Supporting documents

Report Ref 

Client: 

Aldi Stores Ltd 

Pottishaw Road 

Junction 4/M8 

Bathgate 

West Lothian 

EH48 2FB 

Neilston Road, Paisley 

Phase II Ground Investigation 

For 

Aldi Stores Ltd 

Issue Prepared by Date Reviewed by Date 

11562 1 J. Roberts 13.03.13 A. Coverdale 14.03.13 

3e Consulting Engineers Ltd 

1st Floor, Block C 

Holland Park 

Holland Drive 

Newcastle upon Tyne 

NE2 4LD 

Tel : 0191 230 2993

CONTENTS 


Phase II Ground Investigation 

EXECUTIVE SUMMARY ......................................................................................................... ii 

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

2 THE SITE ..................................................................................................................... 3 

3 DESK STUDY ................................................................................................................ 4 

4 PREVIOUS INTRUSIVE INVESTIGATION .......................................................................... 6 

5 PRELIMINARY CONCEPTUAL SITE MODEL ....................................................................... 7 

6 METHOD OF INVESTIGATION ....................................................................................... 10 

7 RESULTS OF THE INVESTIGATION ................................................................................ 13 

8 DISCUSSION ............................................................................................................... 23 

Figures 

Figure 1 Site Location Map 

Figure 2 Exploratory Hole Location Plan 

Appendices 

Appendix A Proposed Development Plan 

Appendix B Exploratory Hole Records 

Appendix C Laboratory Chemical Test Results 

Appendix D Laboratory Geotechnical Test Results 

Appendix E Gas and Groundwater Monitoring Results 

11562 i Paisley 

Aldi Stores Ltd March 2013

Site 

Investigation 

Executive Summary 

The investigation involved: 

• A review of previous desk based and intrusive information. 

• 6 mini-percussive boreholes to a maximum depth of 5.0m, 9 trial pits to a maximum 

depth of 4.6m. 

• Installation of ground gas monitoring wells. 

• Geotechnical and contamination testing. 

• Ground gas and groundwater monitoring. 

Site History • During the mid and late 1900s, a reservoir was present the northwestern part of the 

site together with a detached residence. Throughout the 20 th century a works 

occupied the northwestern part with a large industrial building present on site since 

the 1980s. 

• Potential sources of contamination include on site above ground fuel tanks and an 

infilled reservoir along with a neighbouring vehicle servicing garage and a very small 

refuse tip. 

Current Use Vacant recently demolished site. 

Geological and 

Environmental 

Setting 

Ground 

Conditions 

• The site is underlain by glacial till overlying Carboniferous strata of the Lawmuir 

Formation (mudstones, siltstones, limestones and coal seams). 

• The site is not affected by shallow coal mining. 

• No radon protection measures are required. 

• An infestation of Japanese Knotweed was treated by use of herbicides in 2005. An 

up to date survey should be carried out to confirm that no re-infestation has 

occurred. 

Made ground, up to 4.7m thick and comprising predominantly granular ash based 

materials and reworked natural clays, generally overlies natural firm and firm to stiff 

clays with weathered sandstone becoming competent sandstone proved at depths of 

between 0.6m and in excess of 5.0m. The deep made ground is associated with the 

backfilled former reservoir in the NW of the site. 

Beneath the proposed store, made ground thicknesses are less than a metre. 

Groundwater Monitoring results record standing water levels at between 0.35 and 1.29m. 

Gas 

Monitoring 

To date, a CIRIA C665 Characteristic Situation 1 is considered appropriate for the site, 

however, gas monitoring is ongoing and this assessment may be subject to amendment. 

Contamination Slight exceedances of PAH (benzo(a)pyrene) hydrocarbon contamination is recorded 

within the ash based made ground. 

TPH is recorded in soils in the former reservoir, but not at level which would pose a risk 

to a commercial development. TPH is recorded locally in perched groundwater within the 

former reservoir. In view of the levels recorded, the presence of glacial clay and the 

distance to the receptor, no remediation is considered necessary. 

Capping of landscaped areas will be required. 

11562 ii Paisley 


Foundations Traditional strip or pad foundations should be taken onto the underlying firm and firm to 

stiff natural clays at a minimum depth of 900mm. An allowable bearing capacity of 

125kN/m 2 is appropriate. 

External 

Works 

Surface Water 

Drainage 

It is recommended that current guidance with respect soil shrinkage/heave associated 

with trees/hedgerows is followed; this should be based on a medium volume change 

potential for the natural clays. 

Ground bearing floor slabs are considered appropriate with the made ground sorted and 

re-engineered prior to floor construction. 

Subsurface concrete should be designed in accordance with BRE Special Digest 1:2005 

Design Sulphate Class DS-1 and ACEC classification AC-1. 

A preliminary CBR value of 5% is considered appropriate for made ground granular soils 

and weathered sandstone subgrades with 2% for natural clays, subject to proof rolling. 

On site CBR testing is recommended prior to pavement construction. 

Soakaway drainage of surface water is not considered appropriate. 

11562 iii Paisley 


1 INTRODUCTION 

1.1 3e Consulting Engineers Ltd (3e) were commissioned to carry out a Phase II geo- 

environmental assessment in relation to the proposed development of a retail food store with 

associated car parking, access roads and landscaped areas for land off Neilston Road in 

Paisley, details of which are provided in Appendix A. 

1.2 The site forms part of a larger site that was the subject of an earlier Phase I and 

Phase II investigation, the findings of which have been made available by Aldi Stores Ltd. 

These previous reports are listed below, the findings of which are summarised within this 

report. 

• Woolgar Hunter, ‘Proposed Re-Development, Neilston Road, Paisley – Stage 1 

Development Appraisal’, Ref. IL 6024, March 2006 

• Woolgar Hunter, ‘Proposed Re-Development, Neilston Road, Paisley. Stage 2 

Preliminary Ground Investigation’, Ref. GL 6024, June 2006 

1.3 The objectives of this assessment were: 

• To carry out a review of previous desk based and intrusive information pertaining to 

the site 

• To investigate near surface soil and groundwater conditions 

• To determine the potential risks posed by any ground or groundwater contamination 

and provide recommendations on remedial measures to manage such risks 

• To assess the risk posed by hazardous ground gas 

• To provide advice relating to geotechnical issues associated with the site 

• To provide foundation recommendations 

1.4 Fieldwork was undertaken on 12 th February 2013 and comprised the excavation of 9 

trial pits and boring of 6 mini-percussive boreholes with associated sampling and testing. Gas 

and groundwater monitoring instrumentation was installed in 4 of the mini-percussive 

boreholes to a maximum depth of 4.5m. 

1.5 This report presents the factual information obtained during this appraisal, 

interpretation of the data with recommendations relevant to the scope of works outlined 

11562 1 Paisley 


above. It has been assumed in the production of this report that the site is to be redeveloped 

for a commercial end use. 

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

intrusive investigation carried out by 3e and the results of laboratory analysis. Responsibility 

cannot be accepted for any conditions not revealed by this investigation and which have not 

been taken into account by this report. Any diagram or opinion relating to site geology, 

contamination or other spatially variable features between or beyond investigation positions is 

conjectural and provided 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 any 

monitoring visits, but it should be noted that levels and quality may vary due to seasonal and 

other effects. 

1.7 This report has been prepared for Aldi Stores Ltd. No other third party may rely upon 

or reproduce the contents of this report without the written approval of 3e. If any 

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

own risk and 3e do not owe them any Duty of Care or Skill. 



2 THE SITE 

Location and Description 

2.1 The site, centred on National Grid Reference 248430, 662320, is situated off Neilston 

Road southwest of Paisley town centre within the district of Lochfield. The site occupies 

approximately 2.8Ha and is irregular in shape. A site location plan is provided as Figure 1. 

2.2 The site is vacant with surfacings comprising a mixture of coated macadam and 

concrete hardstanding and crushed brick and concrete rubble, the latter derived from the 

recent demolition of a previous building at the site. Levels fall very gently to the northwest 

from about 26.0m AOD in the east to about 25.0m AOD in the west. Semi-mature and 

mature trees are present along all but the northern boundary. 

2.3 During the fieldwork, no physical evidence of potential contamination sources (other 

than ash based soils) was noted. 



3 DESK STUDY 

3.1 A review of a previous desk study report undertaken by Woolgar Hunter (2006) for a 

larger site, and encompassing the site in question, has been undertaken with a brief summary 

of the findings relevant to the Aldi development site are outlined below. 

Site History 

3.2 A reservoir occupied the northwestern part of the site and a residence, ‘Colinslie 

House’ with gardens occupied the remainder of the site in the mid to late 19 th century. 

During the 20 th century a ‘Works’ occupied the northwestern part of the site. Since the 

1980s, a large industrial building occupied the majority of the site with smaller buildings 

remaining in the west. Above ground fuel tanks were present in the northwestern part of the 

site. Surrounding land uses have involved predominantly industrial activities comprising a 

print works, a laundry, a ‘Hair works’ and a chemical works. 

3.3 As outlined above, the site has had some past industrial use including a reservoir, 

probably infilled and with unknown materials during the late 19 th century. Former above 

ground fuel tanks were present on site. The nearest off site potentially contaminative land 

uses are an adjacent former vehicle servicing garage to the northwest and a refuse heap 

close to the eastern boundary. 

Environmental Data 

• Superficial soils comprising glacial till underlain by Carboniferous strata of the Lawmuir 

Formation (mudstones, siltstones, limestones and coal seams). 

• Site does not lie in a flood risk area. 

• No registered landfills recorded within 500m. 

• The nearest watercourse, Espedair Burn, is some 50m north. 

• The underlying solid strata are classed as a locally important aquifer. 

• There are 6 discharge consents within 500m, but none associated with the site itself. 

• Radon protection measures are not required for future developments. 

• The site is not affected by shallow coal mining. 



Contamination 

3.4 Based on the site history and environmental searches, the site presents a low to 

medium environmental risk with respect to contamination for a proposed commercial 

development. 



4 PREVIOUS INTRUSIVE INVESTIGATION 

4.1 An intrusive investigation was undertaken by Woolgar Hunter in 2006. This was for a 

larger site, however, several exploratory holes were located within the site in question. The 

following is a summary of these findings relevant to the site as defined in this report. 

Ground Encountered 

4.2 Two exploratory holes, BH1 and BH2, were located in the area of the proposed 

development, one (BH2) close to the north eastern part of the proposed store footprint. 

4.3 In the western part of the site, an area of former reservoir, the ground conditions are 

recorded as made ground comprising medium dense sand and gravel with ash to a depth of 

1.9m overlying probable sandstone bedrock. In the eastern part, adjacent to the proposed 

building, the ground conditions comprise a metre of granular and cohesive made ground 

overlying firm sandy gravelly clay with probable sandstone bedrock recorded at 1.9m. 

4.4 No groundwater was encountered. 

Contamination 

4.5 No contaminants were recorded at concentrations considered to pose a risk to a 

commercial use at the site. 

Japanese Knotweed 

4.6 An infestation of Japanese Knotweed was treated by use of herbicides in 2005. An up 

to date survey should be carried out to confirm that no re-infestation has occurred. 

Ground Gas 

4.7 Gas monitoring was undertaken over a month within BH2 and recorded a trace of 

combustible gas and carbon dioxide to a maximum concentration of 0.75% v/v. No flow 

readings were recorded. 



5 PRELIMINARY CONCEPTUAL SITE MODEL 

5.1 Based on the previous desk study and intrusive information, a preliminary conceptual 

site model (PCSM) has been developed for the proposed commercial redevelopment at the 

site. This summarises the understanding of the existing site and its historical development, 

the site geology, the potential contaminant sources, transport pathways and receptors in 

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

at the site, reference has also been made to the relevant sections of CLR 8, the Department 

of the Environment Industry Profile reports and any other relevant supporting documentation. 

5.2 Based on the available information, a summary of the potential contamination sources, 

pathways and receptors is provided below. 

Sources of Contamination 

On Site 

• Contamination associated with any made ground on site, both historic (infilled 

reservoir) and recent demolition activities. 

• Contamination from historic above ground fuel tanks in the northwest of the site. 

• Ground gas from made ground or vapour from hydrocarbon spillages. 

Off Site 

• Contamination from adjacent vehicle servicing garage to northwest. 

• Ground gas from former refuse tip to the east. 

Potential Pollution Pathways 

• Humans – direct contact, soil ingestion, dust and vapour inhalation. 

• Lateral migration towards nearby watercourse (Espedair Burn to the north). 

• Vertical migration of contamination into underlying aquifer. 

• Vertical and lateral migration of contamination from off-site sources. 

• Vertical and lateral migration of ground gas into buildings and service entries 

(manholes). 

• Direct contact of aggressive soils with building foundations and floor slabs. 



Receptors 

• Site end users. 

• Construction workers. 

• Watercourse (Espedair Burn). 

• Underlying aquifer. 

• Building foundations and floor slabs. 

• Adjacent properties. 

Pollutant Linkage Assessment 

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

operating and its potential significance, as summarised in the table below: 

Contamination 

Source 

Contaminants 

associated with 

made ground on 

site – nonvolatile 

Pathway Hazard Potential 

Receptors 

Direct contact, 

ingestion, dust 

inhalation 



inhalation 

Lateral and vertical 

migration 


migration 

Human health risk Site construction 

workers 

Linkage Complete 

Yes, can be removed by 

the use of appropriate 

PPE and limited 

exposure 

Human health risk Site end users Yes, there is a possible 

risk to site end users 

but this will be 

mitigated by the 

presence of buildings or 

hardstanding over 

much of the site 

Pollution of water 

environment 

Aquifer and 

Espedair Burn 

Human health risk Adjacent properties Yes 

Yes, however, within an 

historic industrial 

setting with other 

potentially 

contaminative 

processes between site 

and watercourse 



Contamination 

Source 

Contaminants 



site – volatile 

Ground gases – 

deep made 

ground or off site 

refuse tip 

Contaminants 

from off-site 

sources e.g. 

garage 


Receptors 


ingestion, dust and 

vapour inhalation 





migration 


migration 


migration and 

inhalation 




Human health risk Site construction 

workers 


Yes, can be removed by 

the use of appropriate 

PPE and limited 

exposure 

Human health risk Site end users Yes, there is a possible 

risk to site end users 

but this will be 

mitigated by removal, 

remediation or 

incorporation of 

hydrocarbon barrier 

Pollution of water 

environment 

Aquifer and 

Espedair Burn 

Human health risk Adjacent properties Yes 

Yes, however the site 

lies within an 

historically industrial 

setting with other 

potentially 

contaminative 

processes between site 

and watercourse 

Human health risk Site end users Yes, mitigated by 

monitoring or 

incorporation of gas 

membrane 

Human health risk Site end users Yes, potentially 



6 METHOD OF INVESTIGATION 

Fieldwork 

6.1 The intrusive works comprised the excavation of 9 trial pits (TP1 to TP4A, TP4B and 

TP5 to TP8) to a maximum depth of 4.6m and the drilling of 6 mini-percussive boreholes 

(WS1 to WS6) sunk to a maximum depth of 5.0m. The fieldwork was carried out on the 12 th 

February 2013. 

6.2 The trial pits were excavated in order to determine the soil profile, in particular the 

nature and thickness of made ground, and to recover disturbed samples for laboratory 

testing. 

6.3 The boreholes were sunk in order to determine the soil profile and to allow ground gas 

and groundwater monitoring wells to be installed. Disturbed samples were recovered as 

appropriate for soil descriptions and laboratory testing. Standard penetration tests (SPT) 

were carried out to provide an assessment of the insitu strength of the cohesive strata and 

the relative density of the granular made ground and natural deposits. An assessment of the 

strength of bedrock was made using SPT results. 

6.4 The gas/groundwater monitoring wells, comprising slotted 50mm diameter HDPE pipe 

set within a granular filter, were installed in all 4 of the boreholes (WS1, WS2, WS5 and WS6) 

to depths of between 1.7 and 4.5m. The wells were sealed at the base and at the surface 

using bentonite and fitted with a lockable cover at surface. 

6.5 The locations of the boreholes are shown in Figure 2 (Exploratory Hole Location Plan) 

and the exploratory hole logs are provided in Appendix B. The locations were chosen to 

gain adequate coverage of the ground conditions across the site with the mini-percussive 

boreholes specifically targeted at the proposed building footprint. 

6.6 Fieldwork and soil descriptions were carried out in general accordance with 

BS5930:1999, ‘Code of Practice for Site Investigations’. 



Laboratory Chemical Testing 

Soils 

6.7 In order to provide a preliminary assessment of contamination, 7 samples of made 

ground were screened for the following determinands: 

• Arsenic • Copper 

• Cadmium • Zinc 

• Chromium • Boron 

• Lead • Total organic carbon (TOC) 

• Mercury • Speciated polyaromatic hydrocarbons (PAH) 

• Nickel • Speciated total petroleum hydrocarbons (TPH) 

• Selenium • Water soluble sulphate 

• pH 

6.8 A further 2 samples of made ground and 4 of natural soils were scheduled for water 

soluble sulphate and pH determinations to assess the potential for sulphate attack on buried 

concrete. 

6.9 In addition, 4 samples of made ground were screened for the presence of asbestos. 

6.10 In accordance with the requirements of the UKWIR for water supply pipes (2010), 2 

samples of made ground were analysed for appropriate determinands. 

Groundwater 

6.11 Leachate analysis was undertaken on 2 samples of made ground, and 2 water samples 

were submitted for analysis selected from the following: 

• Arsenic • Copper 

• Cadmium • Zinc 

• Chromium • Boron 

• Lead • Speciated PAH 

• Mercury • Speciated TPH 

• Nickel • Sulphate 

• Selenium • pH 

• BTEX, MTBE • Volatile and Semi-volatile Organic Compounds (VOCs 

and SVOCs 

6.12 The analyses were carried out at an MCERTS registered and UKAS accredited 

laboratory. The results of the chemical analyses are provided in Appendix C. 



Laboratory Geotechnical Testing 

6.13 Geotechnical related testing was carried out on 4 samples of the natural soils to 

determine their physical characteristics and comprised the following: 

• Plasticity index, liquid limit and plastic limit. 

• Natural moisture content. 

• Chemical testing to assist in concrete design. 

6.14 The results of the geotechnical analysis is provided in Appendix D. 



7 RESULTS OF THE INVESTIGATION 

Soil Profile 

7.1 Detailed descriptions of the materials encountered together with observations of 

groundwater behaviour, the results of insitu testing and sampling information are given on the 

exploratory hole records included as Appendix B, and the locations of the holes are shown 

on Figure 2. 

7.2 The site has been divided into three discrete areas; north western part (former 

reservoir), proposed store footprint and remaining areas with the generalised succession of 

the ground profile presented for each area below. However, there is some local variation 

across the site and reference should also be made to individual exploratory hole records. 

Northwestern Part (TP1, TP3, TP5 and WS6) – Former Reservoir Area 

Depth to Top 

(Thickness Range) 

Ground level 

(0.07 – 0.2) 

0.07 – 0.2 

(2.23 – 4.5) 

3.4 – 4.7 

(at least 0.3 – 0.5) 

2.4 – 3.9 

(not proven) 

Description Notes 

MADE GROUND: Asphalt and gravel and brick subbase 

MADE GROUND: Sandy gravel of ash, clinker, brick 

and shale; very clayey silty sand; soft and firm 

reworked clay and concrete 

Glacial Till: Firm to stiff CLAY and very clayey SAND 

Probable SANDSTONE rockhead 

Proposed Store Footprint (WS1, WS2 and WS5) 

Depth to Top 


Ground level 

(0.3 – 0.4) 

0.3 – 0.4 

(1.15 – 1.51) 

1.45 – 1.8 

(0.18 – 0.22) 

1.67 – 1.91 

(not proven) 


MADE GROUND: Sandy gravel of ash, clinker, brick 

and shale; brick and concrete rubble 

Glacial Till: Firm and firm to stiff gravelly CLAY 

Very dense sandstone GRAVEL (weathered 

SANDSTONE) 


Hydrocarbon impact and 

odour noted in TP5 and 

WS6 

Proven in TP3, TP5 and 

WS6 only 

Proven in TP1 and TP5 

only 

Not proven in WS1 



Remainder of Site (TP2, TP4A, TP4B, TP6 to TP8, WS3 and WS4) 

Depth to Top 


Ground level 

(0.2 – 0.6) 

Ground level – 0.6 

(0.1 – 0.4) 

0.25 – 0.55 

(0.3 – 0.95) 

0.3 – 1.2 

(0.18 – 0.8) 

0.6 – 1.5 

(not proven) 

Groundwater 


MADE GROUND: Asphalt and gravel and brick subbase 

MADE GROUND: Sandy gravel of ash, clinker, brick, 

shale and concrete with cobbles noted 

Glacial Till: firm and firm to stiff gravelly CLAY 

Very dense clayey sandy sandstone GRAVEL 

(weathered SANDSTONE) 


Thickness not proven in 

TP8 

Proven in TP4B, TP6, WS3 

and WS4 only 

Proven in TP2, TP4A, 

TP4B, TP7, WS3 and WS4 

only 

Not proven in TP8 

7.3 During the advancement of the exploratory holes the majority did not encounter free 

groundwater, excepting exploratory hole TP1, where a seepage was noted at 1.8m within the 

made ground. 

7.4 Monitoring of the wells recorded at rest groundwater levels of between 0.35m and 

1.29m below existing ground levels. The results of the groundwater monitoring carried out to 

date are presented in Appendix E. 

7.5 It should be noted that groundwater levels vary seasonally and that a higher water 

table than that recorded could occur. 

Physical Evidence of Contamination 

Made Ground 

7.6 Visual or/and olfactory evidence of hydrocarbon contamination was encountered 

within the made ground at depths of between 2.0 and 3.4m in TP5 and in WS6 at depths of 

between 1.2 and 1.8m. Ash based made ground was encountered the majority of exploratory 

holes and could potentially present a source of contamination. 



Natural Soils 

7.7 No visual or/and olfactory evidence of contamination was noted within the superficial 

soils. 

Relict Foundations and Obstructions 

7.8 Exploratory hole TP8 terminated at 0.7m within made ground due encountering a cast 

iron pipe at 0.6m. The majority of the exploratory holes, with the exception of TP3, TP8 and 

WS6, encountered probable sandstone rockhead at depths of between 0.9 to 3.9m, in which 

they were terminated. 

Stability of Excavations 

7.9 The majority of the trial pits remained stable during excavation, however, evidence of 

instability including collapse of excavated faces was noted generally within the made ground 

at depths in excess of a metre. 

Insitu Test Results 

7.10 SPT results from the natural drift deposits show a slight increase in density with depth 

and are summarised in the table below: 

Strata Depth Below Ground 

Level (m) 

SPT N Range SPT N Average 

Made Ground 1 – 2 13 - 

2 – 3 5 - 

3 – 4 3 - 

4 – 5 9 - 

CLAY 1 – 2 13 – 26 20 

GRAVEL (weathered 

SANDSTONE) 

SANDSTONE 

rockhead 

0 – 1 >50 - 

1 – 2 >50 - 

0 – 1 >50 - 

1 – 2 >50 - 



Geotechnical Laboratory Testing 

Atterberg Limits 

7.11 Atterberg limit determinations were carried out on 4 samples of natural cohesive soil 

at depths of between 0.5 and 1.0m with plasticity indices recorded at between 19% and 34%, 

corresponding to an intermediate to high plasticity. Modified plasticity indices, as defined 

within NHBC Chapter 4.2 ‘Building Near Trees’, indicate values of between 14% and 30%, 

with the natural clay soils assessed as having a low to medium volume change. Overall the 

cohesive soils should be considered as having a medium shrinkage potential. 

Sulphate and pH Determinations 

7.12 Within the made ground water soluble sulphate concentrations ranged between 

11mg/l and 91mg/l with pH values between 7.1 and 8.7. Within the natural soils water 

soluble sulphate concentrations ranged between 15mg/l and 69mg/l with pH values between 

6.7 and 7.4. The results from both the made ground and natural soils indicate a BRE Special 

Digest 1:2005 Design Sulphate Class DS-1 with an ACEC site classification AC-1. 

Gas Monitoring 

7.13 The results of the ground gas monitoring carried out to date (2 occasions) are 

summarised in the following table: 

Location 

CH 4 

(% v/v) 

CO 2 

(% v/v) 

O 2 

(% v/v) 

Flow 

(l/hr) 

Barometric 

Pressure 

(mb) 

Maximum GSV* 

WS1 0.0 0.0 19.6 – 19.7 0.0 1019 – 1039

7.15 A further 4 gas monitoring visits are planned and any conclusions may be subject to 

change until completion of the monitoring programme and issuing of these results in an 

addendum report. 

Contamination Related Testing 

7.16 The results of the contamination related testing undertaken on samples of the made 

ground and natural soils are included as Appendix C. Generally, the results have been 

assessed using guidelines introduced by DEFRA in 2002 and 2009 (where applicable) and by 

the joint Land Quality Management Ltd (LQM) and Chartered Institute of Environmental 

Health (CIEH), 2009. 

7.17 The CLEA guidelines include Soil Guidelines Values (SGVs) appropriate to standard 

land uses. SGVs are currently available for a limited number of metalloid and organic 

contaminants and provide generic assessment criteria for assessing the risk to human health. 

The LQM/CIEH guidelines include Generic Assessment Criteria (GAC) appropriate to standard 

land uses and applicable to a wider range of both inorganic and organic contaminants. With 

regard to the assessment of the site, which is proposed to be redeveloped for a food store, 

the SGVs and LQM/CIEH GACs for a commercial end use is considered the most appropriate. 

Based on an average value for TOC of 2.6% for the made ground, an SOM of 2.5% has been 

used in the assessment. 

7.18 In assessing groundwater risk, reference has been made to SEPA Position Statement 

WAT-PS-10-01, ‘Assigning groundwater assessment criteria for pollutant inputs’. 

Soil Testing Results 

7.19 A summary of the contamination related testing of the soil is presented below. 



Summary of Soil Testing Results - Made Ground 

Determinand Maximum 

conc. 

(mg/kg) 

Minimum 

conc. 

(mg/kg) 

Location of 

maximum 

concentration 

and depth (m) 

No of 

Samples 

Tested 

Generic 

Assessment 

Criteria 

(GAC) 

(mg/kg) 

No of 

Samples 

Exceeding 

SSV 

Arsenic 12 2.8 TP3 2.0 7 640 (1) 0 

Cadmium 1.9

7.21 Of the samples of made ground analysed for the presence of asbestos, 2 samples 

recorded the presence of chrysotile. These were shallow made ground within a metre of the 

surface recovered from TP1 and TP6 and located within the western and northern parts of the 

site respectively. No visible evidence of asbestos containing materials (ACMs) was noted. 

Groundwater Testing Results 

7.22 Two samples of groundwater were submitted for analysis, a summary of which is 

provided below. The assessment criteria are based on SEPA’s Resource Protection Values 

(RPV) provided in WAT-PS-10-01: 

Summary of Groundwater Testing Results 


conc. 

(mg/l) 

Arsenic 

0.009 

Boron 

0.29 

Minimum 

conc. 

(mg/l) 

0.004 

0.09 

No of 

Samples 

Tested 

2 

SEPA Resource 

Protection Value 

(RPV) (mg/l) 

0.01 

No of Samples 

Exceeding RPV 

Cadmium

Leachate Testing Results 

7.26 Three samples of soil were submitted for leachate analysis, a summary of which is 

provided below. The assessment criteria are based on SEPA’s Resource Protection Values 

(RPV) provided in WAT-PS-10-01: 

Summary of Leachate Testing Results 


conc. 

(mg/l) 

Arsenic 

0.004 

Boron 

0.6 

Minimum 

conc. 

(mg/l) 

Waste Classification 

7.30 Waste classification testing has not been carried out. Any materials for off site disposal 

should be excavated and stockpiled separately prior to testing for disposal. Given that 

occasional elevated concentrations of TPH were recorded within the former backfilled 

reservoir, it is possible that some made ground in this area could be classified as hazardous 

waste for the purpose of off-site disposal. If any significant areas of visibly contaminated soils 

are recorded during the earthworks, this should be carefully segregated and assessed 

separately. 

7.31 The natural ground is anticipated to fall under an inert classification, subject to the 

results of WAC analyses. 

Revised Conceptual Site Model 

7.32 Based on the findings of the ground investigation, the following potential sources, 

pathways and receptors are identified: 

Sources of Contamination 

• Non volatile PAH contamination associated with the ash based made ground. 

• Hydrocarbon contamination associated with the former reservoir backfill. 

• Hydrocarbon contamination in groundwater within the former reservoir backfill. 

Pathways for Contaminant Migration 

• Humans – direct contact, soil ingestion and dust inhalation. 

• Lateral migration towards nearby watercourses (Espedair Burn). 

• Vertical migration into underlying aquifer. 

Receptors 

• Site end users. 

• Construction workers. 

• Watercourse (Espedair Burn). 

• Adjacent properties. 



Potential Pollutant Linkages 

7.33 The potential pollutant linkages are assessed below: 

Contamination 

Source 

Contaminants 



site – 

Hydrocarbons 

Ground gases – 

deep made 

ground or off 

site refuse tip 

Contaminants 

from off-site 

sources e.g. 

garage 


Receptors 



inhalation 



inhalation 

Lateral and 

vertical migration 

Lateral and 


Lateral and 


and inhalation 



and vapour 

inhalation 

Human health 

risk 

Human health 

risk 

Pollution of the 

water 

environment 

Human health 

risk 

Human health 

risk 

Human health 

risk 

Site construction 

workers 


Yes, can be removed by the use 

of appropriate PPE and limited 

exposure. 

Site end users Yes, there is a possible risk to site 

end users but this will be 

mitigated by the presence of 

buildings or hardstanding over 

much of the site. 

Aquifer and 

Espedair Burn 

Adjacent 

properties 

Possible but unlikely. No known 

groundwater abstractions present. 

River. No groundwater recorded 

within the reservoir area in the 

trial pits, indicating flow is 

negligible. 

No. Predominantly commercial 

properties in the direction of 

groundwater flow. Surrounding 

area is covered by glacial till. 

Site end users Yes, mitigated by monitoring or 

incorporation of gas membrane 

Site end users No contamination identified likely 

to arise from off-site sources 

7.34 In summary, based on an assessment of the chemical results, the site presents a low 

risk to site end users in view of the commercial nature of the development; all the site area 

will be covered by hardstanding or buildings. Some TPH and PAH has been recorded in 

groundwater within the backfilled reservoir, which could pose a potential migration risk. 



8 DISCUSSION 

8.1 Development proposals are to construct a food store in the southern part of the site 

with associated parking and landscaping areas. 

Contamination Assessment 

8.2 The results of the laboratory chemical testing indicate that slightly elevated levels of 

benzo(a)pyrene (a non-volatile PAH hydrocarbon) are present within the ash based made 

ground across the site. Given the nature of the development, any risk presented by the ash 

based made ground will be mitigated by the vast majority of the site being under the 

proposed store and hardstanding. Any areas of soft landscaping will require a minimum of 

300mm of clean cover if ash based made ground is present. 

8.3 TPH contamination was confirmed in the soils and groundwater in the north western 

part of the site within the former backfilled reservoir. The concentrations of hydrocarbons 

within soils are not at levels which pose a risk to a commercial development and require no 

specific remediation in this context. 

8.4 Some localised hydrocarbon contamination was recorded in a groundwater sample 

from WS6; however, as the trial pits did not record any seepages in this area despite a 

substantial gravel content in the soils, it seems likely that groundwater is very localised with 

negligible flow. Based on the presence of glacial till beyond the reservoir area, potential for 

impact on the water environment is considered very low. 

8.5 There may be some areas of contamination which were not identified during the 

investigation. If any significant visual or olfactory evidence of contamination is noted during 

the site redevelopment, advice should be sought from an appropriately qualified geo- 

environmental engineer to assess the nature and risk posed by the contamination. 

Disposal of Materials 

8.6 Waste classification testing has not been carried out. If ash based made ground 

materials are generated during development, then it is likely that further chemical screening 

may be required to determine the waste classification of such materials once generated. WAC 

analysis will be required if any natural ground is to be disposed of as inert waste. 



Water Supply Pipes and Utilities 

8.7 Chemical results with respect to UKWIR guidance should be forwarded to the local 

water authority to provide recommendations on the appropriate water supply pipes to be used 

on site. The results indicate that barrier pipe or wrapped steel are likely to be appropriate. 

Drainage trenches in the area of the former reservoir should be sealed. 

Foundations and Floor Slabs 

8.8 Beneath the area of the proposed store footprint, the investigation proved 

predominantly granular made ground to a maximum thickness of 400mm underlain by firm 

becoming firm to stiff sandy gravelly clay with weathered sandstone bedrock recovered as 

very dense gravel present at between v1.45 and 1.8m. Competent sandstone was proved at 

depths of between 1.7 and 1.9m. 

8.9 Given the limited thickness of made ground, it is recommended that foundation loads 

are taken onto the underlying firm and firm to stiff clays with a minimum foundation depth of 

900mm below ground level. An allowable bearing capacity of 125kN/m 2 is appropriate and 

will limit total settlement to less than 25mm. 

8.10 It is recommended that current guidance with respect soil shrinkage/heave associated 

with trees/hedgerows is followed; this should be based on a medium volume change potential 

for the natural clays. 

8.11 Ground bearing floor slabs are considered appropriate with the made ground sorted 

and re-engineered prior to floor construction. 

External Works 

8.12 No CBR testing has been undertaken and none was undertaken as part of the previous 

intrusive investigation. As a preliminary recommendation, a CBR value of 5% is considered 

appropriate for granular made ground and weathered sandstone bedrock with a CBR value of 

2% for the natural clays, subject to proof rolling of any soft spots. In situ testing is 

recommended once subgrades have been constructed. 



Gas Protection Measures 

8.13 Radon protection measures are not required for the proposed development. 

8.14 The results of the preliminary ground gas monitoring indicate that CIRIA C665 

Characteristic Situation 1 is considered suitable. However, until gas monitoring is complete 

the site classification may be subject to change and it is recommended that a formal 

assessment of the ground gas at the site can only be undertaken once the monitoring 

programme is complete. The results of the gas monitoring programme will be issued as an 

addendum report. 

Excavations and Dewatering 

8.15 If man entry is proposed into excavations, the use of support to excavation sides is 

recommended in line with health and safety guidelines. 

8.16 Significant groundwater ingress into excavations is not anticipated. If groundwater is 

encountered it should be controlled adequately by localised pumping from sumps within 

excavations. 

Sulphate Attack on Buried Concrete 

8.17 The results of the chemical analyses indicate a BRE Special Digest 1:2005 Design 

Sulphate Class DS-1 with an ACEC site classification AC-1; buried concrete should be designed 

accordingly. 

Surface Water Disposal 

8.18 The use of soakaways for disposal of surface water at the site is not considered 

appropriate. 



Figures

Appendix A 

Proposed Development Plan

Appendix B 

Exploratory Hole Logs

No. 

First Floor, Block C 

Holland Park 

Holland Drive 

Newcastle Upon Tyne 

NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 

B = Large Disturbed Sample 

D = Small Disturbed Sample 

W = Water Sample 

Type 

0.30 D 

1.30 D 

2.00 D 

Struck (m) 

Depth 

(m) 

1 1.8 Standing groundwater at 1.8m. 

Site Name: Neilston Road, Paisley 

Client: Aldi Stores Ltd 

Project No: 11562 

Tests 

HSV 

(kPa) 

HSV = Hand Shear Vane 

CBR = Mexecone 

Trial Pit Log 

Depth (m) 

(Thickness) 

0.10 

0.17 

(0.43) 

(1.15) 

(0.65) 

0.60 

1.75 

2.40 

2.45 

Plant: Backhoe Excavator 

Date: 12/02/2013 

Logged By: JB 

MADE GROUND: Brown coarse angular GRAVEL (aggregate). 

MADE GROUND: Brick. 

MADE GROUND: Black sandy fine to coarse subangular 

GRAVEL of clinker, ash, shale and mixed aggregate. 

MADE GROUND: Firm dark brown sandy gravelly CLAY. 

Gravel is fine to coarse subangular mixed aggregate and 

occasional clinker. 

MADE GROUND: Dark grey fine to coarse angular GRAVEL of 

shale, ash, mixed aggregates and occasional glass and bone. 

Suspected BEDROCK - Solid (no arisings). 

End of Exploratory Hole at 2.4m 

Groundwater Observations Stability / Dimensions 

General Remarks 

Remarks 

CBR 

(%) 

Stability: Good 

Length: 

Width: 

Orientation: 

Strata Details 

Strata Description 

TP1 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

1.0 

2.0 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 




Type 

0.40 D 

0.70 D 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

Depth (m) 

(Thickness) 

0.05 

0.15 

(0.40) 

(0.35) 

0.55 

0.90 


Date: 12/02/2013 

Logged By: JB 

MADE GROUND: Ashpalt 

MADE GROUND: Coarse black angular GRAVEL of clinker 

and aggregate. 

MADE GROUND: Brown sandy fine to coarse angular GRAVEL 

and COBBLES of sandstone with occasional clinker, ash and 

shale. 

Brown slightly clayey very sandy fine to coarse subangular 

GRAVEL of sandstone (suspected weathered bedrock) 

Suspected sandstone BEDROCK (unable to excavate). 




Remarks 

CBR 

(%) 

No Groundwater Encountered 


Length: 

Width: 

Orientation: 



TP2 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 




Type 

1.50 D 

2.00 D 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

Depth (m) 

(Thickness) 

0.05 

(0.15) 

0.20 

(0.50) 

(0.50) 

(0.50) 

(2.50) 

(0.40) 

0.70 

1.20 

1.70 

4.20 

4.60 


Date: 12/02/2013 

Logged By: JB 

MADE GROUND: Asphalt 

MADE GROUND: Black medium angular GRAVEL (aggregate). 

MADE GROUND: Concrete and occasional brick. 

MADE GROUND: Grey brown clayey sandy fine to medium 

angular GRAVEL of ash and shale. 

MADE GROUND: Black very clayey silty SAND with slight 

hydrocarbon odour. 

MADE GROUND: Dark grey and black sandy fine to coarse 

subangular GRAVEL of ash, clinker and mixed aggregate. 

Firm to stiff light brown mottled grey CLAY. 




Remarks 

CBR 

(%) 


Stability: Poor 

Length: 

Width: 

Orientation: 



TP3 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

1.0 

2.0 

3.0 

4.0 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 

0.35 




Type 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

Depth (m) 

(Thickness) 

0.05 

(0.20) 

0.25 

(0.30) 

(0.35) 

0.55 

0.90 


Date: 12/02/2013 

Logged By: JB 


MADE GROUND: Black angular GRAVEL (aggregate). 

MADE GROUND: Brown clayey sandy fine to coarse 

subangular to angular GRAVEL of sandstone with occasional 

ash and clinker. 

Light brown clayey sandy fine to coarse angular GRAVEL of 

sandstone (suspected weathered bedrock). 

Suspected sandstone BEDROCK. 




Remarks 

CBR 

(%) 



Length: 

Width: 

Orientation: 



TP4A 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 




Type 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

Depth (m) 

(Thickness) 

0.05 

(0.20) 

0.25 

(0.30) 

(0.45) 

(0.50) 

0.55 

1.00 

1.50 


Date: 12/02/2013 

Logged By: JB 


MADE GROUND: Black angular GRAVEL (aggregate). 

MADE GROUND: Brown clayey sandy fine to coarse 

subangular to angular GRAVEL of sandstone with occasional 

ash and clinker. 

Firm Light brown mottled grey CLAY. 

Light brown clayey sandy fine to coarse angular GRAVEL of 

sandstone. 





Remarks 

CBR 

(%) 



Length: 

Width: 

Orientation: 



TP4B 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

1.0 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 




Type 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

Depth (m) 

(Thickness) 

0.05 

(0.35) 

(0.30) 

(2.70) 

(0.50) 

0.40 

0.70 

3.40 

3.90 


Date: 12/02/2013 

Logged By: JB 

MADE GROUND: Asphalt. 

MADE GROUND: Black sandy fine to medium angular 

GRAVEL of ash, clinker and shale. 

MADE GROUND: Concrete 

MADE GROUND: Soft black very sandy gravelly CLAY with 

lenses of silty sand. Slight Hydarcarbon odour. 

Occasional timber. 

Firm to stiff light brown mottled grey CLAY. 

Suspected BEDROCK (unable to excavate). 




Remarks 

CBR 

(%) 


Stability: Poor 

Length: 

Width: 

Orientation: 



TP5 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

1.0 

2.0 

3.0 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 

0.20 




Type 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

(0.30) 

(0.30) 

0.30 

0.60 


Date: 12/02/2013 

Logged By: JB 

MADE GROUND: Brick and concrete rubble with occasional 

ash and shale. 

Firm to stiff yellow brown sandy gravelly CLAY. Gravel is 

medium to coarse angular sandstone. 





Remarks 

CBR 

(%) 


Depth (m) 

(Thickness) 


Length: 

Width: 

Orientation: 



TP6 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 




Type 

1.00 D 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

Depth (m) 

(Thickness) 

0.10 

(0.20) 

0.30 

(0.50) 

(0.30) 

0.80 

1.10 


Date: 12/02/2013 

Logged By: JB 

MADE GROUND: Brick and concrete rubble with occasional 

ash and shale. 

MADE GROUND: Grey fine to coarse angular GRAVEL of ash, 

shale and occasional clinker with much whole and part brick 

and occasional concrete. 

Yellow brown clayey sandy fine to coarse angular GRAVEL of 


Light grey clayey sandy fine to coarse angular GRAVEL of 






Remarks 

CBR 

(%) 



Length: 

Width: 

Orientation: 



TP7 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

1.0 

Level 

(AOD) 

Legend 

Sheet 1 of 1

No. 


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: 

Samples 

Depth 

(m) 




Type 

Struck (m) 

Depth 

(m) 




Tests 

HSV 

(kPa) 



Trial Pit Log 

Depth (m) 

(Thickness) 

0.05 

(0.55) 

0.60 

0.70 


Date: 12/02/2013 

Logged By: JB 


Brown sandy fine to coarse angular GRAVEL of mixed 

aggregate. 

MADE GROUND: Orangey brown clayey sandy fine to coarse 

subangular GRAVEL of sandstone. Cast metal pipe at 0.6m 

depth. Trial pit terminated. 




Remarks 

CBR 

(%) 


Stability: 

Length: 

Width: 

Orientation: 



TP8 

Ground Level: 

Easting: 

Northing: 

Depth 

(m) 

Level 

(AOD) 

Legend 

1. Trial pit terminated at 0.7m due to cast metal 

pipe at 0.6m depth. 

Sheet 1 of 1


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Key: = Water Strike Depth & No. 


Plant: Mini Percussive Rig 

Depth 

(m) 

Samples/Tests 

Type 

0.10 D 

0.90 D 

1.00 S N26 

(2/2/3/5/7/11) 

1.80 S N75/123mm 

(25/50/-/-/-/-) 




Contractor: 

= Resting Water Depth & No. 



Groundwater Observations 

Depth (m) 

Depth Level 

Results Strata Description 

Legend Strike 

(Thickness) 

(m) (AOD) 

(0.40) 

(1.51) 

0.40 

1.91 

Date: 12/02/2013 

Logged By: JB 


MADE GROUND: Grey sandy fine to coarse angular 

GARVEL of shale, ash, coal and clinker with occasional 

brick. 

Firm brown mottled grey gravelly CLAY. Gravel is fine to 

medium subrounded to subangular mixed lithology. 

0.50 Grading firm to stiff 

Suspected BEDROCK (refusal). 


Window Sample Run 

No. Struck (m) 

Remarks From (m) To (m) Dia. (mm) Recovery (%) 


Mini-Percussive Log 

HSV = Hand Shear Vane (kPa) 

S / C = Split Spoon / Cone 

N = SPT N Value 

WS1 

Ground Level: 

Easting: 

Northing: 

1.0 


Well 

Log 

Sheet 1 of 1


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 




Depth 

(m) 

Samples/Tests 

Type 

1.00 D 

1.00 S N13 

(2/2/2/3/4/4) 

1.80 S N75/124mm 

(25/50/-/-/-/-) 




Contractor: 





Depth (m) 

Depth Level 


Legend Strike 

(Thickness) 

(m) (AOD) 

(0.15) 0.15 

(0.15) 0.30 

(1.50) 

1.80 

1.88 

Date: 12/02/2013 

Logged By: JB 


MADE GROUND: Brick and concrete rubble with 

occasoinal shale and ash. 

MADE GROUND: Dark brown clayey sandy LOAM with 

occasional rootlets. 

Firm brown gravelly CLAY. Gravel is fine to medium 

subrounded to subangular mixed lithology. 

Yellow brown fine to medium angular GRAVEL of 












WS2 

Ground Level: 

Easting: 

Northing: 

1.0 


Well 

Log 

Sheet 1 of 1


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 




Depth 

(m) 

Samples/Tests 

Type 

0.85 S N50/34mm 

(23/23/50/-/-/-) 




Contractor: 





Depth (m) 

Depth Level 


Legend Strike 

(Thickness) 

(m) (AOD) 

(0.25) 

0.25 

(0.55) 

0.80 

(0.18) 

0.98 




Firm to stiff dark brown gravelly CLAY. 

Date: 12/02/2013 

Logged By: JB 













WS3 

Ground Level: 

Easting: 

Northing: 


Well 

Log 

Sheet 1 of 1


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 




Depth 

(m) 

Samples/Tests 

Type 

0.70 D 

1.00 S N50/219mm 

(6/8/9/11/30/-) 




Contractor: 





Depth (m) 

Depth Level 


Legend Strike 

(Thickness) 

(m) (AOD) 

(0.25) 

0.25 

(0.95) 

1.20 

(0.18) 

1.38 

Date: 12/02/2013 

Logged By: JB 




Firm brown gravelly CLAY. Gravel is fine to medium 

subrounded to subangular mixed lithology. 













WS4 

Ground Level: 

Easting: 

Northing: 

1.0 


Well 

Log 

Sheet 1 of 1


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 




Depth 

(m) 

Samples/Tests 

Type 

0.50 D 

1.00 S N20 

(3/2/2/4/12/2) 

1.50 S N50/59mm 

(19/6/50/-/-/-) 




Contractor: 





Depth (m) 

Depth Level 


Legend Strike 

(Thickness) 

(m) (AOD) 

(0.30) 

0.30 

(1.15) 

1.45 

(0.22) 

1.67 

Date: 12/02/2013 

Logged By: JB 




Firm to stiff brown mottled grey sandy gravelly CLAY. 

Gravel is subrounded to subangular mixed lithology. 













WS5 

Ground Level: 

Easting: 

Northing: 

1.0 


Well 

Log 

Sheet 1 of 1


Holland Park 

Holland Drive 


NE2 4LD 

Tel. 0191 2302993 

Fax. 0191 2303677 

Depth 

(m) 

Samples/Tests 

Type 

1.00 S N13 

(4/4/6/3/2/2) 

2.00 S N5 

(3/1/1/1/1/2) 

3.00 S N3 

(1/1/1/-/1/1) 

4.00 S N9 

(2/2/2/2/2/3) 




Contractor: 








Results 

Depth (m) 

(Thickness) 


Depth 

(m) 

Level 

(AOD) 

Legend Strike 

0.05 

(0.15) 0.20 


(0.30) 

0.50 

MADE GROUND: Black medium angular GRAVEL 

(aggregate). 

MADE GROUND: Concrete and occasional brick. 

(0.70) 

(0.60) 

(2.90) 

1.20 

1.80 

4.70 

(0.30) 

5.00 

Date: 12/02/2013 

Logged By: JB 


MADE GROUND: Grey brown clayey sandy fine to 

medium angular GRAVEL of ash and shale. 

MADE GROUND: Black very clayey silty SAND with 

slight hydrocarbon odour. 

MADE GROUND: Dark grey and black sandy fine to 

coarse subangular GRAVEL of ash, clinker and mixed 

aggregate. 

Brown very clayey coarse SAND with lenses of soft 

brown sandy clay. 

End of Exploratory Hole at 5m 









WS6 

Ground Level: 

Easting: 

Northing: 

1.0 

2.0 

3.0 

4.0 

5.0 


Well 

Log 

Sheet 1 of 1

Appendix C 

Laboratory Chemical Test Results

2531 

Contract no: 

Contract name: 

Client reference: 

Clients name: 

Clients address: 

Samples received: 

Analysis started: 

Analysis completed: 21 February 2013 

Report issued: 

Notes: 

Key: 

Approved by: 

47285 


11562 


Holland Park, Holland Drive 


NE2 4LD 

ANALYTICAL TEST REPORT 

3E Consulting Engineers Ltd 

14 February 2013 



Opinions and interpretations expressed herein are outside the UKAS accreditation scope. 

Unless otherwise stated, Chemtech Environmental Ltd was not responsible for sampling. 

Methods, procedures and performance data are available on request. 

Results reported herein relate only to the material supplied to the laboratory. 

This report shall not be reproduced except in full, withour prior written approval. 

Samples will be disposed of 6 weeks from initial receipt unless otherwise instructed. 

U UKAS accredited test 

M MCERTS & UKAS accredited test 

$ Test carried out by an approved subcontractor 

I/S Insufficient sample to carry out test 

N/S Sample not suitable for testing 

NAD No Asbestos Detected 

Karan Campbell John Campbell 

Director Director 

Unit 25a-25b Number One Industrial Estate, Consett, County Durham, DH8 6TJ 

Tel 01207 581260 Fax 01207 581582 Email info@chemtech-env.co.uk 

Vat Reg No. 772 5703 18 Reg in England No. 4284013 

Page 1 of 16 Pages

Chemtech Environmental Limited 

SAMPLE INFORMATION 

MCERTS (Soils): 

Soil descriptions are only intended to provide a log of sample matrices with respect to MCERTS validation. They are not 

intended as full geological descriptions. MCERTS accreditation applies for sand, clay and loam/topsoil, or combinations 

of these whether these are derived from naturally occurring soils or from made ground, as long as these materials constitute 

the major part of the sample. Other materials such as concrete, gravel and brick are not accredited if they comprise the 

major part of the sample. 

All results are reported on a dry basis. Samples dried at no more than 30°C in a drying cabinet. 

Analytical results are exclusive of stones. 

Lab ref Sample id Depth (m) Soil description Description of material % Retained Moisture 

passing 2mm sieve retained on 2mm sieve on 2mm sieve (%) 

47285-1 TP 1 0.30 Sand Gravel 22.2 17.3 

47285-2 TP 1 1.30 Clay Stones & Gravel 24.2 23.8 

47285-3 TP 1 2.00 Sand Stones & Gravel 60.4 33.0 


47285-5 TP 2 0.60 Silty Sand Stones & Gravel 16.4 13.9 

47285-6 TP 3 1.50 Sandy Clay Stones & Gravel 20.3 22.4 




47285-10 TP 7 1.00 Silty Clay Stones & Gravel 39.2 10.7 

47285-11 WS 1 0.10 Sand Gravel 23.9 40.6 

47285 


11562 

Page 2 of 16 Pages


SOILS 

Lab number 47285-1 47285-2 47285-3 47285-4 47285-5 47285-6 

Sample id TP 1 TP 1 TP 1 TP 2 TP 2 TP 3 

Depth (m) 0.30 1.30 2.00 0.40 0.60 1.50 

Date sampled 12/02/2012 12/02/2012 12/02/2012 12/02/2012 12/02/2012 12/02/2012 

Test Method Units 

Arsenic (total) CE054 M 

Boron (water soluble) CE063 M 

Cadmium (total) CE054 M 

Chromium (total) CE054 M 

Copper (total) CE054 M 

Lead (total) CE054 M 

mg/kg As 9.7 - 5.7 2.8 - 3.9 

mg/kg B 0.8 - 0.7 0.4 - 1.3 

mg/kg Cd 1.9 - 1.3


SOILS 

Lab number 47285-1 47285-2 47285-3 47285-4 47285-5 47285-6 

Sample id TP 1 TP 1 TP 1 TP 2 TP 2 TP 3 

Depth (m) 0.30 1.30 2.00 0.40 0.60 1.50 

Date sampled 12/02/2012 12/02/2012 12/02/2012 12/02/2012 12/02/2012 12/02/2012 


Subcontracted analysis 

Asbestos $ - Chrysotile - - NAD - - 

47285 


11562 

Page 4 of 16 Pages


SOILS 

Lab number 

Sample id 

Depth (m) 

Date sampled 


Arsenic (total) CE054 M 

Boron (water soluble) CE063 M 

Cadmium (total) CE054 M 

Chromium (total) CE054 M 

Copper (total) CE054 M 

Lead (total) CE054 M 

mg/kg As 

mg/kg B 

mg/kg Cd 

mg/kg Cr 

mg/kg Cu 

mg/kg Pb 

Mercury (total) CE054 mg/kg Hg 

Nickel (total) CE054 M 

Selenium (total) CE054 M 

Zinc (total) CE054 M 

pH CE004 M 

mg/kg Ni 

mg/kg Se 

mg/kg Zn 

units 

Sulphate (2:1 water soluble) CE061 M mg/l SO 4 

Organic matter content (OMC) CE005 M 

Estimate of TOC (calculated from OMC) CE005 M 

PAH 

% w/w 

% w/w C 

Naphthalene CE087 mg/kg 

Acenaphthylene CE087 mg/kg 

Acenaphthene CE087 mg/kg 

Fluorene CE087 mg/kg 

Phenanthrene CE087 mg/kg 

Anthracene CE087 mg/kg 

Fluoranthene CE087 mg/kg 

Pyrene CE087 mg/kg 

Benzo(a)anthracene CE087 mg/kg 

Chrysene CE087 mg/kg 

Benzo(b)fluoranthene CE087 mg/kg 

Benzo(k)fluoranthene CE087 mg/kg 

Benzo(a)pyrene CE087 mg/kg 

Indeno(123cd)pyrene CE087 mg/kg 

Dibenz(ah)anthracene CE087 mg/kg 

Benzo(ghi)perylene CE087 mg/kg 

PAH (total) CE087 mg/kg 

TPH 

TPH (C5-C7) CE067 mg/kg 








47285 


11562 

47285-7 47285-8 47285-9 47285-10 47285-11 

TP 3 TP 4 TP 6 TP 7 WS 1 

2.00 0.35 0.20 1.00 0.10 

12/02/2012 12/02/2012 12/02/2012 12/02/2012 12/02/2012 

12 - 4.4 - 5.8 

1.9 - 1.0 - 0.9 


SOILS 

Lab number 

Sample id 

Depth (m) 

Date sampled 


Subcontracted analysis 

Asbestos $ - 

47285 


11562 

47285-7 47285-8 47285-9 47285-10 47285-11 

TP 3 TP 4 TP 6 TP 7 WS 1 

2.00 0.35 0.20 1.00 0.10 

12/02/2012 12/02/2012 12/02/2012 12/02/2012 12/02/2012 

- - Chrysotile - NAD 

Page 6 of 16 Pages


SOILS (UKWIR) 

Lab number 47285-1 47285-6 

Sample id TP 1 TP 3 

Depth (m) 0.30 1.50 

Date sampled 12/02/2012 12/02/2012 


UKWIR Water Supply Pipe Suite 

TPH (C5-C10) CE067 mg/kg 0.2 4.5 

TPH (C11-C20) CE033 mg/kg 327 1931 

TPH (C21-C40) CE033 mg/kg 7481 3288 

VOC (total) inc TICs 

Note 1 

BTEX & MTBE (total) CE057 U 

SVOC (total) inc TICs 

Note 2 

CE066 mg/kg


LEACHATES 

Lab number 47285-1L 47285-3L 47285-6L 

Sample id TP 1 TP 1 TP 3 

Depth (m) 0.30 2.00 1.50 


Arsenic (dissolved) CE055 mg/l As 0.002


WATERS 

Lab number 47285-12 

Sample id TP 1 

Depth (m) - 

Date sampled - 

Time sampled - 


Arsenic (dissolved) CE055 U 

Boron (dissolved) CE063 U 

Cadmium (dissolved) CE055 U 

Chromium (dissolved) CE055 U 

Copper (dissolved) CE055 U 

Lead (dissolved) CE055 U 

mg/l As 0.004 

mg/l B 0.09 

mg/l Cd


WATERS 



Depth (m) - 




TPH (C8-C10) CE067 mg/l


WATERS 



Depth (m) - 




Propylbenzene CE066 mg/l


WATERS 



Depth (m) - 




Hexachlorocyclopentadiene CE065 mg/l


METHOD DETAILS 

METHOD SOILS METHOD SUMMARY SAMPLE STATUS LOD UNITS 

CE054 Arsenic (total) Aqua regia digest, ICP-OES Dry M 1 mg/kg As 

CE063 Boron (water soluble) Hot water extract, ICP-OES Dry M 0.3 mg/kg B 

CE054 Cadmium (total) Aqua regia digest, ICP-OES Dry M 0.2 mg/kg Cd 

CE054 Chromium (total) Aqua regia digest, ICP-OES Dry M 1 mg/kg Cr 

CE054 Copper (total) Aqua regia digest, ICP-OES Dry M 1 mg/kg Cu 

CE054 Lead (total) Aqua regia digest, ICP-OES Dry M 1 mg/kg Pb 

CE054 Mercury (total) Aqua regia digest, ICP-OES Dry 0.5 mg/kg Hg 

CE054 Nickel (total) Aqua regia digest, ICP-OES Dry M 1 mg/kg Ni 

CE054 Selenium (total) Aqua regia digest, ICP-OES Dry M 0.3 mg/kg Se 

CE054 Zinc (total) Aqua regia digest, ICP-OES Dry M 3 mg/kg Zn 

CE004 pH Based on BS 1377, pH Meter Wet M - units 

CE061 Sulphate (2:1 water soluble) Aqueous extraction, ICP-OES Dry M 10 mg/l SO 4 

CE005 Organic matter content (OMC) Based on BS 1377, Colorimetry Dry M 0.01 % w/w 

CE005 Estimate of TOC (calculated from OMC) 

TOC calculated from Organic Matter 

Content 

Dry M 0.01 % w/w C 

CE087 PAH (speciated) Solvent extraction, GC-MS Wet 0.1 mg/kg 

CE087 PAH (total) Solvent extraction, GC-MS Wet 5 mg/kg 

CE067 TPH (C5-C10) Headspace GC-FID Wet 0.1 mg/kg 

CE033 TPH (C10-C40) speciation Solvent extraction, GC-FID Wet 1 mg/kg 

$ Asbestos (qualitative) HSG 248, Microscopy Dry U - - 

47285 


11562 

Page 13 of 16 Pages




CE067 TPH (C5-C10) Headspace GC-FID Wet 0.1 mg/kg 

CE033 TPH (C10-C40) speciation Solvent extraction, GC-FID Wet 1 mg/kg 

CE066 Volatile Organic Compounds Headspace GC-MS Wet 0.01 mg/kg 

CE057 BTEX & MTBE Headspace GC-FID Wet U 0.01 mg/kg 

CE065 Semi-volatile Organic Compounds Solvent extraction, GC-MS Wet 0.1 mg/kg 


CE007 Electrical conductivity Conductivity Meter Wet U 10 µS/cm 

47285 


11562 

Page 14 of 16 Pages



METHOD LEACHATES METHOD SUMMARY STATUS LOD UNITS 

CE055 Arsenic (dissolved) ICP-OES 0.001 mg/l As 

CE063 Boron (dissolved) ICP-OES 0.03 mg/l B 

CE055 Cadmium (dissolved) ICP-OES U 0.001 mg/l Cd 

CE055 Chromium (dissolved) ICP-OES U 0.003 mg/l Cr 

CE055 Copper (dissolved) ICP-OES U 0.004 mg/l Cu 

CE055 Lead (dissolved) ICP-OES U 0.009 mg/l Pb 

CE055 Mercury (dissolved) ICP-OES 0.001 mg/l Hg 

CE055 Nickel (dissolved) ICP-OES U 0.003 mg/l Ni 

CE055 Selenium (dissolved) ICP-OES 0.001 mg/l Se 

CE055 Zinc (dissolved) ICP-OES U 0.020 mg/l Zn 

CE004 pH Based on BS 1377, pH Meter - units 

CE049 Sulphate Ion Chromatography U 10 mg/l SO 4 

CE087 PAH (speciated) Solvent extraction, GC-MS 0.0001 mg/l 

CE087 PAH (total) Solvent extraction, GC-MS 0.0001 mg/l 

CE067 TPH (C5-C10) Headspace GC-FID 0.01 mg/l 

CE052 TPH (C10-C40) speciation Solvent extraction, GC-FID 0.01 mg/l 

47285 


11562 

Page 15 of 16 Pages



METHOD WATERS METHOD SUMMARY STATUS LOD UNITS 

CE055 Arsenic (dissolved) ICP-OES U 0.001 mg/l As 

CE063 Boron (dissolved) ICP-OES U 0.03 mg/l B 







CE055 Selenium (dissolved) ICP-OES U 0.001 mg/l Se 


CE004 pH Based on BS 1377, pH Meter U - units 




CE057 BTEX & MTBE Headspace GC-FID U 0.001 mg/l 

CE067 TPH (C5-C10) Headspace GC-FID 0.001 mg/l 


CE066 Volatile Organic Compounds Headspace GC-MS 0.001 mg/l 

CE065 Semi-volatile Organic Compounds Solvent extraction, GC-MS 0.0001 mg/l 

47285 


11562 

Page 16 of 16 Pages

2531 

Contract no: 47486 

Contract name: Neilston Road, Paisley 

Client reference: 11562 

Clients name: 3E Consulting Engineers Ltd 

Clients address: 1st Floor, Block C 

Holland Park, Holland Drive 


NE2 4LD 

Samples received: 01 March 2013 

Analysis started: 01 March 2013 

Analysis completed:08 March 2013 

Report issued: 08 March 2013 

Notes: 

Key: 

Approved by: 



Unless otherwise stated, Chemtech Environmental Ltd was not responsible for sampling. 



BTEX compounds are identified by retention time only and may include interference from 

co-eluting compounds. 













Page 1 of 6 Pages


WATERS 


Sample id WS 6 

Depth (m) - 

Date sampled 28/02/2013 



Arsenic (dissolved) CE055 U 

Boron (dissolved) CE063 U 

Cadmium (dissolved) CE055 U 

Chromium (dissolved) CE055 U 

Copper (dissolved) CE055 U 

Lead (dissolved) CE055 U 

mg/l As 0.009 

mg/l B 0.29 

mg/l Cd


WATERS 



Depth (m) - 




TPH (C7-C8) CE067 mg/l 0.001 

TPH (C8-C10) CE067 mg/l 0.008 

TPH (C10-C12) CE052 mg/l 0.621 

TPH (C12-C16) CE052 mg/l 1.628 

TPH (C16-C21) CE052 mg/l 0.847 

TPH (C21-C35) CE052 mg/l 0.261 

TPH (C35-C44) CE052 mg/l


WATERS 



Depth (m) - 




2-Chlorotoluene CE066 mg/l


WATERS 



Depth (m) - 




2-Methylnaphthalene CE065 mg/l



METHOD WATERS METHOD SUMMARY STATUS LOD UNITS 

CE055 Arsenic (dissolved) ICP-OES U 0.001 mg/l As 

CE063 Boron (dissolved) ICP-OES U 0.03 mg/l B 







CE055 Selenium (dissolved) ICP-OES U 0.001 mg/l Se 


CE004 pH Based on BS 1377, pH Meter U - units 




CE057 BTEX & MTBE Headspace GC-FID U 0.001 mg/l 

CE067 TPH (C5-C10) speciation Headspace GC-FID 0.01 mg/l 


CE066 Volatile Organic Compounds Headspace GC-MS 0.001 mg/l 

CE065 Semi-volatile Organic Compounds Solvent extraction, GC-MS 0.0001 mg/l 

47486 


11562 

Page 6 of 6 Pages

Appendix D 

Laboratory Geotechnical Test Results

Contract Number: PSL13/0501 

LABORATORY 

REPORT 

Client’s Reference: Report Date: 20 February 2013 

Client Name: 3E Consulting Engineers Ltd 


Holland Park 

Holland Drive 


NE2 4LD 

For the attention of: James Brock 

Contract Title: Neilston Road, Paisley 

Date Received: 15/2/2013 

Date Commenced: 15/2/2013 

Date Completed: 20/2/2013 

Notes: Observations and Interpretations are outside the UKAS Accreditation 

* Denotes test not included in laboratory scope of accreditation 

$ Denotes test carried out by approved contractor 

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) 

5 – 7 Hexthorpe Road, Hexthorpe, 

Doncaster DN4 0AR 

tel: +44 (0)844 815 6641 

fax: +44 (0)844 815 6642 

e-mail: rgunson@prosoils.co.uk 

awatkins@prosoils.co.uk 

Page 1 of 

4043

SUMMARY OF LABORATORY SOIL DESCRIPTIONS 

Hole Sample Sample Depth Description of Sample 

Number Number Type m 

WS1 D 0.90 Brown mottled grey gravelly sandy CLAY. 

WS2 D 1.00 Brown mottled grey gravelly sandy CLAY. 

WS4 D 0.70 Brown mottled grey very sandy CLAY. 

WS5 D 0.50 Brown very gravelly very sandy CLAY. 

Compiled by Date Checked by Date Approved by Date 

19/02/13 19/02/13 19/02/13 

NEILSTON ROAD, PAISLEY. 

Contract No: 

Client Ref: 

PSL13/0501 

11562 

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/m 3 

Mg/m 3 

Mg/m 3 

% % % .425mm 

Clause 3.2 Clause 7.2 Clause 7.2 Clause 8. Clause 4.3/4.4 Clause 5. Clause 6. 

WS1 D 0.90 17 39 19 20 85 

WS2 D 1.00 20 54 20 34 88 

WS4 D 0.70 13 41 22 19 100 

WS5 D 0.50 16 37 18 19 76 

SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved. 

Intermediate plasticity CI. 

High plasticity CH. 




19/02/13 19/02/13 19/02/13 


Contract No: 

Client Ref: 

PSLR002 Issue 1 Jun 06 Page of . 

PSL13/0501 

11562

Plasticity Index (PI%). 

90 

80 

70 

60 

50 

40 

30 

20 

10 

0 

PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION. 

MI 

(B.S.5930 : 1999) 

0 10 20 30 40 50 60 70 80 90 100 110 120 130 

Liquid Limit (LL%). 


19/02/13 0 

19/02/13 19/02/13 


Contract No: 

Client Ref: 

PSLR002 Issue 1 Jun 06 Page of . 

PSL13/0501 

11562

2531 

Contract no: 

Contract name: 

Client reference: 

Clients name: 

Clients address: 

Samples received: 

Analysis started: 

Analysis completed: 21 February 2013 

Report issued: 

Notes: 

Key: 

Approved by: 

47314 


PSL13/0501 

Professional Soils Laboratory 

5-7 Hexthorpe Road 

Doncaster 

DN4 0AR 






Unless otherwise stated, Chemtech Environmental Ltd were not responsible for sampling. 















Page 1 of 3 Pages


SOILS 

Lab number 47314-1 47314-2 

Sample id WS 2 WS 5 

Depth (m) 1.00 0.50 

Date sampled - - 


pH CE004 M 

units 7.1 6.8 

Sulphate (2:1 water soluble) CE061 M g/l SO 4 0.03 0.04 

47314 

Neilston Road, Pailsey 

PSL13/0501 

Page 2 of 3 Pages





CE061 Sulphate (2:1 water soluble) Aqueous extraction, ICP-OES Dry M 0.01 g/l SO 4 

47314 

Neilston Road, Pailsey 

PSL13/0501 

Page 3 of 3 Pages

Appendix E 

Gas and Groundwater Monitoring Results

Gas Monitoring Record 3e Consulting Engineers Ltd 


Job no: 11562 Holland Drive 

Site: Aldi, Paisley Holland Park 


NE2 4LD 

Date: 28-Feb-13 

Weather: Sunny and Dry 

Pressure Trend: Falling 

BH No Methane 

Carbon 

dioxide Oxygen 

Barometric 

Pressure Flow 

(%v/v) (%v/v) (%v/v) (mb) (l/hr) (m bgl) 

WS1 0.0 0.0 19.6 1039 0.0 0.35 

WS2 0.0 0.0 19.5 1039 0.0 0.75 

WS5 0.0 0.1 19.1 1039 0.0 1.29 

Date: 13-Mar-13 

Weather: Sunny and Dry 

Pressure Trend: Falling 

BH No Methane 

Carbon 

dioxide Oxygen 

Barometric 

Pressure Flow 

(%v/v) (%v/v) (%v/v) (mb) (l/hr) (m bgl) 

WS1 0.0 0.0 19.7 1019 0.0 0.29 

WS2 0.1 0.0 19.9 1019 0.0 0.48 

WS5 0.1 0.1 19.7 1019 0.0 1.26 

Water 

level Remarks 

Water 

level Remarks

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