DUBLIN STREET LANE SOUTH, EDINBURGH · Dublin Street Lane South geovia 1 1802-10 April 2018 1.0...

Knight Property Group

DUBLIN STREET LANE SOUTH, EDINBURGH

GROUND INVESTIGATION REPORT

geovia Burnbank House

Pencaitland East Lothian

EH34 5HB www.geovia.co.uk

Knight Property Group Ground Investigation Report Dublin Street Lane South

geovia i 1802-10 April 2018

Prepared for:

Knight Property Group 110 George Street

Edinburgh EH2 4LH

Date: April 2018 Revision: 1st ISSUE

Reference: 1802-10

geovia


geovia ii 1802-10 April 2018

CONTENTS

PAGE

1.0 INTRODUCTION 1

2.0 GROUND INVESTIGATION FIELDWORK 2

3.0 GROUND CONDITIONS 3

4.0 GEOTECHNICAL ASSESSMENT 4

FIGURES FIGURE 1 Site Locality Plan FIGURE 2 Site Layout Plan FIGURE 3 Exploratory Hole Location Plan

APPENDICES

Appendix A Notes on limitations Appendix B Engineering Logs Appendix C CBR Results Appendix D Geotechnical Laboratory Results


geovia 1 1802-10 April 2018

1.0 INTRODUCTION

1.1 General It is the intention to develop an existing car parking area off Dublin Street Lane South into a residential end use. On behalf of Knight Property Group, Gillespie Christie Consulting Engineers have instructed Geovia to carry out a ground investigation. A site locality plan and a site plan are included as Figures 1 and 2 respectively.

1.2 Project Details

It is understood the current proposal is for the construction of a 3 storey mews property with associated parking.

1.3 Purpose, Aims and Scope of Investigation

This investigation has been carried out to provide information on the ground conditions to inform the structural design of the development and support building warrant procedures. The works have included boreholes, trial pit and in-situ/ laboratory testing, together with factual and interpretive reporting.

1.4 Previous reporting & published information

No previous reporting has been made available for the site. Published geological mapping indicates that the site is underlain by Glacial Till that lies on sedimentary bedrock of the Gullane Formation (mainly sandstone). Published borehole data in the surrounds indicates a surface layer of made ground overlying stiff Glacial Till (sandy gravelly clay) onto bedrock that lies at relatively shallow depth (3-5m). A surface layer of made ground would be expected at the site associated with existing and previous development.



2.0 GROUND INVESTIGATION FIELDWORK 2.1 General

The physical ground investigation works were completed on Monday 12th March 2018. The scope of works was scoped by the Structural Engineer and included:

2 No. window sample boreholes to refusal including in-situ standard penetration testing.

3 No. hand dug pits to expose the base of the boundary wall.

1 No. in-situ California Bearing Ratio (CBR) test.

Sample recovery and laboratory based geotechnical testing of soils. Exploratory hole locations were set out by Geovia, which were in general accordance with the Structural Engineers schedule but moved to suit access and services. A plan showing the location of exploratory holes is included as Figure 3.

2.2 Window sample boreholes

Each window sample borehole (BH01 & BH02) was taken to refusal which was 1.60m and 1.77m below existing ground level (m beGL). On completion, the boreholes were back-filled with arisings and the surfaces made good. Borehole engineering logs are included as Appendix B.

2.3 Hand dug trial pits

Three hand dug trial pits (FP-01 to FP-03) were carried out along the line of the boundary wall at the western boundary. The pits were extended to the base of the wall and the foundation arrangement logged and photographed before being backfilled and the surface made good. Engineering logs and photographs are included in appendix B.

2.4 In-situ tests

In-situ Standard Penetration tests (SPTs) were carried out within the window sample boreholes. SPT ‘N’ values relate to the number of blows required to drive a cone or split spoon 300mm, after an initial seating drive of 150mm. These results are uncorrected for hammer efficiency ratios and overburden pressure. SPT results are included on the exploratory logs in Appendix B. An in-situ CBR tests was carried out at CBR-01 from a depth of 0.58m 5m beGL. These are results are presented in Appendix C.

2.5 Geotechnical testing

Two soil samples were recovered from the boreholes and despatched for the geotechnical testing including water soluble sulphate (2:1 extract) and pH. Geotechnical results are included in Appendix D.



3.0 GROUND CONDITIONS

3.1 General Ground conditions were generally in line with the published ground conditions.

3.2 Surfacing

Surfaces of the site comprise rough and dilapidated tarmac and in places gravel and sandstone slabs. Where encountered, the tarmac was found to be 0.05m - 0.07m thick.

3.3 Made ground

Made ground was found at every location up to a depth of 0.80m beGL. It comprised sand and gravel with fragments of brick, sandstone, mortar and glass. No obvious olfactory of visual signs of contamination were noted.

3.4 Glacial Till

The made ground lies on layer of yellow and dark brown locally clayey gravelly sand to depths of 1.2m and 1.3m beGL. This in-turn rests of light brown and dark brown sandy gravelly clay with cobbles. Tactile examination suggests the cohesive horizon is stiff. The SPT testing returned N values of between 37 and 50 indicating the material as very stiff. Borehole BH01 terminated at 1.6m and BH02 at 1.77m beGL. Termination was either on bedrock or a boulder obstructions. No obvious olfactory of visual signs of contamination were noted.

3.5 Groundwater

Groundwater was not encountered at any exploratory boreholes.

3.6 Wall foundations

The base of the wall was exposed at all three locations. At two locations no obvious foundation protrusion was observed. At FP-03, the base of the wall sits on a sandstone block. Foundation sections are included on the logs in Appendix B.



4.0 GEOTECHNICAL ASSESSMENT

4.1 General

It is understood the intention is to develop the site into a residential end use comprising a 3-storey mews property.

4.2 Ground model A layer of tarmac and made ground overlies the site which was found up to depths of 0.8m. This rests on natural superficial soils of gravelly sand and then Glacial Till in the form of stiff/ very stiff sandy gravelly clay. Groundwater was not encountered.

4.3 Buried structures

Given the site history and the built up nature of the site/ surrounds, the presence of buried foundations below the site cannot be discounted. In-ground structures such as remnant foundations identified below new footprints should be grubbed up and removed.

4.4 Foundations Detailed structural loadings are not currently known, therefore the engineering review given below should be re-evaluated once detailed layouts and loadings are finalised. For the basis of this reporting, it is assumed that for typical low-rise housing, line loads of 50kN/m2 to 75kN/m2 will be likely. As a general comment, any made ground should be negated as a foundation horizon due to its inherent variability and unknown mode of compaction. The gravelly sand below the made ground would be expected to provide a suitable load bearing characteristic/ foundation horizon for the anticipated structural loads. SPT results were not taken within this horizon because of the hand dug starter pits, but SPT results at 1.2m within the underlying Glacial Till soils suggest a bearing capacity of 100kN/m2 to 150kN/m2. Settlement is likely to be within tolerable limits and settlement within the granular layer should take place a short time after loading. Given the relative shallow depth of suitable foundation strata, it is considered a conventional shallow spread strip and pad foundation would be suitable for the building. These should be designed in accordance with NHBC guidelines, and foundation depths will require consideration of minimum depths in respect to the potential for the shrink/ swell effects of clay, frost susceptibility as well as recognising the guidelines for building near to trees (if applicable). Before the pouring of concrete, all formations should be inspected, and if zones of looser materials or soft spots are identified then these should be removed and the excavation taken down to more competent strata. The allowable bearing capacity is a function of the proposed loading, foundation configuration, depth and the ability of the structure to tolerate such movements and the foundation design/ solution should therefore be validated during detailed design, particularly if any larger loaded structures are proposed.



4.5 Other engineering issues Concrete Slabs It should be possible to cast ground bearing floor slabs off the natural soils. The in-situ CBR results suggest a CBR value within the upper horizons of the natural ground of 14%. Any slabs cast onto the made ground may require to be suspended to prevent risks of differential settlement between the slab and the structure. The formation should be proofed rolled to ensure adequate compaction of the near surface soils, with any soft or hard spots removed. Slabs should be placed on a suitably compacted layer of granular sub-base material. Excavations and De-watering Shallow excavations through the near surface soils at the site are anticipated to be stable, however instability could occur below 1.0m or so and is significantly more likely where there is groundwater ingress. Temporary shoring will be required to support deeper excavations and the presence/ protection of the adjacent structures will require special consideration (e.g. boundary walls/ buildings). Excavations requiring man entry will also require shoring to ensure the safety of site construction personnel. Any requirement for dewatering should be achieved by traditional sump pumping, however care should be taken not to remove fines from adjacent areas and risks to adjacent structures should be accounted for. Shallow bedrock might be a feature of the site and may require consideration where deeper excavations are required. Chemical Attack on Buried Concrete Results of chemical testing on the shallow soils indicate sulphate levels of 10-34mg/l. pH conditions ranged between 8.0 and 8.2, which indicate slightly alkaline conditions. With reference to Table C2 of BRE Special Digest 1: 2005 – Concrete in Aggressive Ground (taking into consideration a static groundwater environment and a brownfield location), the design for sulphate class (DS) for the site is considered to be DS-1. The Aggressive Chemical Environment for Concrete Class (ACEC) for the site is considered AC-1s.


geovia 1802-10 April 2018

FIGURES



FIGURE 1

SITE LOCATION PLAN

geovia

Scale: Not to scale

Ref: 1802-10

Title: Site location plan

Site: Dublin Street Lane South

Ordnance Survey © Crown copyright 2009. All rights reserved. Licence number 100049370

SITE

LOCALITY

Revision: North



FIGURE 2

SITE LAYOUT PLAN

geovia

Scale: Not to scale

Ref: 1802-10

Title: Site Plan



Revision: North



FIGURE 3

EXPLORATORY HOLE LOCATION PLAN

geovia

Scale: Not to scale

Ref: 1802-10

Title: Exploratory Hole Location Plan



Revision: North

FP-01

FP-02

FP-03

BH01

BH02

FP

BH

CBR

Foundation Pit

Borehole

In-situ CBR

CBR-01



APPENDICES



APPENDIX A

NOTES ON LIMITATIONS

geovia

Geo Environmental Desk Study and Intrusive Ground Investigation, Assessment and Reporting Limitations

General This report has been prepared by Geovia Ltd for the sole use of the client (s) as indicated within the text of this report. Should any additional party seek reliance of the contents of this report then approval from Geovia Ltd must be sought. Geovia Ltd cannot be held liable / responsible for the contents of this report:

A) if it is used for purposes other than for which it was commissioned B) other parties use this report without the express permission of Geovia Ltd.

Phase I Desk Studies / Environmental Audits Information in this report is gathered from a number of sources including published documentation. Any information gathered from external sources has been accepted and reviewed in good faith and taken to provide true reflection of the site conditions. However, Geovia Ltd cannot be held responsible for any event where such data is inaccurate or does not reflect true site conditions. This would include future changes in site use or additional information that may be become available. Should additional information come to light in the future that may change conclusions drawn for the site, Geovia Ltd reserves the right to review this information and if necessary change any existing opinion drawn accordingly. The opinions within this report are partially formed at the time of the site walkover and therefore it is possible that any sub surface contamination issues are not visible at that time or the report cannot take into account any future contamination issues that may arise after the site walkover has been completed. Other opinions developed within this study are formed from interpretation of historical data. Information is not finite for any site and therefore it is possible that environmental liabilities associated with the site or the ground conditions below the site may not have been realised. The instructed scope of works within the study may not include consultation with relevant Statutory Authorities or environmental regulators and therefore it is possible that geo-environmental issues affecting the site may have been overlooked. Intrusive Ground Investigations and Geo-environmental Phase II Reports The investigation has been carried out to provide appropriate information on the ground conditions below the site. The nature of intrusive ground investigation results in only a small proportion of ground being investigated in relation to the overall size of the site. Therefore, it is possible that unforeseen ground condition exist below the site, including contamination hotspots. The scope of works for any ground investigation may be limited by financial and/or time constraints. Exploratory locations across any site can also be limited by services, utilities and physical obstructions. This may be particularly relevant for any given targeted ground investigation. Interpretation of the ground conditions are based on the descriptions/ observations contained on the engineering logs and the reporting of in-situ testing carried out by the driller. In the case of rotary boreholes, records are based on the driller descriptions only which are taken in good faith. Guidance on the assessment of contaminated land within the UK is under continuous development. The assessments used within this report have been undertaken in general accordance with current assessment frameworks and industry best practise. However, Geovia cannot be held responsible any future changes to contaminated land assessment that may alter the findings of this report.

geovia

Outline foundation recommendations have been developed from the ground investigation data. However, specific foundation design for any structure should be undertaken by a qualified structural/civil engineer. In the case of abnormal foundations advice and design should be sought from an appropriately qualified ground works contractor. Groundwater conditions recorded are based on observations made at the time the site works were carried out. Groundwater levels will vary depending upon seasonal and weather related effect.



APPENDIX B

ENGINEERING LOGS

0.05

0.23

0.43

1.20

1.60

SPT: 11/11/14/16/17/3N = 50.

LOGGED BY A.A.

METHOD Percussion window sampling

DATE 12/3/18

MATERIAL DESCRIPTION

Key to Sample ID

J = Jar sampleV = vial sampleT = Tub sampleB = Bulk sample

ADDITIONAL NOTES Refusal of borehole at 1.60m. Borehole terminated.

Borehole remained dry.

BOREHOLE BH1

DE

PT

H(m

)

0.5

1.0

1.5

GR

AP

HIC

LOG

PAGE 1 OF 1

CLIENT Knight Property Group

PROJECT NAME Dublin Street Lane South

PROJECT NUMBER 1802-10

CONTRACTOR Phoenix Drilling Ltd

SAMPLEID ANDTYPE

SAMPLEDEPTH (m)

WELLDIAGRAM

GEOTECHNICALTESTS

AND RESULTS

MADE GROUND. Tarmacadam.MADE GROUND. Dark brown gravelly sand. Gravel is fine tocoarse angular to sub-rounded of tarmacadam fragments.

MADE GROUND. Light brown/grey sandy gravel. Gravel is fineto coarse angular to sub-rounded with fragments and cobbles ofsandstone and mortar.

Dark brown clayey gravelly SAND. Gravel is fine to coarse,sub-angular to sub-rounded of mixed lithology includingoccasional sandstone cobbles.

Stiff dark brown sandy gravelly CLAY. Gravel is fine to coarse,sub-angular to sub-rounded of mixed lithology including cobblesof sandstone.

Base of borehole at 1.6m bgl.

0.25

1.30

1.77

SPT: 2/4/5/9/11/12N = 37.

SPT: 50 For 60mm.

LOGGED BY A.A.

METHOD Percussion window sampling

DATE 12/3/18

MATERIAL DESCRIPTION

Key to Sample ID


ADDITIONAL NOTES Refusal of borehole at 1.77m. Borehole terminated.

Borehole remained dry.

BOREHOLE BH2

DE

PT

H(m

)

0.5

1.0

1.5

GR

AP

HIC

LOG

PAGE 1 OF 1





SAMPLEID ANDTYPE

SAMPLEDEPTH (m)

WELLDIAGRAM

GEOTECHNICALTESTS

AND RESULTS

MADE GROUND. Dark brown clayey gravelly sand. Gravel isfine to coarse angular to sub-rounded of mixed lithologyincluding fragments of brick.

Yellow clayey gravelly SAND. Gravel is fine to coarse,sub-angular to sub-rounded of mixed lithology includingoccasional cobbles of sandstone.

Stiff friable light brown sandy gravelly CLAY. Gravel is fine tocoarse, sub-angular to sub-rounded of mixed lithology includingcobbles of sandstone and fragments of coal.

Base of borehole at 1.77m bgl.

0.07

0.40

0.77

MADE GROUND. Tarmacadam

MADE GROUND. Dark brown gravelly sand. Gravel is fine to coarse angularto sub-rounded of tarmacadam fragments.

Light brown clayey gravelly SAND. Gravel is fine to coarse sub-angular tosub-rounded of mixed lithology.

Bottom of trial pit at 0.77m bgl.

GR

AP

HIC

LOG

PAGE 1 OF 1





LOGGED BY A.A.

METHOD Hand dug

DATE 12/3/18

SAMPLEDEPTH (m)

DE

PT

H(m

)

0.5

Key to Sample ID


ADDITIONAL NOTES Base of pit at 0.77m.

GEOTECHNICALTESTS

AND RESULTSMATERIAL DESCRIPTION

TRIAL PIT FP1

SAMPLEID ANDTYPE

0.55m

Protruding 0.02m

0.22m

0.50m

0.10

0.77

0.20

0.30

0.40

0.50

0.60

0.70

FP1 Cross Section

Sandstone wall

Note:Base of wall noted at 0.55m.No significant foundation protrusion noted.

Soils

GL(m)

0.07

0.17

0.40

0.80

1.20

MADE GROUND. Tarmacadam.

MADE GROUND. Dark brown clayey gravelly sand. Gravel is fine to coarseangular to sub-rounded of tarmacadam fragments.MADE GROUND. Light brown clayey gravelly sand. Gravel is fine to coarsesub-angular to sub-rounded of mixed lithology including fragments ofsandstone and mortar.

MADE GROUND. Dark brown sandy gravelly clay. Gravel is fine to coarsesub-angular to sub-rounded of mixed lithology including brick and glassfragments.

Firm light brown sandy gravelly CLAY. Gravel is fine to coarse, sub-angular tosub-rounded of mixed lithology.


GR

AP

HIC

LOG

PAGE 1 OF 1





LOGGED BY A.A.

METHOD Hand dug

DATE 12/3/18

SAMPLEDEPTH (m)

DE

PT

H(m

)

0.5

1.0

Key to Sample ID



GEOTECHNICALTESTS


TRIAL PIT FP2

SAMPLEID ANDTYPE

0.70m

0.50m

0.20

0.40

0.60

0.80

1.00

1.20

FP2 Cross Section

0.30m

GL

Probed with pinch to 1.20m.

Note:Base of wall noted at 0.70m. No foundation protrusion noted. Base of pit probed with pinch bar to 1.20m.

Sandstone wall

Soils

(m)

0.07

0.50

0.98

MADE GROUND. Sandstone paving slab.

MADE GROUND. Dark brown clayey gravelly sand. Gravel is fine to coarsesub-angular to sub-rounded of mixed lithology including cobbles and fragmentsof brick and sandstone.

Light brown clayey gravelly SAND. Gravel is fine to coarse angular tosub-rounded of mixed lithology.


GR

AP

HIC

LOG

PAGE 1 OF 1





LOGGED BY A.A.

METHOD Hand dug

DATE 12/3/18

SAMPLEDEPTH (m)

DE

PT

H(m

)

0.5

Key to Sample ID



GEOTECHNICALTESTS


TRIAL PIT FP3

SAMPLEID ANDTYPE

0.76m

0.50m

0.20

0.40

0.60

0.80

0.98

FP3 Cross Section

Sandstone wall

0.18mBase of wall noted at 0.80m. Foundations comprised sandstone block with 0.12m protrusion.

0.04

Sandstone block

0.12 Soils

GL(m)

1802-10 Dublin Street Lane South geovia

Plate 1: FP-01 Plate 2: FP-02

Plate 3: FP-03

0.07

0.25

0.45

MADE GROUND. Tarmacadam.

MADE GROUND. Dark brown clayey gravelly sand. Gravel is fine to coarsesub-angular to sub-rounded of mixed lithology including cobbles and fragmentsof brick and sandstone.

MADE GROUND. Light brown/grey sandy gravel. Gravel is fine to coarseangular to sub-rounded of mixed lithology including fragments and cobbles ofsandstone and mortar.


GR

AP

HIC

LOG

PAGE 1 OF 1





LOGGED BY A.A.

METHOD Hand dug

DATE 12/3/18

SAMPLEDEPTH (m)

DE

PT

H(m

)

Key to Sample ID



GEOTECHNICALTESTS


TRIAL PIT CBR1

SAMPLEID ANDTYPE



APPENDIX C

CBR TEST RESULTS

LABORATORY TEST CERTIFICATEMATERIALS LABORATORY

Certificate No: 02/18/46 - 1

To : Nick Matheson

Order No: 1802-10

Client : Geovia Limited124 Saville TerraceEdinburghEH9 3EJ

Dear Sirs,

Introduction

Material & Source

Tested By :

Sample Reference :

Description :

Date Sampled :

Date Tested :

Source :

Weather : Overcast

Test Results;

As detailed on page 2.

Comments;

Opinions and interpretations expressed herein are outside the scope of UKAS accreditationThis report should not be reproduced except in full without the written approval of the laboratoryAll remaining samples for this project will be disposed of 28 days after issue of this test certificate

Remarks;

Approved for Issue Date: 13/03/2018

A.BellContracts Manager

FIELD TESTING

Roland Galinski

Dublin Street Lane South, Edinburgh

DCP 1

See test certificates

12th March 2018

12th March 2018

We refer to Dynamic Cone Penetrometer testing carried out at Dublin Street Lane South, Edinburgh on the 12th March 2018.

2545

Page 1 of 2 RS10A Rev 02

CONTRACT DETAILS:Test Ref : DCP 1 Date Tested : 12th March 2018 Job Ref : 02/18/46

Location : E:325701.264 / N:674368.125

Description : Brown/yellow silty gravelly clay

GRAPH DETAILING RESULTS:

SUMMARY OF RESULTS:

Layer No. of Cumulative No. CBR (%) Layer TotalBlows of Blows Thickness Depth

(mm) (mm)1 3 3 2 299 299 2992 7 10 14 125 424 4243 110 120 67 460 884 884

Overall Estimated CBR Value : 36%

COMMENTS:The 0 reading from the graph equates to a depth of 58mm from the top surface of the ground.

NOTES:Interpretive Method : TRL Equation : Log10(CBR) = 2.480 - 1.057 x Log10(Strength)

Tested in accordance with In House Method TOP 9, based upon TRL Road Note 8

Page 2 of 2

DETERMINATION OF CALIFORNIA BEARING RATIO (CBR) USING A DYNAMIC CONE PENETROMETER (DCP)

Geovia Limited - Dublin Street Lane South, Edinburgh

0

100

200

300

400

500

600

700

800

900

0 10 20 30 40 50 60 70 80 90 100 110 1200

100

200

300

400

500

600

700

800

9000 10 20 30 40 50 60 70 80 90 100 110 120

Dep

th (

mm

)

Cumulative Blows

Layer 1 Layer 2 Layer 3 Layer 4 Penetration

T E S T C E R T I F I C A T E

2545

Cert No. 02/18/46 - 1 RS12 Rev 04



APPENDIX D

GEOTECHNICAL LABORATORY RESULTS

Concept Life Sciences

Certificate of Analysis

16 Langlands PlaceKelvin South Business

ParkEast Kilbride

G75 0YFTel : 01355 573340

Fax : 01355 573341

Report Number: 725638-1

Date of Report: 05-Apr-2018

Customer: Geovia LtdBurnbank HousePencaitlandEast LothianEH34 5HB

Customer Contact: Mr Nick Matheson

Customer Job Reference: 1802-10Customer Site Reference: Dublin Street Lane South

Date Job Received at Concept: 27-Mar-2018Date Analysis Started: 29-Mar-2018

Date Analysis Completed: 05-Apr-2018

The results reported relate to samples received in the laboratory and may not be representative of a wholebatch.Opinions and interpretations expressed herein are outside the scope of UKAS accreditationThis report should not be reproduced except in full without the written approval of the laboratoryTests covered by this certificate were conducted in accordance with Concept Life Sciences SOPsAll results have been reviewed in accordance with Section 25 of the Concept Life Sciences, AnalyticalServices Quality Manual

This document has been printed from a digitally signed master copy

Concept Life Sciences is a trading name of

Concept Life Sciences Analytical & Development

Services Limited registered in England and

Wales (No 2514788)

1549

Report checkedand authorised by :Alison ForresterProject Manager

Issued by :Alison ForresterProject Manager

Page 1 of 3

725638-1

Concept Reference: 725638

Project Site: Dublin Street Lane South

Customer Reference: 1802-10

Soil Analysed as Soil

Miscellaneous

Concept Reference 725638 001 725638 002

Customer Sample Reference TP03 0.30M TP03 0.70M

Date Sampled 26-MAR-2018 26-MAR-2018

Determinand Method TestSample LOD Units

SO4(2:1) T112 A40 10 mg/l 34 <10

pH T7 A40 8.0 8.2


Produced by Concept Life Sciences, 16 Langlands Place, Kelvin South Business Park, East Kilbride, G75 0YF Page 2 of 3

725638-1

Index to symbols used in 725638-1

Method Index

Accreditation Summary

Value Description

A40 Assisted dried < 40C

U Analysis is UKAS accredited

Value Description

T7 Probe

T112 ICP/OES (SIM)(Water Extract)

Determinand Method TestSample LOD Units Symbol Concept References

SO4(2:1) T112 A40 10 mg/l U 001-002

pH T7 A40 U 001-002


Produced by Concept Life Sciences, 16 Langlands Place, Kelvin South Business Park, East Kilbride, G75 0YF Page 3 of 3

725638-1

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