

Ground gas monitoring has been carried out on six occasions and the results are summarised in

Table 7.2 below. Full details of ground gas monitoring results are included in Appendix D.




Table 7.2 Summary of Gas Monitoring

Well Methane (range)

%v/v

Carbon Dioxide

(range) %v/v

Oxygen (range)

%v/v

Flow (range) l/hr

WS102 ND ND - 1.2 20.3 - 21.1 ND

WS105 ND ND - 0.8 18.0 - 21.0 -2.0 - ND

WS106 ND ND - 2.0 14.6 - 21.1 -1.8 - ND

ND Not Detected




8. RESULTS OF CHEMICAL TESTING

8.1. Assessment Methodology

The laboratory test data for the relevant soil strata within the Phase 2 development area were

reviewed for completeness and consistency.

8.2. Soil Analysis

Results of chemical analysis are presented in full in Appendix C.

For this site, measured values were compared to Generic Assessment Criteria (GAC) derived for a

residential with gardens end-use. Source data for all GACs are provided in Appendix E.

The chemical analysis results and screening criteria are summarised in Table 8.1.

Table 8.1 Summary of Total Soil Concentrations

Determinand No. of Samples Tested

Range of Results (mg/kg unless

specified)

GAC (1% SOM)

No. of Samples

>GAC

Outliers

Metals

Inorganic Arsenic 5 6.9 - 11 32 0

Cadmium 5 0.6 - 0.9 10 0

Chromium (III) 5 13 - 26 3000 0

Lead 5 20 - 76 450 0

Inorganic Mercury 5 <0.05 - 2.8 170 0

Selenium 5 <0.5 350 0

Copper 5 13 - 28 200 0

Nickel 5 8.5 - 22 130 0

Zinc 5 34 - 110 450 0

Inorganics

pH 8 7.6 - 9.0 <5 0

Total Sulphate (%) 5 0.01 - 0.45 2400 2 TP101 at 0.6m and TP106

at 0.8m depth

Water Sol. Sulphate 8 0.014 - 2.2 0.5 g/l 2 TP101 at 0.6m and TP106

at 0.8m depth

Speciated PAH

Acenaphthene 5 <0.1 - 0.7 200 0

Anthracene 5 <0.1 - 1.5 2200 0

Acenaphthylene 5 <0.1 160 0

Benzo(a)anthracene 5 <0.1 - 2.3 3.3 0

Benzo(b)fluoranthene 5 <0.1 - 2.7 5.6 0






specified)

GAC (1% SOM)

No. of Samples

>GAC

Outliers

Benzo(k)fluoranthene 5 <0.1 - 0.8 8.5 0

Benzo(g,h,i)perylene 5 <0.1 - 1.9 44 0

Benzo(a)pyrene 5 <0.1 - 3.2 0.83 1 TP101 at 0.60m depth

Chrysene 5 <0.1 - 3.1 6.1 0

Dibenzo(a,h)anthracene 5 <0.1 - 0.2 0.77 0

Fluoranthene 5 <0.1 - 6.5 260 0

Fluorene 5 <0.1 160 0

Indeno(1,2,3-cd)pyrene 5 <0.1 - 2.0 3.2 0

Naphthalene 5 <0.1 0.68 0

Pyrene 5 <0.1 - 5.8 560 0

Phenanthrene 5 <0.1 - 2.9 92 0

Others

Phenol 5 <0.3 180 0

TOC 5 0.7 - 1.9 3 w/w% 0

Asbestos 8 NAD Fibres

present 0

Table based on a Residential with Gardens end use.

GAC -generic assessment criterion; NA - not applicable.

NAD-No asbestos detected.



specified)

GAC (1% SOM)

No. of Samples

>GAC

Outliers

Aliphatic EC 5-6 4 <0.01 17 0

Aliphatic EC >6-8 4 <0.01 36 0

Aliphatic EC >8-10 4 <0.0.1 8.8 0

Aliphatic EC >10-12 4 <1.5 43 0

Aliphatic EC >12-16 4 <1.2 350 0

Aliphatic EC >16-35 4 <1.5 – 15 29000 0

Aromatic EC 5-7 4 <0.01 0.054 0

Aromatic EC >7-8 4 <0.01 92 0

Aromatic EC >8-10 4 <0.01 14 0

Aromatic EC >10-12 4 <0.9 54 0

Aromatic EC >12-16 4 <0.5 140 0

Aromatic EC >16-21 4 <0.6 – 11 250 0

Aromatic EC >21-35 4 <1.4 – 110 890 0

Table based on a Residential with Gardens end use.

GAC -generic assessment criterion; NA - not applicable.

Metals and Metalloids

No metals were recorded with concentrations above the relevant GAC.




Other Inorganic Analytes

Total and water soluble sulphate were recorded at concentrations exceeding the relevant GACs

within two granular made ground samples, taken from TP101 and TP106 at 0.6m depth. Whilst

these are not considered to pose a risk to human health, they should be considered as part of the

risk to the built development, discussed further in Section 10. The GACs are set at the upper limits

for DS-1 Design Sulphate Class concrete.

Organics

Benzo(a)pyrene was recorded at a concentration of 3.2mg/kg within one granular made ground

sample (TP101 at 0.6m depth), compared to a GAC of 0.83mg/kg.

No further organics recorded concentrations above the relevant GAC.




9. REVISED CONCEPTUAL MODEL AND GENERIC QUANTITATIVE

RISK ASSESSMENT OF POLLUTANT LINKAGES

The preliminary combined conceptual site model and conceptual exposure model, developed from

the desk study information and presented in Section 5, has been revised in light of the ground

investigation and the chemical analysis results presented above.

The revised conceptual model has been developed for the proposed future land-use (residential

with gardens). This summarises the understanding of surface and sub-surface features, the

potential contaminant sources, transport pathways and receptors.

The revised conceptual model is presented in schematic form in Appendix A, Drawing

No. C4171A/05.

9.1. Summary of Identified Pollutant Linkages

In summary, the revised CSM has identified the following potential pollutant linkages, which could

result in an unacceptable risk to the proposed end-use, denoted as a moderate or higher risk on

the CSM:

• Ingestion, inhalation and dermal contact of localised benzo(a)pyrene in made ground soils,

posing a moderate risk to human health receptors.

• Inhalation of possible localised asbestos-containing materials in made ground soils, posing

a moderate to high risk to human health receptors.




10. CONCLUSIONS AND RECOMMENDATIONS

10.1. General

This geoenvironmental appraisal has been performed for land off Smirthwaite Street, Burnley

(Phase 2). The recommendations made refer principally to the Phase 2 development area of land.

However, recommendations are included for the overall site regarding the potential risk from

shallow mining.

It has been assumed in the production of this report that the site is to be redeveloped for a low-rise

residential with gardens end-use. In addition, it has been assumed that ground levels will not

change significantly from those described in this report. If this is not the case, then amendments to

the interpretation and conclusions in this report may be required.

10.2. Flood Risk

According to the Environment Agency, the site is not located within 250m of a Zone 2 or 3 fluvial

floodplain.

10.3. Geotechnical

Mining and Quarrying

The results of the rotary probing investigation have identified workable thicknesses of coal within

influencing depth of the surface, principally in the east of the site No evidence of workings has

been identified by the Sirius investigation. Taking into account all currently available information, it

is considered that the probability of unrecorded mineworkings affecting surface stability in Phase 1

is low and is low to moderate in Phase 2.

It is recommended that plot specific exploratory drilling (with follow-on grout treatment if necessary)

is undertaken associated with plots and infrastructure in the east of the site. The likely zone of

exploratory drilling/treatment is shown on Drawing No. C4171A/06, in Appendix A.

The scope of investigation and treatment will be dependent upon the final layout and the scope

would be subject to regulatory approval (local highways department and NHBC).

No quarrying activities are known to have taken place on the site. However, the possibility of

encountering unrecorded backfilled quarries / pits cannot be discounted. Excavation for

foundations and services should be inspected for suspect areas of made ground, potentially




indicative of quarrying. This would exclude the area of deep made ground associated with the

infilled former Hargher Clough. The approximate extent of this likely infill area is shown on Drawing

no. C4171A/06, in Appendix A.

Foundations

This investigation has identified variable cohesive and granular made ground across the Phase 2

site area, to depths of between 0.15m and 4.10m, though typically between 1.0m and 1.50m. The

deepest made ground is located within the infilled channel of the former Hargher Clough.

The made ground is in turn underlain by firm and stiff glacial till. Some possible fluvial/alluvial

deposits were encountered at the base of the made ground, associated with Hargher Clough.

Preliminary foundation recommendations are described below and shown on Drawing No.

C4171A/06 in Appendix A. These will need to be refined following receipt of a final proposed

development layout.

Foundations outside the area of deep made ground associated with the former Hargher

Clough

Given that the proposed development is understood to comprise low-rise residential dwellings, it is

considered that the most suitable foundation solution within the majority of this zone will be spread

foundations, taken down through made ground, into the underlying natural glacial soils, of

appropriate strength.

Foundation design should be undertaken in accordance with Eurocode (EC7). The lowest strength

soils on site will be the weathered cohesive glacial till, encountered directly beneath the made

ground soils. These soils were found to be locally softened (WS7A, WS102 and TP102).

For these soils a characteristic undrained shear strength of 40kN/m2 may be adopted. In

accordance with EC7 the following foundation design would be acceptable for a vertical static load

of 75kN/m and would limit settlements to <25mm:-

• A conventional strip footing, 225mm thick and 800mm wide, placed on the weathered

glacial soils at a minimum depth of 1.50m bgl.

The clay soils on this site have been found to be of low and medium shrinkability in accordance

with NHBC Standards Chapter 4.2. Foundations in natural in situ clay soils should be a minimum of

900mm deep, deepened/protected within the zone of influence of existing or proposed trees. A tree




survey was not included in the scope of this investigation but should be carried out prior to the

production of a detailed plot-specific foundation schedule.

Foundations should be taken below the base of any previously existing substructures. Local deep

made ground associated with previous/existing major services and backfilled cellars may

necessitate significant local deepening of foundations (over 2.5m). This may require sectional

trench fill, used in conjunction with reinforced strip footings. Local reduced dig may also be

required. The alternative is to use piled foundations. However, the latter may not be cost-effective

for individual plots, although could be combined with piling in the area of deep made ground

associated with Hargher Clough.

Foundations should be taken below a line drawn up at 45° from the base of any existing or

proposed services. If any former basements or other deep structures are encountered alternative

foundation solutions may be required, as stated above.

Away from made ground, as stated above, soft, weathered natural soils may be present at

formation level in till. Subject to inspection and assessment, foundations may need to be deepened

to found on soils of adequate strength. However, foundations should not be taken deeper than

1.5m without seeking further geotechnical advice.

Foundations in the area of the former Hargher Clough

Surrounding Hargher Clough the made ground has been found to be in excess of 4.00m deep,

overlying soft cohesive possible fluvial/alluvial soils and glacial till. The made ground and soft soils

are considered unsuitable as bearing strata using conventional shallow spread foundations,

because of the potential for excessive total and differential settlements. It is therefore

recommended that piled foundations are adopted, terminating within the underlying stiff cohesive

glacial deposits/Lower Coal Measures strata. Further guidance should be sought from suitably

qualified piling contractors.

As an alternative to piling, consideration could be given to stabilisation of the made ground by vibro

compaction / vibro replacement. If this is to be considered, further guidance should be sought from

suitably qualified ground improvement contractors. Key issues in the use of vibro techniques on

this site would be variability in depth, character and areal extent of made ground. To be effective,

made ground should be of consistent depth and character beneath the entire footprint of the plot.

Soft cohesive soils may not be able to be treated effectively.




As previously stated, the cohesive glacial soils have been found to be of low to medium

shrinkability in accordance with NHBC Standards Chapter 4.2 and appropriate guidance should be

followed. The minimum foundation depth, measured from the lower of the existing or proposed

ground level, to the base of the footing, should be 900mm, deeper near to trees, in accordance

with NHBC Guidance Chapter 4.2.

Foundations must not compromised/be compromised by the culverted watercourse.

Potential Shallow Mining and Foundation / Superstructure Precautions

Dependent upon the results of proposed exploratory drilling and grouting, following completion of

demolition of remaining properties, ground stabilisation may be required, involving drilling and

pressure grouting of shallow abandoned workings.

If treatment is necessary, foundations will need to be thickened and strengthened. Where very

shallow workings are present superstructure reinforcement may also need to be used.

If workings are found, there may be a risk of unrecorded mine entries. In this case a site strip

would not be practical. However, during development, all excavations should be inspected for

evidence of shafts. If found these would need to be treated and capped. Construction over treated

shafts could take place subject to appropriate foundation design and regulatory approval.

Where piled foundations are proposed, the piles would probably need to be taken through treated

workings. In this case bored piles would be required.

Foundation recommendations must be confirmed in Phase 2 following recommended rotary drilling

and if necessary, grouting

Floors

In accordance with NHBC Standards 2008 (Chapters 4.2, 4.6 and 5.1), suspended ground floor

slabs are required in the following situations:

• Made Ground greater than 600mm thick.

• Where soil swelling may occur.

• Where vibratory ground improvement has been carried out.

• Where the ground has insufficient bearing capacity.




As the made ground is generally in excess of 600mm thick, suspended ground floor slabs will be

required for the majority of plots. It is recommended that a plot specific foundation schedule be

produced.

Sulphate Attack

Based on the samples tested, a Design Sulphate Class of DS-3 and an ACEC Class of AC-3

should be used for buried concrete structures in contact with made ground soils. A Design

Sulphate Class of DS-1 and an ACEC Class of AC-1 should be used for buried concrete structures

in contact with natural soils.

Groundworks, Excavation Stability and Groundwater

Excavations into existing made ground and the underlying natural soils should be assumed to be

unstable. No man entry into unsupported excavations should be allowed without an appropriate

risk assessment. Reference to CIRIA report 97 (1983) should be made to establish suitable means

of support or battering of excavation sides.

It is recommended that an adequate drainage system for surface water be installed by a competent

contractor in order to prevent surface water ponding or collecting both during and post-

construction, as this may lead to deterioration of the founding stratum.

Pavements and Highways

Based on the proposed layout, it is assumed that the existing adopted highways infrastructure will

be retained and that no new highways construction is proposed, requiring formal adoption.

For general guidance, based on a visual examination of the soil, a CBR value of <2.5% is

suggested for the made ground soils. Highways Agency document HD25 Interim Advice Note

73/06 Revision 1 (2009) states that where a sub-grade has a CBR lower than 2.5%, it is

considered unsuitable support for a pavement foundation since it would tend to deform under

construction traffic, and must be improved.

If shallow mineworkings are found an assessment of the risk to existing highways and services

should be undertaken, in liaison with regulators and service providers. Drilling and grouting may be

required beneath existing roads and to protect major services.




10.4. Asbestos-Containing Materials

Possible asbestos-containing materials were observed within made ground soils encountered in

WS103 during the fieldworks. However, no asbestos fibres were detected in any made ground

sample tested (including WS103).

The possibility of encountering asbestos sheeting, used as shuttering and/or fragments of

asbestos-containing materials within made ground cannot be discounted.

It would be prudent to undertake inspection of soils and if necessary, undertake further soil testing

within the area of WS103 to assess the risk from possible asbestos-containing materials.

Some buildings remain and following demolition, further investigation may be required to assess

contamination burden in these areas.

10.5. Soil and Groundwater Contamination

Risk Evaluation for the Proposed Land Use (residential with gardens)

The revised conceptual site model confirms pollutant linkages exist for site end-users. Pollutant

linkages assessed as a Low or Negligible risk are not considered significant or requiring remedial

action, and are not considered further.

Human Health Receptors

Localised elevated concentrations of benzo(a)pyrene in made ground soils pose a potential

unacceptable risk to site end users. Given the potential for exposure to contaminants, it is

recommended that soil capping is placed in private residential gardens and soft landscaping areas

to remove any potential pathways to site end-users.

Utilities

It is recommended that the results of the chemical testing and details of the proposed remedial

works are provided to the appropriate utility companies to determine the necessity for service

protection.

Construction and Maintenance Workers

Contamination may pose a short-term (acute) or long-term (chronic) risk to workers during

construction and maintenance. The potential risks must be specifically assessed as part of the




health and safety evaluation for the works to be performed in accordance with prevailing

legislation. Site practices must conform to the specific legislative requirements and follow

appropriate guidance (e.g., HSE, 1991; CIRIA, 1996). Particular attention should be given to

potential ACMs in the soils.

Remediation Requirements

In view of the identified PAH contamination in made ground soils, it is recommended that all private

gardens and soft landscaping are capped with a minimum of 600mm and 450mm respectively, of

clean imported soils. This would comprise a minimum 150mm of topsoil and 450mm / 300mm of

subsoil, respectively.

Subject to further assessment of identified asbestos containing materials, the capping layer may

need to be increased locally to a minimum of 1000mm.

The above recommendations would be subject to regulatory approval.

10.6. Ground Gas

A gas screening value of 0.002l/hr for carbon dioxide has been calculated based on the available

results. No methane has been detected. Based on recorded carbon dioxide levels below 5% v/v,

the overall ground gas regime has been assessed as Green using the NHBC traffic light system for

150mm void presented in CIRIA C665, requiring no gas protection measures.

Radon protection measures are not required for the proposed development on this site.

Although the data indicate that no precautions area required, it is recommended to incorporate

Amber 1 precautions, where houses are piled over the former Hargher Clough, to mitigate risk from

underlying possible fluvial/alluvial soils.

There may be local shallow areas of potentially putrescible soils, associated with the former

development, for example, in backfilled basements (TP103). These soils should be removed from

site as part of the enabling works.

10.7. Invasive Plants

Invasive plant species were not observed on this site at the time of investigation.




It is recommended that the presence of invasive plant species is confirmed by a qualified

consultant ecologist and their advice taken on appropriate treatment. The treatment of any invasive

species should take place in advance of the proposed construction works.

10.8. Disposal of Soils

Any materials removed from site should be undertaken in accordance with the Duty of Care

Regulations 1991. There may also be a requirement to classify the waste in accordance with the

European Waste Catalogue. The waste may also be subject to Waste Acceptance Criteria (WAC)

testing. In light of the new regulations it is recommended that discussion with landfill operators

takes place at an early stage.




11. REGULATORY APPROVALS

The conclusions and recommendations presented above are considered reasonable based on the

findings of the site investigation. However, these cannot be guaranteed to gain regulatory approval

and, therefore, the report should be passed to the appropriate regulatory authorities and/or other

organisations for their comment and approval prior to undertaking any works on site.




12. FURTHER WORKS

It is recommended that plot-specific exploratory drilling is undertaken, following completion of

demolition, subject to the final proposed development layout. Drilling should also be carried out

beneath highways, subject to approval of the highways department.

Dependent upon the results of the exploratory drilling and grouting, ground stabilisation treatment

may be required, involving drilling and pressure grouting, if shallow abandoned workings are found

within influencing distance of the surface.

A detailed plot-specific foundation schedule should be prepared, together with a remedial strategy.

APPENDIX A

DRAWINGS

Site Location Plan

C4171A

Phase 2 Smirthwaite Street Burnley

Keepmoat Homes

Scale

Approved Drawn by

Drawing Number

Reproduced from the Ordnance Survey 1:50,000 scale

Landranger® map with the permission of The Controller

of Her Majesty’s Stationary Office, © Crown Copyright.

All rights reserved.

Sirius Geotechnical & Environmental Ltd, Suite 2, Russel

House, Mill Road, Langley moor, Durham DH7 8HJ.

Licence No. 100042005

Contract Number

Contract

Client

1:50,000

C4171A/01

THE SITE

N

SA SMB

APPENDIX B

EXPLORATORY HOLE LOGS

TRIAL PIT RECORDTP No.

Site :

Client :

Method :Scale

STRATA RECORD

Depth LegendDescription

From - To(m) (m)

Remarks and Water Observations

Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.

2.No groundwater encountered.

3.Trial pit complete at 3.00m.

4.Trial pit backfilled with arisings upon completion.

Smirthwaite Street, Burnley

Keepmoat Homes

JCB 3CX backhoe excavator with 0.60m wide toothless

bucket

-

-

-

10/03/2011

SA

SB

C4171

TP5

TP5

D

D

D

D

0.10m

0.50m

1.20m

2.20m

62.0

70.0

0.05

0.30

1.00

3.00

MADE GROUND: Brown clayey slightly sandy slighty gravelly fine

to coarse SAND. Gravel is subangular to subrounded fine to

coarse of sandstone and brick with rootlets. (Topsoil).

MADE GROUND: Dark grey clayey fine to coarse SAND and

subangular to subrounded fine to coarse GRAVEL with medium

subangular cobble content. Gravel and cobbles are of brick,

timber, concrete and pottery.

Stiff medium strength orange brown mottled grey slightly sandy

slightly gravelly CLAY. Intermediate plasticity. Gravel is

subangular to subrounded fine to coarse of sandstone.

Stiff medium strength grey slightly sandy slightly gravelly

locally gravelly CLAY. High plasticity (field description).

Gravel is subangular to subrounded fine to coarse of sandstone

and siltstone with occasional flecks of coal.

End of Trial Pit at 3.00 m

1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.





Keepmoat Homes


bucket

-

-

-

10/03/2011

SA

SB

C4171

TP6

TP6

D

D

D

D

D

0.05m

0.50m

1.00m

1.50m

2.50m

68.0

56.0

62.0

70.0

0.10

1.30

1.90

3.00

MADE GROUND: Brown clayey slightly gravelly fine to coarse

SAND. Gravel is subangular to subrounded fine to coarse of

sandstone and brick with rootlets. (Topsoil).

MADE GROUND: Firm dark grey and brown sandy slightly gravelly

CLAY, with occasional sand lenses. High plasticity (field

description). Gravel is subangular to subrounded fine to

coarse of sandstone, concrete, brick and plastic.

Stiff medium strength orange brown mottled grey slightly sandy

slightly gravelly CLAY. Low plasticity. Gravel is subangular

to subrounded fine to coarse of sandstone.

Stiff medium strength grey slightly sandy slightly gravelly

locally gravelly CLAY. High plasticity (field description).

Gravel is subangular to subrounded fine to coarse of sandstone

and siltstone with occasional flecks of coal.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.





Keepmoat Homes


bucket

-

-

-

10/03/2011

SA

SB

C4171

TP7

TP7

D

D

D

D

D

0.10m

0.50m

1.00m

1.50m

2.50m

108.0

70.0

82.0

78.0

0.20

1.30

3.00

MADE GROUND: Brown clayey slightly gravelly fine to coarse

SAND. Gravel is subangular to subrounded fine to coarse of

sandstone and brick with rootlets. (Topsoil).

MADE GROUND: Firm dark grey and brown slightly sandy locally

sandy slightly gravelly CLAY. High plasticity (field



Stiff medium and high strength grey slightly sandy gravelly

CLAY. High plasticity (field description). Gravel is

subangular to subrounded fine to coarse of sandstone and

siltstone with occasional flecks of coal.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.





Keepmoat Homes


bucket

-

-

-

10/03/2011

SA

SB

C4171

TP8

TP8

D

D

D

D

D

D

0.05m

0.50m

1.00m

1.50m

2.50m

3.60m 70.0

0.10

0.90

1.30

3.50

4.00

MADE GROUND: Brown clayey gravelly fine to coarse SAND. Gravel

is subangular to subrounded fine to coarse of sandstone, coal

and brick with rootlets.

MADE GROUND: Firm dark grey and brown slightly sandy locally




MADE GROUND: Firm orange brown mottled grey and dark grey

slightly sandy slightly gravelly CLAY. Low plasticity (field


coarse of sandstone, brick, ash and clay.

MADE GROUND: Dark grey fine to coarse SAND and subangular to

subrounded fine to coarse GRAVEL of ash, sea shells (cockles),

pottery, brick, bone and bottles.

Firm medium strength dark grey slightly sandy slightly

gravelly CLAY. High plasticity (field description). Gravel is

subangular to subrounded fine to coarse of sandstone,

siltstone and mudstone with occasional flecks of coal.


1:25

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD

WellDepth LegendDescription

From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.

WINDOW SAMPLING RECORD BH No.

Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:


2.Window sampling complete at 4.00m.

3.Standpipe installed, as detailed above.


Keepmoat Homes

Tracked window sampling rig.

-

-

-

14/03/2011

VL/DB

SA

C4171

WS4

WS4

SB

D

D

D

D

D

0.00m - 0.15

0.50m

1.50m

2.40m

3.50m

0.15

2.20

4.00

MADE GROUND: Brown slightly clayey gravelly fine to coarse

SAND with rootlets. Gravel is angular to subangular fine to

coarse of brick. (Topsoil).

MADE GROUND: Soft brown and dark grey slightly sandy slightly

gravelly CLAY. Low plasticity (field description). Gravel is

angular to subangular fine to coarse of brick, concrete,

sandstone and slate.

Soft locally firm grey mottled orange brown slightly sandy

slightly gravelly CLAY. High plasticity (field description).

Gravel is subangular to subrounded fine to coarse of

sandstone, siltstone and coal. Slight peat odour.

End of Window Sample at 4.00 m

1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:

1.Groundwater encountered at 2.50m rising to 2.30m.

2.Window sampling completed at 4.45m depth.

3.Borehole backfilled with a bentonite/arisings mixture upon completion.


Keepmoat Homes


-

-

-

14/03/2011

VL/DB

SA

C4171

WS5

WS5

SB

N=11

(6,3,3,3,2,3)

N=4 (0,1,1,2)

(12)

sunk under

own weight

(4)

N=4

(1,1,1,1,1,1)

D

D

D

D

D

D

D

0.00m - 0.20

0.50m

1.00m - 1.45

1.60m

2.00m - 2.45

3.50m

4.00m - 4.45

0.20

1.50

4.10

4.45




MADE GROUND: Firm medium strength dark brown slightly sandy

slightly gravelly CLAY. Low plasticity (field description).

Gravel is angular to subangular fine to coarse of sandstone,

concrete and brick.

MADE GROUND: Soft very low strength orange brown mottled

brown slightly sandy slightly gravelly CLAY. Low plasticity

(field description). Gravel is angular to subrounded fine to

coarse of sandstone, siltstone and occasional brick

fragments.

--- From 3.00 to 3.45m very soft

Soft low strength grey slightly sandy CLAY with occasional

peat fragments. High plasticity (field description). Slight

peat odour.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:

1.Groundwater encountered at 2.50m rising to 2.30m.

2.Window sampling completed at 5.45m depth.



Keepmoat Homes


-

-

-

14/03/2011

VL/DB

SA

C4171

WS6

WS6

SB

(30)

N=6

(3,3,2,1,1,2)

(26)

(40)

N=4

(1,1,1,1,1)

N=1 (1,1)

sunk under

own weight

N=7

(1,2,2,2,2,1)

D

D

D

D

D

D

D

D

0.05m

0.50m

1.00m - 1.45

1.60m

2.00m - 2.45

2.80m - 3.00

4.50m

5.00m - 5.45

0.05

1.50

1.85

2.80

3.00

4.00

5.45




MADE GROUND: Firm low strength brown mottled grey slightly

sandy slightly gravelly CLAY. Low plasticity (field

description). Gravel is angular to subangular fine to coarse

of brick, concrete, coal, sandstone and slate.

MADE GROUND: Firm low strength orange brown mottled brown and

grey slightly sandy slightly gravelly CLAY. Low plasticity

(field description). Gravel is angular to subangular fine to

coarse of sandstone, siltstone, mudstone and coal.

MADE GROUND: Firm low strength grey mottled brown slightly



of sandstone, siltstone, mudstone and coal.

--- From 2.00m soft.

MADE GROUND: Dark grey gravelly fine to coarse SAND. Gravel

is angular to subangular fine to coarse of ash, brick and

glass.

No recovery.

Soft locally firm low strength grey mottled yellow brown

slightly sandy slightly gravelly CLAY with occasional peat

fragments. High plasticity (field description). Gravel is


siltstone.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:


2.Window sampling terminated at 0.50m, no progress through concrete.



Keepmoat Homes


-

-

-

14/03/2011

VL/DB

SA

C4171

WS7

WS7

SB

0.05

0.50




MADE GROUND: Firm brown slightly sandy slightly gravelly

CLAY. High plasticity (field description). Gravel is angular

to subangular fine to coarse of sandstone, concrete and

brick.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:





Keepmoat Homes


-

-

-

14/03/2011

VL/DB

SA

C4171

WS7A

WS7A

SB

N=9

(1,1,2,3,2,2)

(10)

N=4

(1,1,1,1,1,1)

(12)

N=5

(1,1,1,1,1,2)

N=17

(1,2,2,3,6,6)

D

D

D

D

D

D

0.20m

1.00m - 1.45

1.60m

2.00m - 2.45

3.00m - 3.45

4.00m - 4.45

0.05

1.50

3.50

4.45




MADE GROUND: Firm medium strength brown slightly sandy



concrete and brick.

Soft low strength orange brown mottled grey slightly sandy



sandstone, mudstone and coal.

Firm high strength dark grey slightly sandy slightly gravelly

CLAY. High plasticity (field description). Gravel is

subangular to subrounded fine to coarse of sandstone,

mudstone and coal.


1:30

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.




Keepmoat Homes

JCB 3CX backhoe excavator with 0.90m wide tootheless

bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP101

TP101

J

J

D

D

D

0.10m

0.60m

1.20m

2.20m

3.00m

88.0

106.0

0.05

0.95

1.80

3.00

MADE GROUND: Soft dark brown slightly sandy slightly gravelly

CLAY with rootlets. Low plasticity (field description). Gravel

is angular to subangular fine to coarse of sandstone and

brick. (Topsoil).

MADE GROUND: Dark grey fine to coarse SAND and angular to

subangular fine to coarse GRAVEL with low to medium angular

cobble and boulder content. Gravel is of brick, concrete,

glass, slate. Cobbles and boulders are of brick and timber.

Firm high strength orange brown mottled grey slightly sandy


Gravel is angular to subrounded fine to coarse of sandstone,

siltstone, mudstone and coal.

Stiff grey mottled orange brown slightly sandy slightly

gravelly CLAY with low to medium angular cobble content. Low

plasticity (field description). Gravel is of sandstone,

mudstone and coal. Cobbles and boulders are of sandstone.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.




Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP102

TP102

J

J

D

D

D

D

0.10m

0.50m

1.20m

1.50m

2.50m

3.40m

70.0

34.0

28.0

32.0

34.0

0.15

0.85

1.40

3.40

MADE GROUND: Brown gravelly fine to coarse SAND. Gravel is

angular to subangular fine to coarse of brick, concrete and

sandstone.

MADE GROUND: Soft dark grey slightly sandy gravelly CLAY. High

plasticity (field description). Gravel is angular to

subangular fine to coarse of sandstone, brick, concrete and

slag.

Firm medium strength orange brown mottled grey slightly sandy



siltstone, mudstone and coal.

Soft low strength orange brown slightly sandy slightly

gravelly CLAY with low to medium angular cobble content. High


mudstone and coal.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit collapsing on all faces to 1.70m.




Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP103

TP103

J

J

D

D

D

0.10m

0.50m

1.30m

1.80m

2.80m

40.0

48.0

76.0

102.0

0.20

1.70

3.00

MADE GROUND: Grey brown gravelly fine to coarse SAND of brick,

sandstone and concrete.

MADE GROUND: Red brown and dark grey sandy gravelly angular to

subangular COBBLES and BOULDERS. Gravel, cobbles and boulders

are of brick, sandstone, timber, with occasional electrical

equipment and domestic waste.

--- At 1.70m sandstone blocks (basement/cellar floor).

Soft medium strength orange brown slightly sandy slightly


angular to subrounded fine to coarse of sandstone, siltstone,

mudstone and coal.

--- At 2.80m high strength.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit collapsing from 3.10m.

2.Groundwater encountered at 3.10m.

3.Trial pit terminated at 3.30m, no progress through collapsed strata.


Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP104

TP104

J

J

D

D

D

0.10m

0.60m

1.30m

2.00m

3.00m

36.0

0.15

1.20

1.90

3.30


angular to subangular fine to coarse of mudstone, brick and

sandstone.

MADE GROUND: Soft dark brown slightly sandy slightly gravelly

CLAY. Low plasticity (field description). Gravel is of shells

and brick.

MADE GROUND: Firm low strength grey brown mottled orange brown

slightly sandy slightly gravelly CLAY. Low plasticity (field


of sandstone, brick and mudstone.

MADE GROUND: Dark grey gravelly fine to coarse SAND. Gravel is

angular to subangular of ash, shells, pottery (including

china and clay smoking pipes).


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit collapsing from 3.10m.

2.Groundwater encountered at 3.10m.



Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP105

TP105

J

J

D

D

D

D

0.20m

0.60m

1.40m

1.80m

2.50m

3.00m

0.10

1.30

1.60

2.10

3.20

MADE GROUND: Dark brown gravelly fine to coarse SAND. Gravel

is angular to subangular fine to coarse of sandstone, brick

and concrete.

MADE GROUND: Firm orange brown mottled grey slightly sandy


Gravel is angular to subangular fine to coarse of brick and

sandstone.

MADE GROUND: Dark grey gravelly fine to coarse SAND. Gravel

is angular to subangular fine to coarse of ash and shells.

Soft orange brown slightly sandy slightly gravelly CLAY. Low

plasticity (field description). Gravel is subangular to

subrounded fine to coarse of sandstone.

Soft grey brown slightly sandy slightly gravelly CLAY. High

plasticity (field description). Gravel is subangular to

subrounded fine to coarse of sandstone, siltstone, mudstone

and coal.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.




Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP106

TP106

J

J

D

D

D

D

0.20m

0.80m

1.30m

1.80m

2.30m

3.00m

0.15

0.50

1.20

1.50

2.10

3.00


angular to subangular fine to coarse of sandstone, brick and

slate.

MADE GROUND: Brown fine to coarse SAND and subangular to

subrounded fine to coarse GRAVEL of limestone and brick.

MADE GROUND: Dark grey clayey fine to coarse SAND and

angular to subangular fine to coarse GRAVEL of sandstone and

brick.

MADE GROUND: Firm orange brown slightly sandy slightly


angular to subrounded fine to coarse of sandstone, siltstone

and brick.

Firm orange brown slightly sandy slightly gravelly CLAY. Low


subangular fine to coarse of sandstone, siltstone, mudstone

and coal.

Stiff grey slightly sandy slightly gravelly CLAY. Low


siltstone, mustone and coal.

--- From 2.15m to 2.20m lens of weathered coal.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.

2.Groundwater encountered, slight seepage at 2.40m.



Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP107

TP107

J

J

D

D

D

0.20m

0.60m

1.50m

2.00m

3.00m

0.15

0.50

0.90

1.90

3.00



slate.

MADE GROUND: Brown fine to coarse SAND and subangular to

subrounded fine to coarse GRAVEL of limestone and brick.

MADE GROUND: Soft orange brown slightly sandy slightly


angular to subangular fine to coarse of brick and sandstone.



subangular fine to coarse of sandstone.

Firm grey slightly sandy slightly gravelly CLAY. Low


subangular fine to coarse of sandstone, siltstone, mudstone

and coal.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.




Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP108

TP108

J

J

D

D

0.20m

0.60m

1.20m

2.20m

50.0

0.15

1.40

2.50



slate.



subangular fine to coarse of sandstone, mudstone, siltstone

and coal.

Stiff grey slightly sandy slightly gravelly CLAY. Low


subangular fine to coarse of sandstone, mudstone, siltstone

and coal.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.




Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP109

TP109

J 0.30m

0.10

0.60

MADE GROUND: Soft brown slightly sandy slightly gravelly CLAY

with rootlets. Low plasticity (field description). Gravel is

angular to subangular fine to coarse of sandstone and brick.

(Topsoil).

MADE GROUND: Brown clayey fine to coarse SAND and angular to

subangular fine to coarse GRAVEL of brick, concrete and

sandstone.


1:25

Sheet 1 of 1


Site :

Client :

Method :Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

kN/m²

DepthG

roundw

ate

r

Dates:

Fig. No.

Vane

Results

Contract No:

Logged By:

Level(mAOD)

GL (m AOD)

Easting:

Northing:

PID(ppm)

Checked By:

1.Trial pit stable.




Keepmoat Homes


bucket.

-

-

-

16/08/2011

SA

SMB

C4171

TP109A

TP109A

J 0.30m

0.10

0.60


with rootlets. Low plasticity (field description). Gravel is

angular to subangular fine to coarse of sandstone and brick.

(Topsoil).

MADE GROUND: Brown clayey fine to coarse SAND and angular to

subangular fine to coarse GRAVEL of brick, concrete and

sandstone.


1:25

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:



3.Borehole backfilled with a bentonite/arisings mixture on completion.


Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS101

WS101

SMB

N=4

(1,1,1,1,1)

N=3

(1,1,1,1,1)

N=4

(1,1,1,1,1,1)

N=33

(5,4,5,8,10,10

)

N=24

(7,7,7,6,5,6)

J

J

D

D

D

D

D

0.30m

0.80m

1.50m

2.50m

3.50m

4.50m

4.80m

0.30

0.50

1.00

2.20

3.10

3.90

4.70

5.45


is angular to subangular fine to coarse of brick and

concrete.

MADE GROUND: Red brown angular COBBLES of brick.

MADE GROUND: Soft grey brown slightly sandy slightly gravelly

CLAY. High plasticity (field description). Gravel is angular

to subrounded fine to coarse of brick and sandstone.

MADE GROUND: Soft very low strength orange brown slightly



of sandstone and brick.

MADE GROUND: Very loose dark grey fine to coarse SAND and

angular to subangular fine to coarse GRAVEL of ash and

shells.

MADE GROUND: Soft very low strength dark grey slightly sandy

CLAY. High plasticity (field description).

Very stiff very high strength grey brown slightly sandy

slightly gravelly CLAY. Intermediate plasticity. Gravel is of

siltstone.

Weak grey sandy SILTSTONE.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:





Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS102

WS102

SMB

N=7

(2,2,2,2,1,2)

N=4

(1,1,1,1,1,1)

N=8

(1,1,2,2,2,2)

N=30

(3,5,4,4,6,16)

J

J

D

D

D

D

0.30m

0.80m

1.30m

1.90m

2.50m

3.50m

0.30

0.80

1.80

3.50

4.45



concrete.

MADE GROUND: Soft brown slightly sandy slightly gravelly

CLAY. Low plasticity (field description). Gravel is angular

to subrounded fine to coarse of brick and sandstone.

MADE GROUND: Firm low strength orange brown slightly sandy


Gravel is angular to subangular fine to coarse of sandstone

and brick.

Firm low strength grey brown mottled brown slightly sandy


Gravel is angular to subrounded fine to coarse of sandstone

and mudstone.

Stiff high strength slightly sandy slightly gravelly CLAY.

Low plasticity (field description). Gravel is angular to

subrounded fine to coarse of sandstone, mudstone, siltstone

and coal.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:


2.Window sampling terminated at 1.50m on an obstruction.

3.Borehole backfilled on completion with a bentonite/arisings mixture.


Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS103

WS103

SMB

N=10

(2,2,3,2,3,2)

J 0.30m 0.30

0.70

1.50



concrete.

MADE GROUND: Firm dark grey slightly sandy slightly gravelly


to subrounded fine to coarse of brick, sandstone, concrete

and possible asbestos containing material.

MADE GROUND: Medium dense dark grey fine to coarse SAND and

angular to subangular fine to coarse GRAVEL with a low

angular cobble content. Gravel and cobbles are of brick,

concrete and sandstone.

--- At 1.50m obstruction.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:





Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS103A

WS103A

SMB

N=18

(5,4,4,5,4,5)

0.30

1.50



concrete.



to subrounded fine to coarse of brick, sandstone and

concrete.

--- At 1.30m concrete obstruction.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:


2.Window sampling terminated at 0.90m on an obstruction. Borehole moved 3.00m east and re-drilled.

3.No samples taken.



Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS104

WS104

SMB

0.30

0.90



concrete.



to subrounded fine to coarse of brick, sandstone and

concrete.

--- At 0.90m sandstone obstruction.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:





Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS104A

WS104A

SMB

N=12

(4,3,2,4,4,2)

N=9

(2,2,2,2,3,2)

N=32

(2,3,6,8,8,10)

J

D

D

D

0.30m

1.00m

2.50m

2.80m

0.15

0.70

0.90

1.30

2.00

2.30

2.70

3.45



concrete.



to subrounded fine to coarse of brick, sandstone, concrete

and slate.

MADE GROUND: Light grey angular to subangular fine to coarse

GRAVEL of sandstone.

MADE GROUND: Red brown angular GRAVEL of brick.

No Recovery.

MADE GROUND: Medium dense red brown fine to coarse SAND and

angular to subangular fine to coarse GRAVEL of brick.

MADE GROUND: Dark grey clayey fine to coarse SAND and angular

to subangular fine to coarse GRAVEL of ash and shells.

Stiff very high strength orange brown mottled grey slightly

sandy slightly gravelly CLAY. High plasticity. Gravel is


mudstone.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:





Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS105

WS105

SMB

N=8

(1,1,1,1,2,4)

N=21

(3,5,4,5,5,7)

50/225mm

(16,9,21,20,9)

J

J

D

D

D

0.10m

0.50m

1.50m

2.50m

2.60m

0.15

0.50

1.00

2.50

2.60

2.70


with rootlets. (Topsoil).

MADE GROUND: Soft dark orange brown slightly sandy slightly

gravelly CLAY. High plasticity (field description). Gravel is

angular to subangular fine to coarse of sandstone, brick,

slag and clinker.

No recovery.

Firm medium becoming high strength orange brown slightly


description). Gravel is angular to subrounded fine to coarse

of sandstone, mudstone, siltstone and coal.

Stiff dark grey gravelly CLAY. Low plasticity (field


of coal.

Stiff extremely high strength orange brown slightly sandy



mudstone, siltstone and coal.


1:30

Sheet 1 of 1

Site:

Client:

Method:Scale

STRATA RECORD


From - To(m) (m)


Type

SAMPLE DETAILS

DepthG

roundw

ate

r

Dates:

Fig. No.


Contract No:

Driller:

Logged By:

Level

(mAOD)

GL (mAOD)

Easting:

Northing:

Shear vane

(N)

Checked By:





Keepmoat Homes


-

-

-

15/08/2011

RP Drilling

SA

C4171

WS106

WS106

SMB

N=10

(2,2,2,2,3,3)

N=26

(6,9,8,6,6,6)

N=20

(4,4,3,5,5,7)

N=42

(9,8,8,11,11,1

2)

J

J

D

D

D

D

0.10m

0.50m

1.50m

2.50m

3.50m

3.90m

0.15

0.80

0.90

1.00

2.00

3.85

4.00

4.45


with rootlets. (Topsoil).

MADE GROUND: Dark grey clayey fine to coarse SAND and angular

to subangular fine to coarse GRAVEL of brick, concrete,

sandstone, slate and coal.

MADE GROUND: Red brown angular COBBLES of brick.

MADE GROUND: Grey angular COBBLES of concrete.

Firm medium strength orange brown mottled grey slightly sandy



siltstone and mudstone.

Stiff high strength grey mottled orange brown slightly sandy



sandstone, siltstone and mudstone.

Weak dark grey COAL.

Stiff very high strength grey mottled orange brown slightly



coarse of sandstone, siltstone and mudstone.


1:30

Sheet 1 of 1

BOREHOLE RECORDBH No.

Site:

Client:

Method: Scale

STRATA RECORD

WellLegendDescription


SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level

(mAOD)From - To (m) T

CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:


2.Rotary openhole drilling complete at 30.00m.

3.Borehole backfilled with a bentonite/arisings mixture.


Keepmoat Homes

Tracked rotary rig utilising air mist flush.

-

-

-

09/08/2011

AF

AF

C4171

RO1

RO1

SMB

0.20

4.00

6.00

8.70

MADE GROUND: Topsoil (Drillers description).

Boulder CLAY. (Drillers description).

Grey MUDSTONE. (Drillers description).

COAL. (Drillers description).

Grey MUDSTONE with sandstone bands.

End of Borehole at 30.00 m

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO2

RO2

SMB

0.20

4.00

5.10

26.20

26.60

MADE GROUND: Topsoil. (Drillers description).



Grey MUDSTONE with sandstone bands. (Drillers

description).




1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO3

RO3

SMB

0.20

10.00

TOPSOIL. (Drillers description).



description).


1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO4

RO4

SMB

3.00

8.50

MADE GROUND: Brick Fill. (Drillers description).



description).


1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

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29

1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO5

RO5

SMB

3.00

8.50

12.90

13.40

MADE GROUND: Brick fill. (Drillers description).




Grey MUDSTONE with mudstone bands.


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1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

10/08/2011

AF

AF

C4171

RO6

RO6

SMB

2.00

7.00

MADE GROUND: Clay fill. (Drillers description).




1

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3

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1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO7

RO7

SMB

3.50

5.70

9.00

10.30

MADE GROUND: Brick fill. (Drillers description).






1

2

3

4

5

6

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1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO8

RO8

SMB

2.30

7.70

9.00

10.20

MADE GROUND; Brick fill. (Drillers description).

Boulder CLAY (Drillers description).




description).


1

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29

1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO9

RO9

SMB

1.30

9.00

16.00

16.40

MADE GROUND; Brick soil fill. (Drillers description).





description).


1

2

3

4

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28

29

1:150

Sheet 1 of 1


Site:

Client:

Method: Scale

STRATA RECORD



SAMPLE DETAILS

Gro

undw

ate

r

Dates:

Fig. No.

Contract No:

Driller:

Logged By:

Level


CR

(%

)

SC

R (

%)

RQ

D (

%)

(FI)

Depth

GL (m AOD)

Type

N

(Casin

g)

(m)

Depth

Easting:

Northing:

Checked By:





Keepmoat Homes


-

-

-

09/08/2011

AF

AF

C4171

RO10

RO10

SMB

2.00

9.00

MADE GROUND; Brick fill. (Drillers description).



description).


1

2

3

4

5

6

7

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1:150

Sheet 1 of 1

APPENDIX C

LABORATORY TEST

RESULTS

2139 Certificate Number: 11-47632Date: 28/03/2011

Client: Sirius Geotechnical & Environmental

4245 Park Approach

Thorpe Park

Leeds

LS15 8GB

Our Reference: 11-47632

Client Reference: C4171

Contract Title: Smirthwaite Street, Burnley

Description: 6 soil samples

Date Received: 18/03/2011

Date Started: 18/03/2011

Date Completed: 28/03/2011

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

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

Approved By: Rob Brown, Business Manager

Certificate of Analysis

This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein

relate only to the material supplied to the laboratory. This certificate shall not be reproduced except in full, without the prior written approval of the

laboratory.

Derwentside Environmental Testing Services Limited

Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY

Tel: 01207 582333 • Fax 01207 582444 • email: [email protected] • www.dets.co.uk

Page 1 of 11

Analysis

* Denotes test not included in laboratory scope of accreditation

# Denotes test that holds MCERTS accreditation, however, MCERTS

accreditation is only implied if the report carries the MCERTS logo

$ Denotes tests completed by an approved subcontractor

I/S Denotes insufficient sample to carry out test

U/S Denotes that the sample is not suitable for testing

Deviating Samples

Deviating Sample Criteria is based upon the UKAS note "Guidance on Deviating Samples".

! Denotes sample may be deviating due to one or more of the following

1 Sample not received in appropriate containers

2 Sample exceeded holding times

3 Sample received without a Date Sampled

4 Sample received without a Time Sampled (Waters only)

n/a Denotes sample is not deviating

Asbestos (test portion) - 6 months

laboratory did not undertake the sampling. In this instance samples received may be deviating.

Key

Disposal

From the issue date of this test certificate, samples will be held for the following times prior to disposal :-

Soils - 1 month

Liquids - 2 weeks

Information in Support of the Analytical Results

Inorganic soil analysis was carried out on a dried sample, crushed to pass a 425um sieve, in

accordance with BS1377.

Organic soil analysis was carried out on an 'as received' sample.

Key

The laboratory cannot be held responsible for the integrity of sample(s) received whereby the

Derwentside Environmental Testing Services Ltd Page 2 of 11

Our Ref: 11-47632

Client Ref: C4171

Sample ID Other ID Depth Sample No Completed Matrix Description

TP2 0.30 318727 28/03/2011 dark browngravelly clayey SAND made ground contains brick

TP4 0.20 318728 28/03/2011 black gravelly clayey inclusion odd rootiets made ground contains brick

TP6 0.05 318729 28/03/2011 dark brown gravelly clayey SAND inclusion odd rootiets

TP7 0.50 318730 28/03/2011 dark brown gravelly sandy SAND made ground contains brick

TP8 3.60 318732 28/03/2011 dark grey black gravelly sandy silty CLAY



Soil SamplesOur Ref: 11-47632

Client Ref: C4171

318727 318728 318729 318730 318731

TP2 TP4 TP6 TP7 TP8

0.30 0.20 0.05 0.50 0.50

D D D D D

/ / / / / / / / / /

Test Units DETSxx

Deviating Sample !,1,3 !,1,3 !,1,3 !,1,3 !,1,3

Arsenic mg/kg DETS 042# 18 13 7.1 6.9

Cadmium mg/kg DETS 042# 1 1.5 0.8 0.7

Chromium mg/kg DETS 042# 35 28 25 26

Copper mg/kg DETS 042# 39 70 20 27

Lead mg/kg DETS 042# 120 190 20 25

Mercury mg/kg DETS 081# 0.57 0.2 < 0.05 < 0.05

Nickel mg/kg DETS 042# 24 43 18 21

Selenium mg/kg DETS 042# < 0.5 0.6 < 0.5 < 0.5

Zinc mg/kg DETS 042# 100 230 70 76

Total Sulphate as SO4 % DETS 075# 0.05 0.05 0.01 0.04

Sulphate Aqueous Extract as SO4 mg/l DETS 076# 32 83 14 170

Total Organic Carbon % DETS 002 3.5 5.3 1.8 1.0

pH DETS 008# 9.2 8.8 8.7 9.0

Aliphatic C5-C6 mg/kg DETS 072* < 0.01 < 0.01 < 0.01



Aliphatic C10-C12 mg/kg DETS 072# < 1.5 < 1.5 < 1.5



Aliphatic C21-C35 mg/kg DETS 072* < 3.4 22 < 3.4

Aromatic C5-C7 mg/kg DETS 072* < 0.01 < 0.01 < 0.01



Aromatic C10-C12 mg/kg DETS 072# < 0.9 < 0.9 < 0.9

Aromatic C12-C16 mg/kg DETS 072# < 0.5 < 0.5 < 0.5

Aromatic C16-C21 mg/kg DETS 072# 3.2 4.2 1.8

Aromatic C21-C35 mg/kg DETS 072# 3.5 5.1 < 1.4

Aliphatic C5-C35 mg/kg DETS 072* < 10 22 < 10

Aromatic C5-C35 mg/kg DETS 072* < 10 < 10 < 10

TPH Ali/Aro mg/kg DETS 072* < 10 32 < 10

Acenaphthene mg/kg DETS 050 < 0.1 1.1 < 0.1 < 0.1

Acenaphthylene mg/kg DETS 050 < 0.1 < 0.1 < 0.1 < 0.1

Anthracene mg/kg DETS 050 0.2 2 < 0.1 0.1

Benzo(a)anthracene mg/kg DETS 050 < 0.1 3.2 < 0.1 0.2

Benzo(a)pyrene mg/kg DETS 050 0.4 3.5 < 0.1 0.3

Benzo(b)fluoranthene mg/kg DETS 050 0.2 2.3 < 0.1 0.2

Benzo(k)fluoranthene mg/kg DETS 050 < 0.1 1.3 < 0.1 0.1

Benzo(g,h,i)perylene mg/kg DETS 050 0.2 2.1 < 0.1 0.2

Chrysene mg/kg DETS 050 0.4 3.8 < 0.1 0.4

Dibenzo(a,h)anthracene mg/kg DETS 050 < 0.1 0.4 < 0.1 < 0.1

Fluoranthene mg/kg DETS 050 0.9 8.9 < 0.1 0.6

Fluorene mg/kg DETS 050 < 0.1 0.6 < 0.1 < 0.1

Sample Type

Sampling Date

Sample Time

Summary of Chemical Analysis


Lab No.

Sample ID

Depth

Sample Ref



Client Ref: C4171

318727 318728 318729 318730 318731

TP2 TP4 TP6 TP7 TP8

0.30 0.20 0.05 0.50 0.50

D D D D D

/ / / / / / / / / /

Sample Type

Sampling Date



Lab No.

Sample ID

Depth

Sample Ref

Indeno(1,2,3-c,d)pyrene mg/kg DETS 050 < 0.1 2.1 < 0.1 0.1

Naphthalene mg/kg DETS 050 < 0.1 0.2 < 0.1 < 0.1

Phenanthrene mg/kg DETS 050 < 0.1 5.7 < 0.1 0.4

Pyrene mg/kg DETS 050 0.9 8.2 < 0.1 0.6

PAH mg/kg DETS 050 3.7 46 < 1.6 3.5

Phenol - Monohydric mg/kg DETS 067# < 0.3 < 0.3 < 0.3 < 0.3



Client Ref: C4171

Test Units DETSxx

Deviating Sample

Arsenic mg/kg DETS 042#

Cadmium mg/kg DETS 042#

Chromium mg/kg DETS 042#

Copper mg/kg DETS 042#

Lead mg/kg DETS 042#

Mercury mg/kg DETS 081#

Nickel mg/kg DETS 042#

Selenium mg/kg DETS 042#

Zinc mg/kg DETS 042#

Total Sulphate as SO4 % DETS 075#

Sulphate Aqueous Extract as SO4 mg/l DETS 076#

Total Organic Carbon % DETS 002

pH DETS 008#

Aliphatic C5-C6 mg/kg DETS 072*



Aliphatic C10-C12 mg/kg DETS 072#




Aromatic C5-C7 mg/kg DETS 072*



Aromatic C10-C12 mg/kg DETS 072#






TPH Ali/Aro mg/kg DETS 072*

Acenaphthene mg/kg DETS 050

Acenaphthylene mg/kg DETS 050

Anthracene mg/kg DETS 050

Benzo(a)anthracene mg/kg DETS 050

Benzo(a)pyrene mg/kg DETS 050

Benzo(b)fluoranthene mg/kg DETS 050

Benzo(k)fluoranthene mg/kg DETS 050

Benzo(g,h,i)perylene mg/kg DETS 050

Chrysene mg/kg DETS 050

Dibenzo(a,h)anthracene mg/kg DETS 050

Fluoranthene mg/kg DETS 050

Fluorene mg/kg DETS 050

Sample Type

Sampling Date

Sample Time



Lab No.

Sample ID

Depth

Sample Ref

318732

TP8

3.60

D

/ /

!,1,3

48

8.5



Client Ref: C4171

Sample Type

Sampling Date



Lab No.

Sample ID

Depth

Sample Ref

Indeno(1,2,3-c,d)pyrene mg/kg DETS 050

Naphthalene mg/kg DETS 050

Phenanthrene mg/kg DETS 050

Pyrene mg/kg DETS 050

PAH mg/kg DETS 050

Phenol - Monohydric mg/kg DETS 067#

318732

TP8

3.60

D

/ /



Client Ref: C4171

Lab No Sample Ref Depth Other Ref Material Result

318727 TP2 0.30 SOIL NAD

318728 TP4 0.20 SOIL NAD

318729 TP6 0.05 SOIL NAD

318730 TP7 0.50 SOIL NAD

318731 TP8 0.50 SOIL NAD

Crocidolite = Blue Asbestos, Amosite = Brown Asbestos, Chrysotile = White Asbestos

NAD = No Asbestos Detected. Anthophyllite, Actinolite and Tremolite are other forms of Asbestos

Samples are analysed by DETS 082 using polarised light microscopy in accordance with HSG248 and documented in-

house methods. Where a sample is NAD, the result is based on analysis of at least 2 sub-samples and should be taken to

mean 'no asbestos detected in sample

Summary of Asbestos Analysis



Appendix A - Details of Analysis

Method details are shown only for those determinants listed in Annex A of the MCERTS standard. Anything not included on this list falls outside the scope of MCERTS.

No Recovery Factors are used in the determination of results. Results reported assume 100% recovery

Full method statements are available on request.

Method Units Sub-Contracted UKAS MCERTS

DETS 002 Organic Matter % Yes Yes

DETS 003 Loss on Ignition % Yes Yes

DETS 004 Total Sulphate % Yes Yes


DETS 004 Water Soluble Sulphate mg/l Yes Yes


DETS 006 Chloride mg/kg Yes Yes

DETS 008 pH pH Units Yes Yes

DETS 042 Selenium mg/kg Yes Yes

DETS 019 Ammonia mg/kg Yes Yes

DETS 020 Boron (Water Soluble) mg/kg Yes Yes

DETS 024 Sulphide mg/kg Yes Yes

DETS 042 Antimony mg/kg No No

DETS 042 Arsenic mg/kg Yes Yes

DETS 042 Barium mg/kg Yes Yes

DET S 042 Beryllium mg/kg Yes Yes

DETS 042 Cadmium mg/kg Yes Yes

0.20 Air Dried No

0.10 Air Dried No

0.20 Air Dried No

1.50 Air Dried No

10.00 Air Dried No

1.00 Air Dried No

0.02 Air Dried No

0.20 Air Dried No

0.10 Air Dried No

0.50 Air Dried No

10.00 Air Dried No

0.01 Air Dried No

0.01 Air Dried No

10.00 Air Dried No

0.01 Air Dried No

0.01 Air Dried No

Name of Parameter Limit of Detection Sample Preparation

0.01 Air Dried No


DETS 042 Cobalt mg/kg Yes Yes

DETS 042 Copper mg/kg Yes Yes

DETS 042 Chromium mg/kg Yes Yes

DETS 042 Iron mg/kg Yes No

DETS 042 Lead mg/kg Yes Yes

DETS 042 Manganese mg/kg Yes Yes

DETS 081 Mercury mg/kg Yes Yes

DETS 042 Molybdenum mg/kg Yes Yes

DETS 042 Nickel mg/kg Yes Yes

DETS 042 Thallium mg/kg No No

DETS 042 Vanadium mg/kg Yes Yes

DETS 042 Zinc mg/kg Yes Yes

DETS 049 Sulphur (Free) mg/kg Yes Yes

DETS 050 PAH mg/kg Yes No

DETS 051 TPH (C10 - C40) mg/kg Yes Yes

DETS 052 PCB mg/kg Yes Yes

DETS 062 Benzene mg/kg Yes Yes

DETS 062 Toluene mg/kg Yes Yes

DETS 062 Ethylbenzne mg/kg Yes Yes

DETS 062 Xylene mg/kg Yes Yes

DETS 067 Phenol - Monohydric mg/kg Yes Yes0.3 Air Dried No

0.01 As Received No

0.01 As Received No

0.01 As Received No

0.01 As Received No

20.00 As Received No

0.01 As Received No

0.50 As Received No

0.10 As Received No

0.80 Air Dried No

1.00 Air Dried No

0.20 Air Dried No

1.00 Air Dried No

0.05 Air Dried No

0.40 Air Dried No

0.30 Air Dried No

20.00 Air Dried No

0.15 Air Dried No

1.00 Air Dried No

0.70 Air Dried No

0.20 Air Dried No


DETS 067 Easily Liberatable Cyanide mg/kg Yes Yes

DETS 067 Complex Cyanide mg/kg Yes No

DETS 067 Total Cyanide mg/kg Yes Yes

DETS 067 Thiocyanate mg/kg Yes Yes

DETS 068 VOC mg/kg No No

0.6 Air Dried No

0.01 As Received No

0.30 Air Dried No

0.40 Air Dried No

0.1 Air Dried No


2139 Certificate Number: 11-53028Date: 01/09/2011

Client: Sirius Geotechnical & Environmental

4245 Park Approach

Thorpe Park

Leeds

LS15 8GB


Client Reference: C4171



Date Received: 18 August 2011

Date Started: 23 August 2011

Date Completed: 01 September 2011



Approved By:

Paul Woodbridge, Senior Operations Manager




laboratory.




Page 1 of 9

Analysis







Deviating Samples










Key

Disposal


Soils - 1 month

Liquids - 2 weeks





Key




Matrix DescriptionsOur Ref: 11-53028

Client Ref: C4171

Sample ID Other ID Depth Sample No Completed Matrix Description

WS102 0.80 350460 01/09/2011 brown gravelly sandy CLAY

TP101 0.60 350462 01/09/2011 dark grey clayey gravelly SAND made ground contains brick

TP106 0.80 350463 01/09/2011 light brown clayey gravelly SAND made ground contains brick





Client Ref: C4171


Lab No. 350460 350462 350463 350464

Sample ID WS102 TP101 TP106 WS105

Depth 0.80 0.60 0.80 0.50

Sample Ref

Sample Type

Sampling Date 16/08/2011 16/08/2011 16/08/2011 16/08/2011

Sampling Time

Test Units DETSxx LOD

Deviating Sample n/a n/a n/a n/a

Arsenic mg/kg DETS 042# 0.2 9.1 9.7 11

Cadmium mg/kg DETS 042# 0.1 0.6 0.8 0.9

Chromium mg/kg DETS 042# 0.15 18 26 13

Copper mg/kg DETS 042# 0.2 13 28 19

Lead mg/kg DETS 042# 0.3 20 67 76

Mercury mg/kg DETS 081# 0.05 < 0.05 0.12 2.8

Nickel mg/kg DETS 042# 1 8.5 22 12

Selenium mg/kg DETS 042# 0.5 < 0.5 < 0.5 < 0.5

Zinc mg/kg DETS 042# 1 34 88 110

Calorific Value MJ/kg DETSC 5008 1 3.6

Total Sulphate as SO4 % DETS 075# 0.01 0.05 0.43 0.45

Sulphate Aqueous Extract as SO4 mg/l DETS 076# 10 200 2200 2100

Total Organic Carbon % DETS 002# 0.1 0.7 1.9 1.3

pH DETS 008# 7.6 8.8 8.9

Aliphatic C5-C6 mg/kg DETS 072* 0.01 < 0.01 < 0.01 < 0.01



Aliphatic C10-C12 mg/kg DETS 072# 1.5 < 1.5 < 1.5 < 1.5



Aliphatic C21-C35 mg/kg DETS 072* 3.4 < 3.4 15 < 3.4

Aromatic C5-C7 mg/kg DETS 072* 0.01 < 0.01 < 0.01 < 0.01



Aromatic C10-C12 mg/kg DETS 072# 0.9 < 0.9 < 0.9 < 0.9

Aromatic C12-C16 mg/kg DETS 072# 0.5 < 0.5 < 0.5 < 0.5

Aromatic C16-C21 mg/kg DETS 072# 0.6 < 0.6 11 < 0.6

Aromatic C21-C35 mg/kg DETS 072# 1.4 < 1.4 110 < 1.4

Aliphatic C5-C35 mg/kg DETS 072* 10 < 10 15 < 10

Aromatic C5-C35 mg/kg DETS 072* 10 < 10 120 < 10

TPH Ali/Aro mg/kg DETS 072* 10 < 10 140 < 10

Acenaphthene mg/kg DETS 050 0.1 < 0.1 0.7 < 0.1

Acenaphthylene mg/kg DETS 050 0.1 < 0.1 < 0.1 < 0.1

Anthracene mg/kg DETS 050 0.1 < 0.1 1.5 < 0.1

Benzo(a)anthracene mg/kg DETS 050 0.1 < 0.1 2.3 < 0.1

Benzo(a)pyrene mg/kg DETS 050 0.1 < 0.1 3.2 < 0.1

Benzo(b)fluoranthene mg/kg DETS 050 0.1 < 0.1 2.7 < 0.1

Benzo(k)fluoranthene mg/kg DETS 050 0.1 < 0.1 0.8 < 0.1

Benzo(g,h,i)perylene mg/kg DETS 050 0.1 < 0.1 1.9 < 0.1

Chrysene mg/kg DETS 050 0.1 < 0.1 3.1 < 0.1

Dibenzo(a,h)anthracene mg/kg DETS 050 0.1 < 0.1 0.2 < 0.1

Fluoranthene mg/kg DETS 050 0.1 < 0.1 6.5 < 0.1




Client Ref: C4171


Lab No. 350460 350462 350463 350464

Sample ID WS102 TP101 TP106 WS105

Depth 0.80 0.60 0.80 0.50

Sample Ref

Sample Type

Sampling Date 16/08/2011 16/08/2011 16/08/2011 16/08/2011

Sampling Time

Test Units DETSxx LOD

Fluorene mg/kg DETS 050 0.1 < 0.1 < 0.1 < 0.1

Indeno(1,2,3-c,d)pyrene mg/kg DETS 050 0.1 < 0.1 2.0 < 0.1

Naphthalene mg/kg DETS 050 0.1 < 0.1 < 0.1 < 0.1

Phenanthrene mg/kg DETS 050 0.1 < 0.1 2.9 < 0.1

Pyrene mg/kg DETS 050 0.1 < 0.1 5.8 < 0.1

PAH mg/kg DETS 050 1.6 < 1.6 34 < 1.6

Phenol - Monohydric mg/kg DETS 067# 0.3 < 0.3 < 0.3 < 0.3


Summary of Asbestos Analysis


Client Ref: C4171


Lab No Sample Ref Depth Other Ref Material Result

350460 WS102 0.80 SOIL NAD

350461 WS103 0.30 SOIL NAD

350462 TP101 0.60 SOIL NAD

350463 TP106 0.80 SOIL NAD

350464 WS105 0.50 SOIL NAD

Crocidolite = Blue Asbestos, Amosite = Brown Asbestos, Chrysotile = White Asbestos

NAD = No Asbestos Detected. Anthophyllite, Actinolite and Tremolite are other forms of Asbestos

Samples are analysed by DETS 082 using polarised light microscopy in accordance with HSG248 and documented in-

house methods. Where a sample is NAD, the result is based on analysis of at least 2 sub-samples and should be taken to

mean 'no asbestos detected in sample


Appendix A - Details of Analysis

Method details are shown only for those determinants listed in Annex A of the MCERTS standard. Anything not included on this list falls outside the scope of MCERTS.

No Recovery Factors are used in the determination of results. Results reported assume 100% recovery

Full method statements are available on request.

Method Units Sub-Contracted UKAS MCERTS

DETS 002 Organic Matter % Yes Yes

DETS 003 Loss on Ignition % Yes Yes





DETS 006 Chloride mg/kg Yes Yes

DETS 008 pH pH Units Yes Yes

DETS 042 Selenium mg/kg Yes Yes

DETS 019 Ammonia mg/kg Yes Yes

DETS 020 Boron (Water Soluble) mg/kg Yes Yes

DETS 024 Sulphide mg/kg Yes Yes

DETS 042 Antimony mg/kg No No

DETS 042 Arsenic mg/kg Yes Yes

DETS 042 Barium mg/kg Yes Yes

DET S 042 Beryllium mg/kg Yes Yes

DETS 042 Cadmium mg/kg Yes Yes

0.20 Air Dried No

0.10 Air Dried No

0.20 Air Dried No

1.50 Air Dried No

10.00 Air Dried No

1.00 Air Dried No

0.02 Air Dried No

0.20 Air Dried No

0.10 Air Dried No

0.50 Air Dried No

10.00 Air Dried No

0.01 Air Dried No

0.01 Air Dried No

10.00 Air Dried No

0.01 Air Dried No

0.01 Air Dried No

Name of Parameter Limit of Detection Sample Preparation

0.01 Air Dried No


DETS 042 Cobalt mg/kg Yes Yes

DETS 042 Copper mg/kg Yes Yes

DETS 042 Chromium mg/kg Yes Yes

DETS 042 Iron mg/kg Yes No

DETS 042 Lead mg/kg Yes Yes

DETS 042 Manganese mg/kg Yes Yes

DETS 081 Mercury mg/kg Yes Yes

DETS 042 Molybdenum mg/kg Yes Yes

DETS 042 Nickel mg/kg Yes Yes

DETS 042 Thallium mg/kg No No

DETS 042 Vanadium mg/kg Yes Yes

DETS 042 Zinc mg/kg Yes Yes

DETS 049 Sulphur (Free) mg/kg Yes Yes

DETS 050 PAH mg/kg Yes No

DETS 051 TPH (C10 - C40) mg/kg Yes Yes

DETS 052 PCB mg/kg Yes Yes

DETS 062 Benzene mg/kg Yes Yes

DETS 062 Toluene mg/kg Yes Yes

DETS 062 Ethylbenzne mg/kg Yes Yes

DETS 062 Xylene mg/kg Yes Yes

DETS 067 Phenol - Monohydric mg/kg Yes Yes0.3 Air Dried No

0.01 As Received No

0.01 As Received No

0.01 As Received No

0.01 As Received No

20.00 As Received No

0.01 As Received No

0.50 As Received No

0.10 As Received No

0.80 Air Dried No

1.00 Air Dried No

0.20 Air Dried No

1.00 Air Dried No

0.05 Air Dried No

0.40 Air Dried No

0.30 Air Dried No

20.00 Air Dried No

0.15 Air Dried No

1.00 Air Dried No

0.70 Air Dried No

0.20 Air Dried No


DETS 067 Easily Liberatable Cyanide mg/kg Yes Yes

DETS 067 Complex Cyanide mg/kg Yes No

DETS 067 Total Cyanide mg/kg Yes Yes

DETS 067 Thiocyanate mg/kg Yes Yes

DETS 068 VOC mg/kg No No

0.6 Air Dried No

0.01 As Received No

0.30 Air Dried No

0.40 Air Dried No

0.1 Air Dried No


Date: 28/03/2011

2139 Certificate Number: 11-47763

Client: Professional Soils Laboratory Ltd

5/7 Hexthorpe Road

Hexthorpe

DN4 0AR


Client Reference: PSL11/0645

Contract Title: Smirthwaite Street


Date Received: 23/03/2011




Date Completed: 28/03/2011



Approved By: Rob Brown, Business Manager



laboratory.




Page 1 of 3

Analysis







Deviating Samples













Disposal


Soils - 1 month

Liquids - 2 weeks

Key



Key



Client Ref: PSL11/0645

319492 319493

TP1 TP6

2.00 1.50

D D

/ / / /

Test Units DETSxx

Deviating Sample n/a n/a

Sulphate Aqueous Extract as SO4 mg/l DETS 076# 91 160

pH DETS 008# 8.5 8.5

Sample Type

Sampling Date

Sample Time


Contract Title: Smirthwaite Street

Lab No.

Sample ID

Depth

Sample Ref


LABO RATO RY REPO RT

4043

Contract Number: PSL11/0645

Client’s Reference: Report Date: 24 March 2011 Client Name: Sirius Leeds

4245 Park Approach Century Way Thorpe Park Leeds LS15 8GB

For the attention of: Sarah Amos Contract Title: Smirthwaite Street, Burnley

Date Received: 21-March-11 Date Commenced: 21-March-11 Date Completed: 24-March-11 Notes: Observations and Interpretations are outside the UKAS Accreditation

* Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor

5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR

tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] awatkins

A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced in full,

without the prior written approval of the laboratory.

Checked and Approved Signatories: R Gunson A Watkins M Beastall (Director) (Director) (Laboratory Manager)

Page 1 of

@prosoils.co.uk

SUMMARY OF LABORATORY SOIL DESCRIPTIONS

Hole Sample Sample Depth Description of Sample

Number Number Type m

TP1 D 2.00 Brown very sandy silty CLAY.

TP5 D 0.50 Brown mottled orange sandy silty CLAY.

TP6 D 1.50 Dark brown very sandy silty CLAY.

Compiled by Date Checked by Date Approved by Date

24/03/11 24/03/11 24/03/11

Contract No:

Client Ref:

PSL11/0645

C4171SMIRTHWAITE STREET, BURNLEY.

Page of .

SUMMARY OF SOIL CLASSIFICATION TESTS(B.S. 1377 : PART 2 : 1990)

Moisture Bulk Dry Particle Liquid Plastic Plasticity %Hole Sample Sample Depth Content Density Density Density Limit Limit Index Passing Remarks

Number Number Type m % Mg/m3 Mg/m3 Mg/m3 % % % .425mm

Clause 3.2 Clause 7.2 Clause 7.2 Clause 8. Clause 4.3/4.4 Clause 5. Clause 6.

TP1 D 2.00 21 35 20 15 100

TP5 D 0.50 25 47 22 25 100

TP6 D 1.50 21 30 18 12 100

SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.


24/03/11 24/03/11 24/03/11

PSL11/0645

C4171

Intermediate plasticity CI.


Low plasticity CL.

SMIRTHWAITE STREET, BURNLEY.Contract No:

Client Ref:

PSLR002 Issue 1 Jun 06 Page of .

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


24/03/11 24/03/11 24/03/11

PSL11/0645

C4171SMIRTHWAITE STREET, BURNLEY.

Contract No:

Client Ref:

0

10

20

30

40

50

60

70

80

90

0 10 20 30 40 50 60 70 80 90 100 110 120 130

Liquid Limit (LL%).

Pla

stic

ity In

de

x (P

I%).

CL CI CH CV CE

ML MI MH MV ME


5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR

tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] awatkins

A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced in full,

without the prior written approval of the laboratory.

Checked and Approved Signatories:

R Gunson A Watkins M Beastall (Director) (Director) (Laboratory Manager)

Page 1 of

LABO RATO RY REPO RT

4043

Contract Number: PSL11/2080

Client’s Reference: Report Date: 02 September 2011 Client Name: Sirius Leeds

4245 Park Approach Century Way Thorpe Park Leeds LS15 8GB

For the attention of: Sarah Amos Contract Title: Smirthwaite Street

Date Received: 23-August-11 Date Commenced: 23-August-11 Date Completed: 02-August-11 Notes: Observations and Interpretations are outside the UKAS Accreditation

* Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor

@prosoils.co.uk

SUMMARY OF LABORATORY SOIL DESCRIPTIONS

Hole Sample Sample Depth Description of Sample

Number Number Type m

WS01 D 4.50 Grey gravelly very silty CLAY.

WS04 D 2.80 Brown gravelly sandy CLAY.

TP104 D 3.00 Dark grey black very gravelly SAND of ASH.


01/09/11 02/09/11 02/09/11

Contract No:

Client Ref:

PSL11/2080

C4171SMIRTHWAITE STREET.

Page of .

SUMMARY OF SOIL CLASSIFICATION TESTS(B.S. 1377 : PART 2 : 1990)

Moisture Bulk Dry Particle Liquid Plastic Plasticity %Hole Sample Sample Depth Content Density Density Density Limit Limit Index Passing Remarks

Number Number Type m % Mg/m3 Mg/m3 Mg/m3 % % % .425mm

Clause 3.2 Clause 7.2 Clause 7.2 Clause 8. Clause 4.3/4.4 Clause 5. Clause 6.

WS01 D 4.50 11 39 20 19 86

WS04 D 2.80 30 54 28 26 83

TP104 D 3.00 54 NP

SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.


01/09/11 02/09/11 02/09/11

PSL11/2080

C4171


High plasticity CH.

SMIRTHWAITE STREET.Contract No:

Client Ref:


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


01/09/11 02/09/11 02/09/11

PSL11/2080

C4171SMIRTHWAITE STREET.

Contract No:

Client Ref:

0

10

20

30

40

50

60

70

80

90

0 10 20 30 40 50 60 70 80 90 100 110 120 130

Liquid Limit (LL%).

Pla

stic

ity In

de

x (P

I%).

CL CI CH CV CE

ML MI MH MV ME


2531

Contract no:

Contract name:

Client reference:

Clients name:

Clients address:

Samples received:

Analysis started:

Analysis completed:

Report issued:

Notes:

Key:

I/S Insufficient sample to carry out test

N/S Sample not suitable for testing

Approved by:

Karan Campbell John Campbell

Director Director

Professional Soils Laboratory

26 August 2011

26 August 2011

02 September 2011

5-7 Hexthorpe Road

ANALYTICAL TEST REPORT

43257

Smirthwaite Street

PSL11/2080

$ Test carried out by an approved subcontractor

Doncaster

DN4 0AG

U UKAS accredited test

Opinions and interpretations expressed herein are outside the UKAS accreditation scope.

Samples will be disposed of 6 weeks from initial receipt unless otherwise instructed.

Unless otherwise stated, Chemtech Environmental Ltd were not responsible for sampling.

02 September 2011

M MCERTS & UKAS accredited test

This report shall not be reproduced except in full, withour prior written approval.

Results reported herein relate only to the material supplied to the laboratory.

Methods, procedures and performance data are available on request.

Unit 25a-25b Number One Industrial Estate, Medomsley Road, Consett, County Durham, DH8 6TJ

Tel 01207 581260 Fax 01207 581582 Email [email protected]

Vat Reg No. 772 5703 18 Registered in England number 4284013

Chemtech Environmental Limited

SOILS

Lab number 43257-1

Sample id WS 101

Depth (m) 4.50

Test Method Units

pH CE004 M units 8.0

Sulphate (2:1 water soluble) CE049 U g/l SO4 0.04

43257

Smirthwaite Street

PSL11/2080 Page 2 of 3 Pages

Chemtech Environmental Limited

METHOD DETAILS

METHOD SOILS METHOD SUMMARY STATUS LOD UNITS

CE004 pH Based on BS 1377, pH Meter M - units

CE049 Sulphate (2:1 water soluble) Aqueous extraction, IC-COND U 0.01 g/l SO4

43257

Smirthwaite Street

PSL11/2080 Page 3 of 3 Pages

APPENDIX D

GAS AND GROUNDWATER

MONITORING RESULTS

Ground Gas and Groundwater Monitoring Record Sheet

JOB DETAILS:

Client: Job No:

Site: Visit No: 1 of

Date: Operator: Project Manager:

WELL AND WATER DATA Comments

Monitoring Point

PID

Peak

(ppm)

Product

thickness

(mm)

Methane

(l/hr)

Response Zone

Peak Steady Peak Steady Peak Steady Peak Steady Peak Steady Min. Steady Peak Steady

WS102 ND ND ND ND ND ND ND ND ND ND 21.1 21.1 NR NR ND ND NR NR 0 0 3.03 3.87 1.00-4.00

WS105 ND ND ND ND 0.2 0.2 ND ND ND ND 21.0 21.0 NR NR ND ND NR NR 0 0.0002 1.96 2.70 1.00-2.70


Max ND ND ND ND 0.7 0.7 ND ND ND ND 21.1 21.1 NR NR ND ND NR NR 0 0.0007 3.27 3.94

Min ND ND ND ND ND ND ND ND ND ND 17.9 18.2 NR NR ND ND NR NR 0 0 1.96 2.70

ND - Not detected

NR - Not recorded 0 0.0007

METEOROLOGICAL AND SITE INFORMATION: (Select correct box with X or enter data, as applicable)

State of ground: X Dry Moist Wet Snow Frozen

Wind: Calm X Light Moderate Strong

Cloud cover: None X Slight Cloudy Overcast

Precipitation: X None Slight Moderate Heavy

Barometric pressure (mbar): 1009 Start 1009 End

Pressure trend: Falling Steady X Rising

INSTRUMENTATION TECHNICAL SPECIFICATIONS:

CH4 CO2 O2 0.50%

CH4 0 - 100% CO2 O2

Water

level

(mbgl)

Depth of

well (m)

CO2

(l/hr)

25/08/2011 SA SB

Worst-credible GSVs

Keepmoat Homes C4171A

Smirthwaite Street Burnley Phase 2 6

Worst-possible GSVs

GAS CONCENTRATIONS VOLATILES FLOW DATA

Oxygen (%v/v) Flow rate (l/hr)

Differential

borehole

Pressure (Pa)

Methane

(%v/v)%LEL

Carbon dioxide

(%v/v)

Carbon

monoxide (ppmv)

Hydrogen

sulphide (ppmv) Time for flow

to equalise

(secs)

01/11/2011

Ground gas meter:

Gas Flow range:

Gas concentration:

Gas Range:

Date of next calibration:

GFM 430

+100/-50 l/hour

0 - 100% 0 - 25%

Differential Pressure: (+/-) 1000 Pa

Date of last calibration: 01/11/2010

0.2% @ 5%, 1.0% @ 30%, 3.0% @ 100% 0.1% @ 10%, 3.0% @ 30%, 3.0% @ 100%

Page 1 of 6


JOB DETAILS:

Client: Job No:




Monitoring Point

PID

Peak

(ppm)

Product

thickness

(mm)

Methane

(l/hr)

Response Zone






Min ND ND ND ND 0.8 0.6 ND ND ND ND 20.5 15.0 NR NR ND ND NR NR 0 0.0006 1.40 2.70

ND - Not detected




Wind: X Calm Light Moderate Strong






CH4 CO2 O2 0.50%

CH4 0 - 100% CO2 O2


0 - 100% 0 - 25%


Water

level

(mbgl)

Depth of

well (m)

Gas Range:

Gas Flow range: +100/-50 l/hour

Ground gas meter: GFM 430

Differential

borehole

Pressure (Pa)

Time for flow

to equalise

(secs)

CO2

(l/hr)

Hydrogen

sulphide (ppmv)Oxygen (%v/v)

0.2% @ 5%, 1.0% @ 30%, 3.0% @ 100% 0.1% @ 10%, 3.0% @ 30%, 3.0% @ 100%

Worst-possible GSVs



Date of next calibration: 01/07/2011

26/09/2011 AS SB

GAS CONCENTRATIONS VOLATILES FLOW DATA Worst-credible GSVs

Gas concentration:

Flow rate (l/hr)Methane

(%v/v)%LEL

Carbon dioxide

(%v/v)

Carbon

monoxide (ppmv)

Page 2 of 6


JOB DETAILS:

Client: Job No:




Monitoring Point

PID

Peak

(ppm)

Product

thickness

(mm)

Methane

(l/hr)

Response Zone


WS102 NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR 1.00-4.00 could not locate borehole


WS106 ND ND ND ND 2.0 2.0 1 1 ND ND 14.6 14.6 NR NR ND ND NR NR 0 0.002 2.90 4.00 1.00-4.00

Max ND ND ND ND 2.0 2.0 1 1 ND ND 20.4 20.4 NR NR ND ND NR NR 0 0.002 2.90 4.00


ND - Not detected




Wind: Calm X Light Moderate Strong




Pressure trend: Falling X Steady Rising


CH4 CO2 O2 0.50%

CH4 0 - 100% CO2 O2

Time for flow

to equalise

(secs)

CO2

(l/hr)


Gas Range:



0 - 100% 0 - 25%


Water

level

(mbgl)

Depth of

well (m)

0.2% @ 5%, 1.0% @ 30%, 3.0% @ 100% 0.1% @ 10%, 3.0% @ 30%, 3.0% @ 100%Gas concentration:

Flow rate (l/hr)Methane

(%v/v)%LEL

Carbon dioxide

(%v/v)

Carbon

monoxide (ppmv)

Hydrogen

sulphide (ppmv)Oxygen (%v/v)

Worst-possible GSVs


Differential

borehole

Pressure (Pa)


13/10/2011 GH SB



Page 3 of 6


JOB DETAILS:

Client: Job No:




Monitoring Point

PID

Peak

(ppm)

Product

thickness

(mm)

Methane

(l/hr)

Response Zone


WS102 NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR NR 1.00-4.00





ND - Not detected




Wind: Calm Light X Moderate Strong




Pressure trend: X Falling Steady Rising


CH4 CO2 O2 0.50%

CH4 0 - 100% CO2 O2

Depth of

well (m)

0.1% @ 10%, 3.0% @ 30%, 3.0% @ 100%

Carbon

monoxide (ppmv)

Hydrogen

sulphide (ppmv)



03/11/2011 GH SB


Water

level

(mbgl)

Worst-possible GSVs


Methane

(%v/v)%LEL

Carbon dioxide

(%v/v) Time for flow

to equalise

(secs)

CO2

(l/hr)


Differential

borehole

Pressure (Pa)

Gas concentration: 0.2% @ 5%, 1.0% @ 30%, 3.0% @ 100%


Gas Range:




0 - 100% 0 - 25%

Page 4 of 6


JOB DETAILS:

Client: Job No:




Monitoring Point

PID

Peak

(ppm)

Product

thickness

(mm)

Methane

(l/hr)

Response Zone





Max ND ND ND ND ND ND ND ND ND ND 21.4 21.4 NR NR ND ND NR NR 0 0 3.28 4.00

Min ND ND ND ND ND ND ND ND ND ND 20.5 20.5 NR NR ND ND NR NR 0 0 1.78 2.70

ND - Not detected

NR - Not recorded 0 0


State of ground: Dry X Moist Wet Snow Frozen

Wind: Calm Light Moderate X Strong




Pressure trend: X Falling Steady Rising


CH4 CO2 O2 0.50%

CH4 0 - 100% CO2 O2

Depth of

well (m)

0.1% @ 10%, 3.0% @ 30%, 3.0% @ 100%

Carbon

monoxide (ppmv)

Hydrogen

sulphide (ppmv)



24/11/2011 IB SB


Water

level

(mbgl)

Worst-possible GSVs


Methane

(%v/v)%LEL

Carbon dioxide


to equalise

(secs)

CO2

(l/hr)


Differential

borehole

Pressure (Pa)



Gas Range:




0 - 100% 0 - 25%

Page 5 of 6


JOB DETAILS:

Client: Job No:




Monitoring Point

PID

Peak

(ppm)

Product

thickness

(mm)

Methane

(l/hr)

Response Zone



WS105 ND ND ND ND 0.3 0.3 ND ND ND ND 20.3 20.3 NR NR -2.0 ND NR 5 0 0.0003 1.79 2.70 1.00-2.70

WS106 ND ND ND ND 1.8 1.8 ND ND ND ND 17.9 17.9 NR NR -1.8 ND NR NR 0 0.0018 2.77 4.00 1.00-4.00

Max ND ND ND ND 1.8 1.8 ND ND ND ND 20.3 20.3 NR NR -2.0 ND NR NR 0 0.0018 2.77 4.00

Min ND ND ND ND 0.3 0.3 ND ND ND ND 17.9 17.9 NR NR -1.8 ND NR NR 0 0.0003 1.79 2.70

ND - Not detected



State of ground: Dry X Moist Wet Snow Frozen

Wind: Calm Light X Moderate Strong

Cloud cover: None Slight X Cloudy Overcast





CH4 CO2 O2 0.50%

CH4 0 - 100% CO2 O2

Depth of

well (m)

0.1% @ 10%, 3.0% @ 30%, 3.0% @ 100%

Carbon

monoxide (ppmv)

Hydrogen

sulphide (ppmv)



09/12/2011 GH SB


Water

level

(mbgl)

Worst-possible GSVs


Methane

(%v/v)%LEL

Carbon dioxide


to equalise

(secs)

CO2

(l/hr)


Differential

borehole

Pressure (Pa)



Gas Range:




0 - 100% 0 - 25%

Page 6 of 6

APPENDIX E

SIRIUS GENERIC

ASSESSMENT CRITERIA

Rev. 04/05/2011

SIRIUS GENERIC ASSESSMENT CRITERIA

LEGISLATIVE AND RISK ASSESSMENT FRAMEWORK

Under the Town and Country Planning Legislation, in order that a site may be

redeveloped, the site needs to be suitable for its intended use. Part IIA of the

Environmental Protection Act 1990 (EPA) provides a legal framework for identifying

and dealing with contaminated land.

The Contaminated Land (England) Regulations 2000 were issued in accordance with

the provision with the EPA. The regulations define Contaminated Land as land “in

such condition, by reason of substances in, on, or under the land, that: significant

harm is being caused, or pollution of controlled waters is being or is likely to be

caused”.

In the UK the determination of whether land can be classified as contaminated land

and whether land is suitable for its intended use are both based upon risk

assessment. The methodology for undertaking such risk assessments has been

published by DEFRA and the Environment Agency. This is based upon the concept

of potential source-pathway-receptor relationships to determine whether there are

pollutant linkages operating in a particular end use.

The framework for conducting site investigations, risk assessments and undertaking

any necessary remedial works is presented in the Environment Agency report CLR11

“Model Procedures for the Management of Contaminated Land”. This presents a

tiered approach to risk assessment: analysis of potential pollutant linkages via a

Conceptual Site Model; comparison of contaminant concentrations with Soil

Guideline Values or other Generic Assessment Criteria (Generic Quantitative Risk

Assessment; GQRA); and, if required, a Detailed Quantitative Risk Assessment

(DQRA) based on site-specific conditions.

Human Health

Where Soil Guideline Values (SGV) have been published by the Environment

Agency, these have been used by Sirius as the basis for human health Generic

Assessment Criteria (GAC).

Rev. 04/05/2011

For metals and metalloids, SGVs have been applied directly for the “Residential With

Plant Uptake” and “Commercial” land uses as the SGVs are not sensitive to soil type

nor soil organic matter content. For the “Residential Without Plant Uptake” land use,

GAC values have been derived by Sirius using CLEA versions 1.04 and 1.06, the

contaminant parameter values presented in the SGV reports and the relevant

guidance presented in the Environment Agency Science Report SC050021 series.

For organics, GAC values have been derived using the same approach for a sandy

soil type at a range of SOM contents. The sandy soil type is conservative for the

majority of soils (including made ground) encountered on historically contaminated

sites.

In the absence of published SGVs, Sirius has normally derived GAC values using

CLEA versions 1.04 and 1.06 and the authoritative parameter data presented in

Nathanail et al. (2009) “The LQM/CIEH Generic Assessment Criteria for Human

Health Risk Assessment”, 2nd edition, Land Quality Press, Nottingham.

Where neither SGVs nor authoritative third party reports were available, GAC values

were derived by Sirius using the CLEA version 1.04 and 1.06 models in accordance

with the guidance published by the Environment Agency in the SC050021 report

series. Full details of the derivation of these GAC values can be provided upon

request.

Controlled Waters

The Environment Agency’s “Methodology for the Derivation of Remedial Targets for

Soil and Groundwater to Protect Water Resources”, R&D Publication 20, provides a

framework for assessing the potential for pollution of controlled waters and for

deriving remedial target concentrations in soil and groundwater. In relation to the

standards for controlled waters, there are currently no generic groundwater nor

surface water standards that are applicable to all sites. However, the UK Drinking

Water Standards and the Environment Agency’s national Environmental Quality

Standards (EQS) are considered appropriate assessment criteria for many cases.

Soil Leachability

A screening assessment has been carried out using leachability data obtained from

tests performed on soils at the site, to assess the potential risks to local controlled

waters, including groundwater. The Environment Agency’s Remedial Targets

Rev. 04/05/2011

Methodology recommends the use of the BS EN 12475 leachate methods and this is

adopted by Sirius.

The results of the leachate analysis have been compared to relevant criteria derived

from Environment Agency (2002) “Technical Advice to Third Parties on Pollution of

Controlled Waters for Part IIA, EPA1990” and The Water Supply (Water Quality)

Regulations 1989, as amended (2001 and 2007).

Buried Concrete

A generic assessment is made in relation to the potential impact on buried concrete

by reference to BRE Special Digest No. 1; 3rd Edition (2005) “Concrete in

Aggressive Ground”.

Rev. 04/05/2011

SIRIUS HUMAN HEALTH GENERIC ASSESSMENT CRITERIA – SOILS

Rev. 04/05/2011

Rev. 04/05/2011

Rev. 04/05/2011

All values are rounded to 1 or 2 significant figures.

Rev. 04/05/2011

Notes:

[a] SGV reports comprise the SGV, TOX and supporting contaminant-specific reports published by the Environment Agency as part of the Science Report SC050021 series. SGV values are applied directly as the criteria are not sensitive to soil type nor SOM content. For the “Residential Without Plant Uptake” land use, GAC values have been derived by Sirius using CLEA version 1.06 and the published model parameter and chemical property data. [b] Calculated by Sirius for sandy soil in CLEA version 1.06 using the toxicological, model parameter and chemical property data presented in Nathanail et al. (2009) “The LQM/CIEH Generic Assessment Criteria for Human Health Risk Assessment”, 2nd edition, Land Quality Press, Nottingham. [c] The SGV and GAC values for cadmium are based on data for soils having a pH value in the range 6-8. Caution should be applied in applying them at pH values outside this range, especially at pH values <5. [d] GAC for Cr (III) also applied for total chromium, as hexavalent chromium does not persist to a significant extent in soils under normal conditions (further information can be provided upon request). A SSAC will be required for sites where historical information indicate that Cr (VI) was handled or generated on site, when analytical data demonstrate Cr (VI) is present or when soil conditions indicate that Cr (VI) will persist in situ. [e] For the 'Residential with Plant Uptake' end-use, the GAC values for Cu and Zn are based on potential phytotoxic effects and have been set at the maximum allowable concentrations for sewage sludge-amended soils presented in the "Sludge (Use in Agriculture) Regulations" (SI 1263/1989). The equivalent GAC values for human health protection in this land-use are: Cu, 2300 mg/kg; Zn, 3700 mg/kg (LQM/CIEH values - Nathanail et al., 2009). The GAC values for the other land uses presented are human health-based criteria presented in Nathanail et al. (2009). In cases where soils in those land uses may be used for vegetation purposes, then the 'Residential with Plant Uptake' GAC values may be applied. However, for all cases where the GAC is set on the basis of potential phytotoxicity, alternative criteria will be derived where elevated natural background soil concentrations of these metals have been demonstrated. [f] SGV10 has been retained as the most appropriate source of a GAC for lead, given the specific blood lead calculation methods and input data applied. [g] The SGV for mercury is based on inorganic mercury which represents the most common form encountered within the environment. This is considered appropriate for most sites as: “…the SGV for inorganic mercury can normally be compared with chemical analysis for total mercury content because the equilibrium concentrations of elemental and methylmercury compounds are likely to be very low” (SC050021/Mercury SGV). Analysis and specific assessment for elemental or methylated forms of mercury will need to be considered if historical land use or site-specific factors indicate that these forms of mercury are likely to be present. [h] BRE (2005) Special Digest 1, 3rd Edition “Concrete in aggressive ground”. Sulphate is not considered to pose a potential risk to human health under normal circumstances – this GAC applies to construction cases only and is set at the upper limit for DS-1 Design Sulphate Class concrete. [i] GAC calculated for acute risk. Further information can be provided upon request. [j] Calculated by Sirius for all land uses using CLEA version 1.06 and the toxicological, model parameter and chemical property data published by the Environment Agency (Science Report SC050021 Series). [k] For screening purposes, a single GAC has been set for total xylene. This is the lowest of the values calculated for the three individual xylene isomers. [l] Calculated by Sirius for all land uses using CLEA version 1.06 and the toxicological, model parameter and chemical property data published by CL:AIRE in association with the AGS and EIC (December 2009).

Rev. 04/05/2011

[m] “No GAC” indicates that no value has been specified for this land use as the HCV cannot be exceeded at achievable soil concentrations. [n] The GAC for Commercial/Industrial land use is based on the threshold protective of direct skin contact with phenol (See SR050021/Phenol SGV). [o] For screening purposes, a single GAC has been set for total methylphenol. This is the lowest of the values calculated for the three individual methylphenol isomers. [p] The Hazardous Waste (England and Wales) Regulations 2005. TOC content in itself does not represent a potential risk to human health. This GAC is provided for indicative assessment of disposal options, in the case that off-site landfill of soil is is undertaken. This GAC is specified at the ‘Inert’ waste threshold and should be considered as for information purposes only. [q] ICRCL (1986) Guidance Note 61/84, 2nd Edition, Notes on the Fire Hazards of Contaminated Land. Calorific value is not an indication of chronic human health risk but may be useful in assessment of the potential fire risk posed by made ground or natural soils containing elevated concentrations of potentially combustible organic matter. .

Rev. 04/05/2011

CONTROLLED WATERS GAC VALUES (FOR FRESH WATER)

Parameter Generic Assessment Criterion (µg/l unless otherwise stated)

Environmental quality standard

(a)

Drinking water standard (b)

Metals and metalloids

Arsenic 50

10

Boron 2,000 1,000

Cadmium 5 5

Chromium+ 5-250 50

Copper+ 1-28 2,000

Lead+ 4-250 25

Mercury 1 1

Nickel+ 50-200 20

Selenium 10 10

Zinc+ 8-500 5,000

Other inorganics

Sulphate 400 mg/l 250 mg/l

Ammonia (NH3 as N) 15 ---

Ammonium (as NH4+) --- 500

Organics

TPH (sum) Not specified (c) (d)

Not specified (d)

Naphthalene 10 ---

Benzo(a)pyrene --- 0.01

Benzo(b)fluoranthene* --- 0.1

Benzo(k)fluoranthene* --- 0.1

Benzo(ghi)perylene* --- 0.1

Indeno(1,2,3-cd)pyrene* --- 0.1

Sum PAH-4* --- 0.1

Benzene 30 1

Toluene 50 700 (f)

Ethylbenzene 20 (e)

300 (f)

Xylenes (sum) 30 500 (f)

MTBE 2,600

(g)

200

(h)

Tetrachloroethene (PCE)

10 10 (sum PCE + TCE)

Trichloroethene (TCE) 10

Phenol 30

0.5

Others

Electrical Conductivity --- 2,500 µS/cm @ 20ºC pH 6-9 pH units

(i) 6.5-9.5 pH units

(a) Except where explicitly stated, these are fresh water Environmental Quality Standards taken from: Environment Agency

(2002) Technical Advice to Third Parties on Pollution of Controlled Waters for Part IIA of the EPA 1990. (b) Except where explicitly stated, taken from: The Water Supply (Water Quality) (Amendment) Regulations 2000, 2001 and

2007. (c) No specific concentration criteria specified for TPH. TPH must not: form a visible film on the surface of the water or form

coatings on the beds of watercourses and lakes; impart a detectable ‘hydrocarbon' taste to fish; or, produce harmful effects in fish.

(d) Subject to justification on a case-by-case basis, it may be appropriate to apply 200µg/l TPH as a GAC on the basis that this is the DW2 class threshold value specified in the Surface Water (Abstraction for Drinking Water) (Classification) Regulations (1996). DW2 waters are generally suitable for abstraction as drinking water supplies, subject to standard filtration and chemical treatment.

(e) SEPA (2004) Environmental Quality Standards, Issue No 1, October 2004 (f) World Health Organisation (WHO) Guidelines for Drinking Water Quality, 1984. Health value. (g) EU Risk Assessment Report (2002) MTBE, 3

rd Priority List, Volume 19. PNEC value for fresh and sea water life.

(h) Based on a 5-fold dilution of the USEPA (1997) Drinking Water Advisory on MTBE value for taint, EPA-822-F-97-009.. (i) The Surface Waters (Fishlife) (Classification) Regulations 1997. + To be adjusted for hardness of the receiving water and the type of fish (salmonid or cyprinid) to be protected in a surface

water receptor. The lowest values are to be applied in the absence of site-specific information to inform an adjustment. * The sum of all 4 individual PAHs marked with an asterisk (*).

Rev. 04/05/2011

CONTROLLED WATERS GAC VALUES (FOR SALT WATER)

Parameter Generic Assessment Criterion

(a)

(µg/l unless otherwise stated)

Metals and metalloids

Arsenic 25

Boron 7,000

Cadmium 2.5

Chromium 15

Copper 5

Lead 25

Mercury 0.3

Nickel 30

Zinc 40 (b)

Other inorganics

Sulphate 250 mg/l

Ammonia (NH3 as N) 21 Organics

TPH (sum) Not specified (c)

Naphthalene 5

Benzene 30

Toluene 40

Ethylbenzene 20 (b)

Xylenes (sum) 30

MTBE 2,600 (d)

Tetrachloroethene (PCE) 10

Trichloroethene (TCE) 10

Phenol 30 Others

pH 6-9 pH units (e)

(a) Except where explicitly stated, these are salt water Environmental Quality Standards taken from: Environment Agency

(2002) Technical Advice to Third Parties on Pollution of Controlled Waters for Part IIA of the EPA 1990. (b) SEPA (2004) Environmental Quality Standards, Issue No 1, October 2004. (c) No specific concentration criteria specified for TPH. TPH must not: form a visible film on the surface of the water or form

coatings on the beds of watercourses and lakes; impart a detectable ‘hydrocarbon' taste to fish; or, produce harmful effects in fish.

(d) EU Risk Assessment Report (2002) MTBE, 3rd Priority List, Volume 19. PNEC value for fresh and sea water life.

(e) The Surface Waters (Fishlife) (Classification) Regulations 1997.

These lists presents GAC values for commonly monitored analytes but is not an exhaustive list of available EQS values and similar criteria. Regulatory guidance should be consulted to determine if suitable criteria exist for specific contaminants of concern at a site.

APPENDIX A

DRAWINGS

APPENDIX B

EXPLORATORY HOLE LOGS

APPENDIX C

LABORATORY TEST

RESULTS

APPENDIX D

GAS AND GROUNDWATER

MONITORING RESULTS

APPENDIX E

SIRIUS GENERIC

ASSESSMENT CRITERIA

Documents

REPORT C4171A MARCH 2012 GEOENVIRONMENTAL … Geo Environ… · 3.5. Landfilling and Waste Management ... March 2011 Page iii Report: C4171A - Smirthwaite Street, Burnley (Phase 2)