INTERPRETATIVE REPORT on A GROUND ... - Derbyshire · PDF fileInvestigations”, logged in accordance with BS EN ISO 14688-1:2004 and BS EN ISO 14688-2: 2004 and the work overseen

INTERPRETATIVE REPORT

on

A GROUND INVESTIGATION

For

A PROPOSED NEW LIBRARY EXTENSION

at

GLOSSOP EDUCATION CENTRE,

DERBYSHIRE.

On Behalf Of

DERBYSHIRE COUNTY COUNCIL,

Chatsworth Hall,

Chesterfield Road,

Matlock, Derbyshire,

DE4 3FW

REPORT NO: G16103-IR July 2016

INTERPRETATIVE REPORT ON A GROUND INVESTIGATION FOR A PROPOSED NEW LIBRARY

EXTENSION AT GLOSSOP EDUCATION CENTRE, DERBYSHIRE.

Revision History

Revision Date Purpose / Status Document

Reference

- August 2016 Final G16103-IR

Prepared By Reviewed By

P.I. Plumpton

Senior Geo-Environmental Engineer

NICHOLLS COLTON GEOTECHNICAL

K.M. Willfratt

Principal Geo-Environmental Engineer


Nicholls Colton Geotechnical

7-11 Harding Street

Leicester

LE1 4DH

Tel: 0116 253 6333

www.nicholls-colton.co.uk

Proposed Library Extension at Glossop Education Centre, Derbyshire - Ground Investigation Report

Nicholls Colton Geotechnical Report No: G16103-IR

August 2016 Status: Final

CONTENTS

SECTION TITLE PAGE NO.

Factual Information

1. Introduction 1

2. Site Description 1

3. Review of DCC Preliminary Site Report 2

4. Site Work 2

5. In Situ Testing 3

6. Laboratory Testing 3

7. General Geology and Revealed Strata 4

8. Groundwater 5

Assessment and Recommendations

9. Proposed Works 6

10. Soil Profile 6

11. Excavations 7

12. Preliminary Foundation Assessment 8

13. Ground Floor Slabs 9

14. Concrete Classification 9

15. Preliminary Soil Contamination Assessment 9

16. Summary and Conclusions 11

Appendix

A. DCC Preliminary Site Report

B. Exploratory Hole Logs

C. Laboratory Test Results - Geotechnical

D. Laboratory Test Results - Contamination

Drawings

G16103-IR/01 Site Location Plan

G16103-IR/02 Exploratory Hole Location Plan


Nicholls Colton Geotechnical 1 of 11 Report No: G16103-IR

August 2016 Status: Preliminary

INTERPRETATIVE REPORT ON A GROUND INVESTIGATION FOR A PROPOSED NEW LIBRARY EXTENSION AT

GLOSSOP EDUCATION CENTRE, DERBYSHIRE.

Factual Information

1. Introduction

1.1 This report has been prepared on instructions given by Derbyshire County Council, Chatsworth

Hall, Chesterfield Road, Matlock, Derbyshire, DE4 3FW in correspondence dated 4th

April 2016 and

confirmed by order number 6500297177

1.2 It is understood that it is proposed to construct a new 2 storey library extension to the south west

of the existing Glossop Adult Education Centre. The proposed location of the new building is

currently occupied by an area of hardstanding car parking.

1.3 The purpose of this investigation was to obtain preliminary data regarding the ground and

groundwater conditions at the site, so that suitable methods of design and construction may be

adopted for the proposed development.

1.4 No desk study has been undertaken as part of this report; such work is outside of the scope of this

investigation. The scope of works has been provided by the client. A preliminary site report

(structural) has been provided by Derbyshire County Council and a summary of the significant

points is included in this report in Section 3.

1.5 Glossop Adult Education Centre is located off of Talbot Street, Glossop, Derbyshire (Approximate

National Grid Reference 403391, 394352). The location of the site is shown on the appended site

location plan (Nicholls Colton Geotechnical drawing no. G16103-IR/01).

1.6 This report has been prepared on the specific instructions of Derbyshire County Council and no

reliance should be made by third parties as to its adequacy or completeness in relation to future

development requirements of the area under consideration. Similarly, Nicholls Colton

Geotechnical (and Nicholls Colton Group Ltd) will accept no liability in relation to the use of data

contained in this report by third parties.

2. Site Description

2.1 A site walkover was undertaken by a Geotechnical Engineer at the time of the fieldwork and the

salient observations are noted below:

• The site of the proposed new library is located within a hardstanding car park surfaced with a

mix of bituminous material and gravels.

• A previous extension lies to the north of the site at a level approximately 0.70m below the

level of the car park with retaining walls separating the building from the car park. A number

of mature deciduous trees are located around the edges of the site.

• There were no visible signs or potential sources of contamination noted on the site at the

time of the investigation works.




3. Review of DCC Preliminary Site Report

3.1 A preliminary site report (structural) has previously been put together by Derbyshire Country

Council (DCC). A copy of the preliminary report can be found within this report in Appendix A. The

salient findings are outlined below:

• The site is located in an area where the British Geological Survey (BGS) Map SK09SW indicate

the presence of superficial deposits comprising Glacial Till (diamicton) of Quaternary age to be

present. Underlying the superficial deposits the solid geology is anticipated to comprise the

Kinderscout Grit (sandstone) of Carboniferous age.

• The site is not situated within a coal field.

• First edition OS Maps indicate the site as a greenfield. The original building appears as a

school on the third edition OS maps dated 1904 to 1939. This was extended recently in 2003.

• Former site usage and the presence of made ground suggest any filled ground may be a

potential source of contamination or gas.

• There are no landfill sites recorded within influencing distance of the site.

• The site is not located within a Source Protection Zone. The superficial strata is classified as

unproductive strata and the underlying bedrock is classified as a Secondary A Aquifer.

• Groundwater has been recorded at a depth of 2.00m on the adjacent High Peak Social

Services office site.

4. Site Work

4.1 Five cable percussion boreholes (BH1, BH2, BH2A, BH3 and BH4) were put down to depths in the

range 0.70m (BH2) to 20.85m (BH1) below existing ground level.

4.2 A series of six trial pits (THA, THB, THC, THD, THE and THF) was excavated by hand to a depth of

0.40m below existing ground level.

4.3 The exploratory hole logs are included in this report as Appendix B.

4.4 The positions of the exploratory holes were determined by the client and set out by Nicholls

Colton Geotechnical taking into account the available access and services. The approximate

positions of the boreholes are shown on the appended exploratory hole location plan (Nicholls

Colton Geotechnical drawing no. G16103-IR/02).

4.5 Undisturbed (nominal 105mm diameter), bulk and fragmentary disturbed samples were

recovered from all materials revealed within the boreholes. Geo-environmental samples were

obtained specifically for contamination testing.

4.6 The samples were taken to Nicholls Colton Analytical’s laboratory for further examination and

testing.




4.7 The fieldwork was carried out during the period 25th

to 29th

April 2016.

4.8 Fieldwork was generally carried out in accordance with BS 5930 (2015) “Codes of Practice for Site

Investigations”, logged in accordance with BS EN ISO 14688-1:2004 and BS EN ISO 14688-2: 2004

and the work overseen by an experienced Geotechnical Engineer.

5. In Situ Testing

5.1 Standard Penetration Tests (SPT’s) were carried out using the split spoon (S) attachment within

the boreholes. The tests were carried out in accordance with BS EN ISO 22476-3:2005. The results

are included on the appended borehole logs (Appendix B). The calibration / efficiency certificate

for the rig is also attached.

6. Laboratory Testing

6.1 The laboratory testing schedules were prepared by Nicholls Colton Geotechnical.

6.2 Included in this report is information taken from the results of tests undertaken in Nicholls Colton

Analytical laboratory at 7-11 Harding Street, Leicester. This is UKAS accredited testing laboratory

No. 0320. The results of the laboratory tests in this report do not include all data required by the

documented test procedure. However, all such data has been recorded and will be stored for six

years from the date of test. This data will be issued on the client’s instructions.

The following accredited test procedures were carried out:

• Plastic Limit

• Liquid Limit

• Plasticity Index

• Natural Moisture Content

• Multi Stage Triaxial Compressive Strength

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

6.3 The geotechnical laboratory testing has been carried out in accordance with BS 1377: 1990 using

calibrated equipment specified within the British Standard.

6.4 The geotechnical laboratory tests were carried out during the period 24th

May to 6th

June 2016.

6.5 The geotechnical laboratory test results are included in this report as Appendix C.

6.6 In addition to the geotechnical laboratory testing, laboratory testing of selected soil samples was

undertaken by Nicholls Colton Analytical laboratory, in accordance with MCERTS accreditation

standards. The samples were analysed for the following determinands:-

• Arsenic • Lead • Phenols

• Cadmium • Mercury • pH Value

• Chromium • Nickel • Speciated Polyaromatic Hydrocarbons (PAH)

• Copper • Zinc




(all values are ‘total’ unless otherwise stated)

6.7 A single sample has been tested in accordance with the guidelines for Waste Acceptance Criteria

(WAC) for the purpose of potential off-site disposal of soils.

6.8 Selected soil samples have also been tested for a sulphate content suite (in accordance with BRE

Special Digest 1) as listed below. Concentrations of the following determinands were measured in

selected soil samples obtained from the site:

• Sulphate (Water & Acid Soluble)

• Sulphur (Total)

• pH Value

6.9 The chemical testing outlined above was carried out during the period 24th

May to 2nd

June 2016.

6.10 The suite of contaminants was selected by Nicholls Colton Geotechnical.

6.11 The contamination test results are included as Appendix D.

7. General Geology and Revealed Strata

7.1 The site is located in an area where the British Geological Survey (BGS) indicate superficial

deposits comprising Till (diamicton) of Quaternary age to be present. The underlying bedrock

geology is anticipated to comprise the Upper Kinderscout Grit (sandstone) of Carboniferous age.

7.2 The exploratory holes revealed a general downward strata succession of:

MADE GROUND -

-

-

-

-

-

-

-

Topsoil.

Bituminous surfacing.

Crushed rock.

Concrete.

Sub-base.

Mixed colour variably silty sandy gravelly clay.

Dark brown and orange ashy variably clayey sandy silt.

Brown variably clayey silty sand.

Brown variably clayey silty sandy gravel.

SUPERFICIAL DEPOSITS –

TILL (DIAMICTON)

-

-

-

Mixed colour variably silty sandy gravelly CLAY.

Grey-brown and light brown variably clayey sandy gravelly

SILT.

Brown variably silty gravelly fine to coarse SAND.

SOLID GEOLOGY –

KINDERSCOUT GRIT

- Light brown fine to coarse grained SANDSTONE.




8. Groundwater

8.1 Groundwater seepages were encountered during boring operations within boreholes BH1, BH3

and BH4. The groundwater entries recorded are summarised in the table below:

Borehole Depth seepage encountered

(m)

Depth of seepage after 20 minutes

(m)

BH1 3.00 No level formed

BH1 9.50 7.50

BH1 20.30 6.70


BH3 10.00 7.90


BH4 N/A 9.20 (after withdrawal of casing)

8.2 No long term monitoring of the groundwater levels has been carried out as part of this

investigation.

8.3 No long term monitoring of the groundwater levels has been carried out as part of this

investigation. It should be noted that groundwater levels may differ at times from those reported

due to seasonal variations or other effects.




Assessment and Recommendations

9. Proposed Works

9.1 It is understood that Derbyshire County Council proposes to construct a new 2 storey library

extension to the south west of the existing building at the site.

10. Soil Profile

10.1 Made Ground

10.1.1 Made ground has been encountered within all of the cable percussion boreholes from ground

level to depths ranging from 0.70m (BH2) to 4.45m (BH4) below existing ground level.

10.1.2 The made ground was recorded as locally comprising topsoil to a depth of 0.20m overlying grey

sandy crushed concrete and sandstone (0.45m) and brown sandy silt with brick and concrete

fragments in BH2. A surfacing of crushed rock was recorded in BH1, BH2A, BH4 and within all of

the trial pits. Underlying this crushed rock a horizon of concrete has been recorded. Within BH2A

the concrete exceeded 0.70m and the borehole was terminated. The buried concrete was also

encountered within all of the trial pits excavated at the site and was not fully penetrated.

10.1.3 Underlying the crushed rock and sub-base were mixed successions of soft to firm variably silty

sandy gravelly clays, soft ashy variably clayey sandy silts, brown variably clayey silty sands, and

variably clayey silty sandy gravels and these deposits which are typically soft or loose and very

loose (low strength) extend to a significant depth (made ground was encountered in BH1 to

3.60m, in BH3 to 3.45m and in BH4 to 4.45m).

10.1.4 No visual or olfactory evidence of contamination was recorded within the made ground in any of

the exploratory holes.

10.1.5 The full depth of the made ground was not proven in borehole BH2 and BH2A or within any of the

hand excavated trial pits.

10.1.6 The obstructions encountered within the trial pits and BH2A appear to be consistent with a

former ramp which has been identified on a plan provided by the client. Two buried service pipes

were recorded within BH2.

10.2 Superficial Deposits – Till

10.2.1 Underlying the made ground, where fully penetrated, deposits considered to represent superficial

deposits of Till (diamicton), have been recorded within cable percussion boreholes BH1, BH3 and

BH4 to a maximum proven depth of 20.30m (BH1).

10.2.2 The superficial deposits encountered were recorded as generally comprising firm to stiff variably

silty sandy gravelly clays, variably clayey sandy gravelly silts and variably silty gravelly fine to

coarse sand. Locally, horizons of softened natural cohesive soils and wet sand bands have been

recorded at multiple depths in the range 11.00m to 20.30m. Below this depth the soils grade into

firm and stiffer variably silty gravelly clays.




10.2.3 Two plasticity index tests have been undertaken in the laboratory on samples of the natural

cohesive deposits and the results indicate compliance with the definition of CI soils (i.e. clay soils

of an intermediate plasticity) after the classification system in BS 5930:2015. These deposits are

considered to be of medium swelling/shrinkage potential in accordance with NHBC Standards

Chapter 4.2: 2016, based on the amended plasticity indices.

10.2.4 In situ Standard Penetration Tests were undertaken over the full depth of the boreholes and they

typically recorded uncorrected SPT ‘N’ values in the range N=8 to N=23 from 5.00m to 15.00m,

and N=23 to N=>50 below 15.00m.

10.2.5 The base of the superficial deposits was not encountered within BH3 or BH4.

10.3 Solid Geology – Kinderscout Grit Formation

10.3.1 Underlying the superficial deposits in BH1, deposits considered representative of the Kinderscout

Grit Formation have been encountered from 20.30m to 20.85m.

10.3.2 The Kinderscout Grit Formation was recorded as comprising weak fine to coarse grained

sandstone.

10.3.3 A single in situ Standard Penetration Tests undertaken within the Kinderscout Grit Formation

confirms the field assessment of the deposits as being of weak (in terms of rock strength) with an

uncorrected SPT ‘N’ value of N>50 being recorded. Rock strengths are based upon visual

assessment and SPT ‘N’ values, no laboratory rock strength testing has been undertaken to

confirm this assessment. Such work would require the recovery of rock core samples by rotary

coring techniques.

10.3.4 The full depth of the Kinderscout Grit Formation has not been proven within the exploratory holes

put down at the site.

11. Excavations

11.1 Based on the ground conditions revealed during the fieldwork it is anticipated that excavations for

proposed foundations and drainage systems should generally be readily achieved adopting

standard excavation plant. It should be noted that concrete has been encountered across the site

which is considered to represent an old ramp access and the requirement for higher specification

plant cannot be discounted.

11.2 Random and potentially severe falls should be anticipated from the faces of near vertically sided

unsupported excavations carried out at the site, these will be prevalent in the made ground and

any locally softened natural cohesive soils. It is recommended that where personnel are required

to enter excavations, full support should be provided to the full depth of the excavation.

11.3 Excavation faces and/or any support systems provided should be continually assessed by fully

trained and experienced personnel.

11.4 Groundwater entries were recorded in boreholes BH1, BH3 and BH4 at depths in the range 1.20m

(BH3) to 20.30m (BH1).




11.5 It is noteworthy that the adjacent High Peak Social Services office site recorded a standing

groundwater level of 2.00m bgl based upon the information provided by the Client.

11.6 Should groundwater be encountered, initially traditional sump and pump methods of dewatering

should be utilised. However, factors such as the length of time the excavations are left open and

the depth of excavation will affect the efficiency/viability of such a dewatering technique. The

requirement for more sophisticated dewatering techniques cannot be discounted. Higher capacity

pumps and prolonged pumping may be required.

12. Preliminary Foundation Assessment

12.1 It is understood that Derbyshire County Council proposes to construct a new library extension to

the south west of the existing building.

12.2 The exploratory holes put down at the site have revealed a significant horizon of low strength

made ground to depths ranging from 3.45m (BH3) to 4.45m (BH4). Underlying the made ground,

deposits, typically firm and stiffer clays and silts have been recorded across the site, comprising of

brown, red-brown, orange, grey and black clays, silts and sands. These have been noted to be

locally soft at depths in the range 11.00m to 20.30m.

12.3 Within BH1, BH2A and BH3 and the hand excavated trial pits a significant depth of concrete and

concrete slabs were encountered to depths of up to 0.70m (BH2A).

12.4 Care should be taken to ensure all existing below ground construction is broken out to at least

500mm from proposed new construction.

12.5 It is understood that the previous extension at the site was constructed utilising a vibro-stone

column foundation solution.

12.6 On the basis of the above, it is recommended that a piled foundation solution should be adopted

at the site.

12.7 The actual working load available from the piles will depend on the type of pile and method of

installation/depth/diameter adopted. The advice of a specialist piling contractor should be sought

in this regard.

12.8 A bored piling system is likely to prove the most favourable option although alternatives are

available for consideration. Should a bored piling system be adopted, it is considered that

temporary casing may be required to support the made ground and lower strength natural

materials during boring and filling operations. Care should be taken to ensure that necking of piles

does not occur on withdrawal of any casing used. Alternatively, the adoption of a continuous

flight auger boring system with placement of concrete as the auger is withdrawn would effectively

tremmie the concrete to the base of the hole. This solution would obviate the requirement for

temporary casing to support the soils during boring and filling.

12.9 The proximity of the existing building is likely to preclude the adoption of a driven pile.




12.10 As a guide, based on the ground conditions revealed at the site, for an isolated 300mm diameter

concrete pile taken to a depth of the order of 15 metres below existing ground level, allowable

pile loads of the order of 250-300kN should be readily achievable. Increased pile loads could be

achieved by increasing the pile size/length. Exact pile lengths/penetration should be determined

during the detailed design stage.

12.11 It is conceivable that a reduction in the safe working load for individual piles may occur due to the

effects of pile groups, although this will be dependant upon the pile layout.

12.12 Alternatively the adoption of vibro-stone columns or similar may be practicable. The advice of a

specialist piling contractor should be sought in this respect.

12.13 It should be noted that a number of large trees are present in close proximity to the proposed

location of the new classroom and it is foreseeable that foundations located within close

proximity of these may require to be deepened (whether the trees are to be removed or remain).

Any deepening should ideally be undertaken in accordance with NHBC Standards 2016, Chapter

4.2.

13. Ground Floor Slab

13.1 Given the proposals for a piled foundation solution it is considered that ground floor slabs will

required to be constructed as suspended slabs.

14. Concrete Classification

14.1 The results of water soluble sulphate, total sulphate and pH testing carried out on selected soil

samples taken during the investigation have been compared with the recommendations outlined

in BRE Special Digest 1:2005 in order to provide guidance on below ground concrete classification.

The site has been determined as a brownfield site with mobile groundwater conditions.

14.2 The results of the water soluble sulphate tests on the soil samples have recorded values in the

range 41mg/l to 110mg/l as SO4. The pH values of the soil samples lie within the range 7.4 to 9.5.

14.3 On the basis of the test results obtained it is considered appropriate to adopt a Basic Design

Sulphate Class of DS-1, together with an Aggressive Chemical Environment of Concrete (ACEC) of

AC-1. Mobile groundwater conditions have been assumed for this determination.

15. Preliminary Soil Contamination Assessment

15.1 A series of soil samples obtained from the exploratory holes during this investigation has been

tested to determine the presence, if any, of various potential contaminants. A summary of the

materials analysed is provided below and the results are appended to this report (Appendix D).

15.2 Guidance published by Land Quality Management (LQM) and the Chartered Institute of

Environmental Health (CIEH) has been utilised to review the results –

Nathanail, C.P., McCaffrey, C., Gillett, A.G., Ogden, R.C. and Nathanail, J.F. 2015. The LQM/CIEH

S4ULs for Human Health Risk Assessment. Land Quality Press, Nottingham.




15.3 The LQM/CIEH S4ULs (‘Suitable For Use Level’s) are derived from the Contaminated Land

Exposure Assessment (CLEA) software produced the Environment Agency (version 1.06 released in

October 2009).

15.4 The S4ULs supersede the previously published LQM/CIEH GACs (2009).

15.5 S4ULs are based upon the concept of either ‘tolerable’ risk (where the relevant health criteria

value is a tolerable daily intake), or ‘minimal’ risk (where the health criteria is an index dose). This

is consistent with the previous GACs, and also the SGVs previously published by the Environment

Agency.

15.6 Where S4ULs are referred to and reproduced in this report, it is acknowledged that this is done

with the permission of Land Quality Management Limited. It should be noted that Nicholls Colton

Group’s unique LQM/CIEH publication number is S4UL3157.

15.7 DEFRA has recently published a parallel set of new assessment criteria (Category 4 Screening

Levels) for a very limited number of contaminants. C4SLs are based upon the concept of a ‘low’

risk (being a higher risk than ‘tolerable’ or ‘minimal’ risk), and on this basis, they are less stringent

than the S4ULs published by LQM/CIEH. If appropriate, C4SLs may also be utilised in the

assessment of the soils at the present site.

15.8 It should be noted that there is no S4UL (or former GAC) for lead; and that the SGV for lead has

been withdrawn. As such, the only available authoritative published criteria for lead is the DEFRA

C4SL. The C4SL for lead is considerably more conservative than the former SGV. On this basis, for

lead, the C4SL is utilised in this assessment.

15.9 Exceedance of an S4UL or a C4SL implies that an unacceptable human health risk may be present,

and therefore either further site specific risk assessment is required, or intervention (remedial)

works are necessary.

15.10 S4ULs and C4SLs are set according to the proposed end use of the land. For the purpose of this

report the results of the contamination test results were compared against ‘commercial’ land use

assessment criteria. This is considered to be the most appropriate land use scenario given the

proposed end usage of the site as a library.

15.11 A series of soil samples taken from the site have been collected and analysed for the presence of

selected contaminants. The testing has included two samples of the made ground. The results are

included in this report as Appendix D.

15.12 All of the individual contaminant concentrations were recorded at concentrations below the

relevant S4ULs for the commercial end use.

15.13 On the basis of the testing undertaken to date, it is considered that the soils present at the site do

not represent a risk to future occupiers and are suitable for reuse within areas of soft landscaping.

No specific remedial measures are therefore considered necessary with respect to the protection

of future users.

15.14 Further it should be remembered that the site will be covered by hardstanding construction and

this will effectively break the pathway between any contamination and end users at the site.




15.15 It is recommended that the results of the testing and this assessment be submitted to the local

Environmental Health Department to ensure any specific guidelines or requirements which they

may have are fully satisfied.

16. Summary and Conclusions

16.1 The exploratory holes have confirmed the presence of low strength made ground to a maximum

proven depth of 4.45m within the area of the proposed library. Underlying the made ground,

deposits comprised of brown, red-brown, orange, grey and black clays, silts and sands were

encountered to depths of up to 20.30m (BH1). The firm and stiffer natural deposits should

provide a suitable formation for the proposed development on this site with a piled foundation

considered appropriate. Consideration may be given to the adoption of a vibro-stone column

foundation solution.

16.2 On the basis of the soil contamination assessment it is considered that no specific remedial

measures will be necessary with respect to protection of future occupiers or controlled waters.


Nicholls Colton Geotechnical Report No: G16103.-IR


A P P E N D I X A

DCC Preliminary Site Report

PUBLIC

- 1 of 4 - 160216 KC STR_200_Preliminary_Site_Report.docx STR 200 Amended: 30 June 2010

Tel: (01629) 536371 Corporate Resources Department Ext: Corporate Property Our Ref: \1500548 Structural Engineering Section Ask for: K. Czertowicz Chatsworth Hall Chesterfield Road E-mail: keith.czertowicz @derbyshire.gov.uk Matlock DE4 3FW To: D Beard / J Blackwell Copy to: A. Hawkmoon Date: 16 February 2016.

PRELIMINARY SITE REPORT (STRUCTURAL)

Site: Glossop Adult Education Centre UPRN No: 2613 - 01 OS Grid Ref : SK034944 Project/Purpose: Proposed extension for Glossop Library (relocated site) ____________________________________________________________________ The boundaries of the site referred to are indicated on the attached plan. In reply to your recent enquiry, preliminary desk studies of the site have revealed the following:- 1. Geological location, conditions, faults etc and relevance to development from Geological Survey Maps 1:50000 series and 1:10560 series.

The site is located in an area where the British Geological Survey (BGS) Map SK09SW indicate the presence of superficial deposits comprising Glacial Till of Quaternary age deposits. Underlying the superficial deposits the solid geology is anticipated to comprise the Kinderscout Grit (comprising sandstone) of Carboniferous age. The till is described as an unsorted mix of clay, silt, sand, gravel and boulders.

2. Position regarding coal mining Not within coal field. The following information is based on published geological maps and structural

office records:- 3. Position regarding more detailed information on coal or other mineral workings Mineral Valuer's Report:

Not required for this project. 4. Further information and general appraisal of site

PUBLIC


Former uses and features from historical maps:

First edition OS Maps indicate the site as greenfield. The original building appears as a school on the third edition OS map 1904 to1939. This was extended recently in 2003.

Existing site topography and surface features:

Mixed hard (car parking mainly) and soft landscaping, falling 2.5m from Talbot Street. along the West boundary road. Retaining walls occur along the boundary with Talbot Villas were subject of a structural report dated 20 12 2013 by D. Hart (on EDRM.) New retaining walls and steps occur immediately adjacent to the end of the new extension.

5. Potential contamination From former uses, made ground, or surface evidence: Filled ground may be a potential source of contamination or gas. Recorded landfill sites:

No landfill sites within influencing distance of this site. Risks of landfill gases/mine gases: 4 boreholes were monitored on adjacent site in 2012. Site categorised a Characteristic Situation 1.

Presence of shallow groundwater/aquifers: Ground water found at 2m depth on adjacent High Peak Social Services Office site. The superficial strata is classified as unproductive strata while the underlying bedrock is classified as a Secondary A aquifer. Designated groundwater protection zone: The site is not located within a Source Protection Zone. (EA website) Need for further Environmental assessment: Contaminant suite testing required as part of specialist ground investigations. 6. Need for special precautions to be taken in foundations: (in respect of past/future mining, poor ground conditions, trees, potential contamination

etc)

• Deeper foundations may be required where made ground present.

• Precautions against contaminants/gases, if found present in investigations.

• Retaining structures may be required due to sloping ground.

• Groundwater may be found present in excavations.

• Sulphate resisting concrete may be required in foundations.

• Additional depths of foundations on clay within influencing distance of trees.

PUBLIC


7. Parts of site better than others for building on:-

Avoid locations of existing substructures, drains and services where possible. Natural ground levels and slopes will be a factor in the siting and costs of new buildings. Building outside influencing distance of trees will avoid some additional costs.

8. Need for ground investigations Existing records of previous site appraisals and ground investigations:-

Ground Investigation at the adjacent High Peak Social Services Office:- identified the presence of made ground to depths of between 2.00m and 3.00m. Underlying the made ground, glacial deposits generally comprising soft to firm clays were recorded to depths of between 11.70m and 16.00m, overlying stiff to very stiff clays to depths of between 17.60m and 18.50m. Solid geology of the Kinderscout Grit was encountered below the glacial deposits. Due to the made ground and soft clays a piled foundation solution and suspended ground floor slab was recommended. Bored or augured piles would require casing of holes and removal of surplus arisings. Typically a 275mm pre-cast concrete driven pile, bearing within the stiff and very stiff clay, piles taken to a depth of the order of 15 to 16 metres below ground level (i.e. penetration of competent clays by approximately 5 metres) should achieve allowable pile loads of the order of 250 kN. Whilst the depth of the glacial till and its soil properties are likely to be the same for the Adult Education Centre site, the depth and nature of any overlying made ground could differ.

Further study and ground investigations is required:

Boreholes to determine depth and nature of made ground and confirmation of founding strata, groundwater and sampling for contamination are required. This could be done using window sampling.

9. Site topographical data for design (BS EN 1991) Altitude = 160 m Distance from sea = >100 km Topography Significant (Hill or Escarpment) = No Basic Wind Speeds BS EN 1991-1 Vb = 22.4m/s Wind exposure category = Country 10. Existing buildings

(Comments on forms of construction, condition, alterations and extensions, and demolitions). The original school dates back to the early 1900’s. It was extended in 2003 with a two storey load bearing masonry building with trussed rafter duo pitched roof, pre-cast concrete upper floor and ground bearing lower floor slab. The foundations are strip footings. A ground bearing pressure of 135 kn/m2 was adopted bearing on re-

PUBLIC


engineered ground. The extent and depth of the vibro improved ground is yet to be established. Information from structural file records (not a full record of all buildings): No historical structural file found for this site.

11. NOTE:

• Site investigation will not proceed without further instruction and receipt of land survey plan marked to show proposed building outline, existing services, overhead cables and drains.

• Investigation and assessment of all other aspects of site not included above are subject of separate reports by others in accordance with Design Office Procedure Note 105 dated 3 January 2002, e.g. Radon occurrence, Rights of Way, TPO's, ancient monuments, flooding, drains and services, environmental and planning considerations and access.

• This Report is for internal use by Derbyshire County Council as part of the initial feasibility studies and is not intended for use by other parties




A P P E N D I X B

Exploratory Hole Logs

SYMBOLS USED IN BOREHOLE LOGS

S - Standard Penetration Test using Split tube sampler

C - Standard Penetration Test using solid steel Cone

N - blow count for 300 mm penetration in Standard Penetration Test, where the full 300

mm penetration could not be achieved the number of blows for a smaller depth is

shown e.g. 50/150 which means 50 blows for 150mm penetration.

U - Undisturbed nominal 105 mm diameter sample from borehole,

obtained by percussive sampling methods unless otherwise stated

(20) - blow count to drive U sample (in N column on log)

B - large (Bulk) sample of disturbed soil from borehole

D - small Disturbed sample of soil from borehole

SD - very Small Disturbed sample of soil from borehole

G - Environmental sample, small disturbed sample of soil from borehole

(taken in amber glass jar for contamination testing)

E - Environmental sample, consisting of an amber glass jar and a plastic tub

W - Water sample (groundwater) from borehole

TCR - Total Core Recovery - percentage of rotary core run recovered

SCR - Solid Core Recovery - percentage of rotary core run recovered as intact core

RQD - Rock Quality Designation - percentage of rotary core run recovered as intact lengths

of 100mm or more

FS - Fracture Spacing per core run (mm) - minimum spacing

maximum spacing

average spacing

FI - Fracture Index (number of fractures per core run)

NI - Non Intact

GROUNDWATER

- Water strike

- Water level

The information concerning groundwater noted on the borehole logs has been obtained (unless

otherwise stated) only during the period of drilling the borehole.

To obtain complete data on groundwater conditions at any site (including fluctuations in level),

observations and readings in properly constructed standpipes or piezometers are required over a

period of several months. Information noted on the logs for this site therefore may be incomplete.

In particular, groundwater levels either higher or lower than those found during this investigation

may occur, and in some cases where no groundwater was encountered, this may be a temporary condition.

Samples and In situ Tests

Ref: Depth (m) SPT NWater

Level

(mAOD)

Depth

(m)

0.20

0.70

1.50

3.60

5.60

8.50

9.50

Strata Descrip on

MADE GROUND - crushed rock.

MADE GROUND - sub-base.

MADE GROUND - brown slightly clayey silty fine to coarse sand with

frequent sub-angular to rounded fine to coarse brick and concrete

fragments.

...becoming loose below 1.20m.

MADE GROUND - loose dark brown, grey, orange and black ashy silty

slightly gravelly fine to coarse sand with occasional brick, concrete,

ceramics and .le fragments. Gravel is angular to sub-rounded fine

mudstone.

...becoming very loose below 2.00m.

...becoming loose from 3.00m.

Firm locally s.ff brown, orange mo1led grey slightly silty slightly sandy

slightly gravelly CLAY. Gravel is sub-angular to sub-rounded fine to coarse

quartz, sandstone, coal and siltstone.

Firm locally s.ff brown slightly silty slightly sandy slightly gravelly CLAY.

Gravel is sub-angular to rounded fine to coarse quartz, mudstone, siltstone

and sandstone.

…becoming firm below 6.50m.

Firm locally so6 brown slightly gravelly CLAY with pockets of silty fine sand.

Gravel is sub-angular to sub-rounded fine to medium quartz, mudstone

and siltstone.

Medium dense brown silty slightly gravelly fine to coarse SAND. Gravel is

sub-angular to sub-rounded fine to coarse mudstone, sandstone, quartz

Con.nued.

Legend Backfill

D2 0.70 - 1.20

E1 0.80

S 1.20 N=7

SD3 1.20 - 1.65

D4 1.70 - 2.00

D6 2.00 - 3.00

S 2.00 N=3

S 3.00 N=6

D8 3.60 - 4.00

B10 4.00 - 5.00

S 4.00 N=13

SD9 4.00 - 4.45

U11 5.00 - 5.40

D12 5.45

D13 5.60 - 6.50

S 6.50 N=11

SD14 6.50 - 6.95

D15 7.00 - 8.00

U16 8.00 - 8.30

D17 8.35

D18 8.50 - 9.50

S 9.50 N=10

SD19 9.50 - 9.95

BOREHOLE RECORD - BH1

Cable PercussionSite:

Glossop Educa on Centre

Client:

Derbyshire County Council

Boring Diameter:

150mm to 20.85m

Casing Diameter::

150mm to 20.00m

Project No.:

G16103

Logged by: JM Ground Level: Date: 25/04/16 - 27/04/16 Loca on: - Scale: 1:50

Remarks and Water Observa ons Sheet 1 of 3

1. Hand dug starter pit to 1.20m to check for services.

2. A slight groundwater seepage was encountered at 3.00m (casing at 3.00m) with no level formed a<er 20 minutes.

3. A groundwater seepage was encountered at 9.50m (casing at 6.00m) forming a level at 7.50m a<er 20 minutes.

4. A rapid groundwater seepage was encountered at 20.30m (casing at 20.00m), rising to 6.70m a<er 10 minutes.

5. Borehole backfilled with arisings immediately upon comple on and surface reinstated.



Level

(mAOD)

Depth

(m)

11.00

12.20

14.00

19.00

Strata Descrip on

and coal.

Firm brown slightly silty slightly gravelly CLAY with frequent sandy

horizons. Gravel is sub-angular to rounded fine to coarse quartz.

Firm brown slightly silty slightly gravelly CLAY. Gravel is sub-angular to

rounded fine to coarse quartz.

Firm brown slightly sandy slightly gravelly CLAY with occasional cobbles of

mudstone. Gravel is sub-angular to sub-rounded fine to medium quartz,

sandstone and mudstone.

…becoming s�ff below 17.00m.

S.ff brown slightly silty CLAY.

Con.nued.

Legend Backfill

S 11.00 N=10

SD20 11.00 - 11.45

D21 11.50 - 12.20

D22 12.20 - 12.50

U23 12.50 - 12.95

D24 13.00

D25 13.00 - 14.00

S 14.00 N=9

D27 14.50 - 15.50

U28 15.50 - 15.95

D29 16.00

D30 16.00 - 17.00

S 17.00 N=26

SD31 17.00 - 17.45

D32 17.50 - 18.50

U33 18.50 - 18.95

D34 19.00

D35 19.20 - 20.00




Client:


Boring Diameter:

150mm to 20.85m

Casing Diameter::

150mm to 20.00m

Project No.:

G16103










Level

(mAOD)

Depth

(m)

20.00

20.30

20.85

Strata Descrip on

S.ff grey-brown mo1led light brown slightly clayey slightly sandy gravelly

SILT. Gravel is sub-angular to sub-rounded fine to coarse quartz and

sandstone.

Weak light brown fine to coarse grained SANDSTONE (recovered as sand

and gravel).

Legend Backfill

S 20.00 N=29

SD36 20.00 - 20.45

D37 20.30 - 20.85

S 20.85 50 for 95mm




Client:


Boring Diameter:

150mm to 20.85m

Casing Diameter::

150mm to 20.00m

Project No.:

G16103










Level

(mAOD)

Depth

(m)

0.20

0.45

0.85

Strata Descrip on

MADE GROUND - topsoil.

MADE GROUND - grey sandy crushed concrete and sandstone.

MADE GROUND - brown sandy silt with frequent brick and concrete

fragments.

…two ceramic pipes encountered at 0.70m, hole backfilled and posi�on

relocated (BH2A).

Legend Backfill

D3 0.00 - 0.20

E1 0.20

D4 0.40 - 0.85

E2 0.50




Client:


Boring Diameter: Casing Diameter:: Project No.:

G16103

Logged by: JM Ground Level: Date: 25/04/16 Loca on: - Scale: 1:50


1. Hand dug starter pit to 0.70m where two ceramic pipes were discovered.

2. Borehole backfilled and posi on moved (BH2A).



Level

(mAOD)

Depth

(m)

0.25

0.70

Strata Descrip on


MADE GROUND - concrete.

Legend Backfill

BOREHOLE RECORD - BH2A



Client:


Boring Diameter: Casing Diameter:: Project No.:

G16103



1. A4empt to hand dig started pit to 1.20m to check for services.

2. Significant depth of concrete discovered reaching beyond 0.70m. Digging terminated and hole reinstated.



Level

(mAOD)

Depth

(m)

0.15

0.45

0.90

1.20

1.50

2.40

3.45

4.00

5.45

Strata Descrip on

MADE GROUND - bituminous surfacing.

MADE GROUND - sub-base.

MADE GROUND - black ash with frequent sand and gravel sized brick,

concrete and sandstone fragments.

MADE GROUND - firm locally so- grey, orange and black ashy silty slightly

sandy slightly gravelly clay with occasional gravel sized brick and concrete

fragments. Gravel is sub-angular to sub-rounded fine to coarse mudstone,

sandstone and quartz.

MADE GROUND - clayey slightly silty slightly sandy gravel, with frequent

gravel sized brick and concrete fragments. Gravel is sub-angular to sub-

rounded fine to coarse quartz, sandstone and mudstone.

MADE GROUND - so- dark brown and orange slightly ashy slightly clayey

sandy silt with frequent gravel sized brick and concrete fragments.

MADE GROUND - so- dark brown and orange slightly ashy slightly silty

sandy slightly gravelly clay with occasional sandstone and quartz cobbles

and occasional gravel sized brick fragments. Gravel is sub-angular to sub-

rounded fine to coarse quartz and sandstone.

S/ff locally firm red-brown, orange and black slightly silty slightly sandy

gravelly CLAY. Gravel is sub-angular to sub-rounded fine to coarse

sandstone, quartz and mudstone.

S/ff locally firm brown slightly silty slightly gravelly CLAY. Gravel is sub-

angular to sub-rounded fine to medium sandstone, quartz and mudstone.

Firm slightly silty slightly sandy slightly gravelly CLAY. Gravel is sub-angular

to sub-rounded fine to coarse sandstone and quartz.

…with fine to coarse sand horizons below 8.50m.

Con/nued.

Legend Backfill

D3 0.45 - 0.90

E1 0.50

D4 0.90 - 1.20

E2 1.00

D6 1.20 - 1.50

S 1.20 N=4

D7 1.50 - 2.00

S 2.00 N=3

SD8 2.00 - 2.45

D9 2.40 - 3.00

S 3.00 N=8

SD10 3.00 - 3.45

D11 3.50 - 4.00

U12 4.00 - 4.45

B13 4.50 - 5.00

S 5.00 N=9

SD14 5.00 - 5.45

D15 5.50 - 6.50

U16 6.50 - 6.95

D17 7.00

D18 7.00 - 8.00

S 8.00 N=15

SD19 8.00 - 8.45

D20 8.50 - 9.50

U21 9.50 - 9.95




Client:


Boring Diameter:

150mm to 15.45m

Casing Diameter::

150mm to 15.00m

Project No.:

G16103




2. Slight groundwater seepage encountered at 1.20m with no level forming a;er 20 minutes.

3. Slight groundwater seepage encountered at 10.00m level forming at 7.90m a;er withdrawal of casing.

4. Borehole backfilled with arisings upon comple on and blacktop surfacing reinstated.



Level

(mAOD)

Depth

(m)

15.45

Strata Descrip on Legend Backfill

S 11.00 N=8

SD22 11.00 - 11.45

D23 11.50 - 12.35

D24 12.35 - 12.50

S 12.50 N=19

SD25 12.50 - 12.95

D26 13.00 - 14.00

U27 14.00 - 14.45

D28 14.50

D29 14.50 - 15.00

S 15.00 N=23

SD30 15.00 - 15.45




Client:


Boring Diameter:

150mm to 15.45m

Casing Diameter::

150mm to 15.00m

Project No.:

G16103




2. Slight groundwater seepage encountered at 1.20m with no level forming a;er 20 minutes.

3. Slight groundwater seepage encountered at 10.00m level forming at 7.90m a;er withdrawal of casing.

4. Borehole backfilled with arisings upon comple on and blacktop surfacing reinstated.



Level

(mAOD)

Depth

(m)

0.40

1.20

3.40

4.45

7.00

Strata Descrip on


MADE GROUND - brown silty fine to coarse sand with frequent gravel and

cobble sized brick and concrete fragments.

MADE GROUND - so, brown, black and grey silty slightly sandy slightly

gravelly clay with occasional gravel sized brick fragments. Gravel is sub-

angular to sub-rounded fine to medium sandstone and quartz.

MADE GROUND - firm locally so, brown and orange silty slightly sandy

slightly gravelly clay. Gravel is sub-angualar to sub-rounded fine to medium

sandstone and quartz.

Firm brown clayey slightly sandy slightly gravelly SILT with rare selenite

crystals. Gravel is sub-angular to sub-rounded fine to medium sandstone

and quartz.

Firm brown silty slightly gravelly CLAY with frequent fine to coarse sand

horizons. Gravel is sub-angular to sub-rounded fine to medium sandstone,

quartz and mudstone.

...becoming s�ff locally firm below 9.50m.

Con5nued.

Legend Backfill

D2 0.40 - 1.20

E1 0.60

D4 1.20 - 2.00

S 1.20 N=4

S 2.00 N=5

S 3.00 N=4

D7 3.40 - 4.00

S 4.00 N=8

SD8 4.00 - 4.45

D9 4.50 - 5.00

S 5.00 N=13

SD10 5.00 - 5.45

D11 5.50 - 6.50

S 6.50 N=9

SD12 6.50 - 6.95

D13 7.00 - 8.00

U14 8.00 - 8.45

D15 8.50

D16 8.50 - 9.50

S 9.50 N=19

SD17 9.50 - 9.95




Client:


Boring Diameter:

150mm to 15.00m

Casing Diameter::

150mm to 13.50m

Project No.:

G16103




2. Slight groundwater seepages encountered within sand bands below 7.00m with no levels forming during boring opera ons.

3. A9er withdrawal of casing, water formed a level at 9.20m.

4. Borehole backfilled with arisings and surface reinstated upon comple on. Area died and spoil removed from the site (75 minutes).



Level

(mAOD)

Depth

(m)

15.00

Strata Descrip on Legend Backfill

D18 10.20 - 11.00

U19 11.00 - 11.45

D20 11.50 - 12.50

S 12.50 N=20

SD21 12.50 - 12.95

D22 13.00 - 14.00

D24 14.00 - 15.00

S 14.00 N=19

SD23 14.00 - 14.45




Client:


Boring Diameter:

150mm to 15.00m

Casing Diameter::

150mm to 13.50m

Project No.:

G16103




2. Slight groundwater seepages encountered within sand bands below 7.00m with no levels forming during boring opera ons.

3. A9er withdrawal of casing, water formed a level at 9.20m.

4. Borehole backfilled with arisings and surface reinstated upon comple on. Area died and spoil removed from the site (75 minutes).


Ref: Depth (m) ResultWater

Level

(mAOD)

Depth

(m)

0.20

0.40

Strata Descrip�on



Legend Backfill

TRIAL PIT LOG - THA

Site:

Glossop Educa�on Centre

Client:


Method of Excava�on:

Hand dug pit

Dimensions:

0.50m x 0.50m

Project No.:

G16103

Logged by: TC Ground Level: Date: 29/04/2016 Loca�on: - Scale: 1:25

Remarks and Water Observa�ons Sheet 1 of 1

1. Break out pit to 0.40m to check for presence of concrete.

2. Reinstate concrete from 0.20m to 0.40m and crushed rock from 0.20m to surface.



Level

(mAOD)

Depth

(m)

0.20

0.40

Strata Descrip�on



Legend Backfill

TRIAL PIT LOG - THB

Site:


Client:



Hand dug pit

Dimensions:

0.50m x 0.50m

Project No.:

G16103







Level

(mAOD)

Depth

(m)

0.20

0.40

Strata Descrip�on



Legend Backfill

TRIAL PIT LOG - THC

Site:


Client:



Hand dug pit

Dimensions:

0.50m x 0.50m

Project No.:

G16103







Level

(mAOD)

Depth

(m)

0.20

0.40

Strata Descrip�on



Legend Backfill

TRIAL PIT LOG - THD

Site:


Client:



Hand dug pit

Dimensions:

0.50m x 0.50m

Project No.:

G16103







Level

(mAOD)

Depth

(m)

0.20

0.40

Strata Descrip�on



Legend Backfill

TRIAL PIT LOG - THE

Site:


Client:



Hand dug pit

Dimensions:

0.50m x 0.50m

Project No.:

G16103







Level

(mAOD)

Depth

(m)

0.20

0.40

Strata Descrip�on



Legend Backfill

TRIAL PIT LOG - THF

Site:


Client:



Hand dug pit

Dimensions:

0.50m x 0.50m

Project No.:

G16103








A P P E N D I X C

Laboratory Test Results - Geotechnical

TEST RESULTS SUMMARY SHEET

SITE: Glossop Education Centre

Tests carried out in accordance with B.S.1377:Part 2: 1990

(m) (%) (%) (%) (%) (%)

BH1 4.00-5.00 19 41 17 24 96 CI

BH3 3.50-4.00 14 36 15 21 65 CI

BH = Cable Percussion Borehole


NATURAL MOISTURE CONTENT AND ATTERBERG LIMIT TEST RESULTS

Report No. G16103

Date: July 2016

Hole No. Depth Natural

Moisture

Content

Liquid

Limit

Plastic

Limit

Plasticity

Index

Passing

425 μm

Sieve

Group

Symbol

RT - 1377 Triaxial (ms), Page 1 of 1 Issued by LH 25.11.10

G:\Nicholls Colton Testing\TestData\WordDocuments\Reports\New templates\RT – 1377 Triaxial (ms).doc

N i c h o l l s C o l t o n

0320

TEST REPORT

DETERMINATION OF MULTI-STAGE UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION

Glossop Education Centre

Report no. G16103-A / 27118

Order reference: Date of testing: 02/06/2016 to 04/06/2016

Date of receipt: 24/05/2016 Date of issue: 04/06/2016

NCA sample reference: 16-17151 Client reference: BH1 5.00-5.40 U11

Sample Description: Brown silty gravelly clay

Preparation

method:

BS 1377 : Part 1 :

1990 Clause 8.3

Orientation within

original sample: Vertical

Depth within

original sample:

Taken from bottom

of U100

NOTES:

1. Testing was in accordance with BS 1377: Part 7: 1990 clause 9, multi stage loading.

2. A certificate of sampling was not supplied.

3. Some information required by BS 1377 : Part 1 : 1990 clause 9 is not included in the report.

The information will be provided if requested.

..........................................................

L. Harbottle

Laboratory Manager

Nicholls Colton Analytical

Initial Properties

Sample height mm 208.0

Sample width mm 105.5

Moisture content % 11.4

Bulk density Mg/m3 2.21

Dry density Mg/m3 1.98

Rate of strain %/min 0.8

Type of membrane - latex

Membrane thickness mm 0.4

Test Data

Cell pressure kPa 100.0 200.0 400.0

Maximum deviator stress kPa 189.0 200.4 247.5

Membrane correction kPa 1.0 1.0 1.5

Corrected maximum deviator stress kPa 188.0 199.4 246.0

Cumulative strain at failure % 8.7 10.1 20.2

Mode of failure - intermediate intermediate intermediate

Shear strength (cu) kPa 94.0 99.7 123.0

Nicholls Colton Geotechnical Ltd

7-11 Harding Street

Leicester

Leicestershire

LE1 4DH




0320

TEST REPORT



Report no. G16103-A / 27119





Preparation

method:

BS 1377 : Part 1 :

1990 Clause 8.3

Orientation within


Depth within

original sample:

Taken from bottom

of U100

NOTES:





..........................................................

L. Harbottle

Laboratory Manager


Initial Properties









Test Data






Mode of failure - intermediate intermediate intermediate



7-11 Harding Street

Leicester

Leicestershire

LE1 4DH




0320

TEST REPORT



Report no. G16103-A / 27120





Preparation

method:

BS 1377 : Part 1 :

1990 Clause 8.3

Orientation within


Depth within

original sample:

Taken from bottom

of U100

NOTES:





..........................................................

L. Harbottle

Laboratory Manager


Initial Properties









Test Data






Mode of failure - plastic plastic plastic



7-11 Harding Street

Leicester

Leicestershire

LE1 4DH




A P P E N D I X D

Laboratory Test Results - Contamination

This certificate should not be reproduced, except in full, without the express permission of the laboratory.

RT - Summary Report Format, Issued by EB 10.05.16 Authorised by JG Page 1 of 7

Nicholls Colton Analytical7 - 11 Harding Street

LeicesterLE1 4DH

G16103-A/001

Project Reference - Glossop Education Centre

Analytical Test Results - NCG Soil Suite

NCA Reference 16-16914 16-16915

Client Sample Reference E1 E2

Client Sample Location BH1 BH3

Depth (m) 0.80 1.00

Date of Sampling 25.04.2016 28.04.2016

Time of Sampling PM AM

Sample Matrix Sand Clay

Determinant Units Accreditation

Arsenic (mg/kg) MCERTS 18.2 < 10

Cadmium (mg/kg) MCERTS 1.7 0.9

Chromium (Total) (mg/kg) UKAS 22.5 27.3

Copper (mg/kg) MCERTS 77.8 26.0

Lead (mg/kg) MCERTS 661 85.7

Mercury (mg/kg) UKAS 70.9 6.5

Nickel (mg/kg) MCERTS 22.5 22.7

Zinc (mg/kg) MCERTS 235 77.9

Phenols (Total) (mg/kg) MCERTS < 1 < 1

pH pH Units MCERTS 8.6 9.8

Acenaphthene (mg/kg) MCERTS 2.62 2.82

Acenaphthylene (mg/kg) UKAS 1.47 1.97

Anthracene (mg/kg) UKAS 10.9 11.5

Benzo (a) anthracene (mg/kg) MCERTS 22.6 26.5

Benzo (a) pyrene (mg/kg) MCERTS 14.8 18.2

Benzo (b) fluoranthene (mg/kg) MCERTS 27.0 32.5

Benzo (g, h, i) perylene (mg/kg) MCERTS 9.38 11.5

Benzo (k) fluoranthene (mg/kg) MCERTS 10.9 13.0

Chrysene (mg/kg) MCERTS 20.9 24.9

Dibenzo (a,h) anthracene (mg/kg) MCERTS 1.56 2.12

Fluoranthene (mg/kg) MCERTS 58.0 59.8

Fluorene (mg/kg) MCERTS 3.67 2.98

Indeno (1, 2, 3,-cd) pyrene (mg/kg) MCERTS 8.05 10.2

Naphthalene (mg/kg) MCERTS 1.99 1.42

Phenanthrene (mg/kg) MCERTS 46.6 34.2

Pyrene (mg/kg) MCERTS 49.3 53.2

Total PAH (Sum of USEPA 16) (mg/kg) UKAS 290 307




LeicesterLE1 4DH

G16103-A/001


Analytical Test Results - BRE Suite

NCA Reference 16-16916 16-16917 16-16918 16-16919

Client Sample Reference D6 D9 D18 D9

Client Sample Location BH1 BH3 BH3 BH4

Depth (m) 2.0-3.0 2.4-3.0 7.0-8.0 4.5-5.0

Date of Sampling 25.04.2016 28.04.2016 28.04.2016 29.04.2016

Time of Sampling PM AM PM AM

Sample Matrix Loam Clay Clay Clay

Determinant Units Accreditation

Water soluble sulphate (mg/l) u 110 110 41 100

Acid Soluble Sulphate (%) u 0.05 0.06 0.03 0.04

Total Sulphur (%) u 0.06 0.03 0.04 0.05

pH Value pH Units MCERTS 7.4 9.5 7.5 8.3




LeicesterLE1 4DH

G16103-A/001


Certificate Of Analysis - WAC Suite

NCA Reference 16-16915

Client Sample Reference

Sample Description

Depth (m)

Date of Sampling

Time of Sampling

Sample Matrix

Moisture Content (%)

Stone content (%)

Inert Waste Landfill

Stable non reactive

hazardous waste in a

non hazardous landfill

Hazardous Waste

Landfill

Solid Analysis

Total Organic Carbon % MCERTS 3.0 5.0 6.0

Loss on Ignition % UKAS - - 10.0

BTEX mg/kg MCERTS 6.00 - -

PCB’s (7 Congeners) mg/kg u 1.00 - -

Mineral Oil (>C10 to C40) mg/kg u 500 - -

PAH mg/kg u 100 - -

pH units MCERTS - > 6 -

Eluate Analysis

Arsenic mg/kg u < 0.03 0.50 2 25

Barium mg/kg u 0.16 20 100 300

Cadmium mg/kg u < 0.03 0.04 1 5

Chromium (total) mg/kg u < 0.03 0.5 10 70

Copper mg/kg u < 0.10 2.0 50 100

Mercury mg/kg u < 0.01 0.01 0.2 2

Molybdenum mg/kg u < 0.03 0.5 10.0 30

Nickel mg/kg u < 0.03 0.4 10.0 40

Lead mg/kg u < 0.10 0.5 10.0 50

Antimony mg/kg u < 0.01 0.06 0.7 5

Selenium mg/kg u < 0.10 0.1 0.5 7

Zinc mg/kg u < 0.10 4 50 200

Chloride mg/kg u 55 800 15000 25000

Fluoride mg/kg u 1.1 10 150 500

Sulphate (as SO4) mg/kg u 684 1000 20000 50000

Total Dissolved Solids mg/kg u 0 4000 60000 100000

Phenol Index mg/kg u < 1.0 1 - -

Dissolved Organic Carbon mg/kg u 53 500 800 1000

28.04.2016

E2, BH3

Brown sandy gravelly clay.

1.0

9.8

AM

Clay

25

0

Determined Result

1.1

4.9

<0.4

<0.4

<15

309




LeicesterLE1 4DH

G16103-A/001


Sample Descriptions

NCA ReferenceClient Sample

ReferenceSample Location Description

Moisture

Content (%)

Stone

Content (%)

16-16914 E1 BH1 Dark grey gravelly clayey sand with organic matter. 10 32

16-16915 E2 BH3 Brown sandy gravelly clay. 25 0

NCA ReferenceClient Sample

ReferenceSample Location Description

% Passing

2mm BS test

sieve

16-16916 D6 BH1 Dark grey sandy grvelly clayey silt. 71

16-16917 D9 BH3 Brown sandy gravelly clay. 87

16-16918 D18 BH3 Brown gravelly clay. 99

16-16919 D9 BH4 Brown gravelly clay. 100




LeicesterLE1 4DH

G16103-A/001


Analysis Methodologies

Matrix DeterminantSample condition

for analysisTest Method used

Soil Metals Air Dried In house method statement - MS - CL - ICP metals

Soil PAH As Received In house method statement - MS - CL - PAH (As received)

Soil Phenols As Received In house method statement - MS - CL - Phenols (Skalar)

Soil pH As Received In house method statement - MS - CL - pH (Soil) using a 1:3 soil to water extraction

Soil Sulphate Air Dried In house method statement - MS - CL - Anions (Aquakem)

Soil Acid Sulphate Air Dried In house method statement - MS - CL - BRE

Soil Total Sulphur Air Dried In house method statement - MS - CL - BRE




LeicesterLE1 4DH

G16103-A/001


WAC Analysis Methodologies

Matrix DeterminantSample condition

for analysisTest Method used

Soil TOC Air Dried In house method statement - MS - CL - TOC

Soil LoI Air Dried BS 1377, Part 3, 1990

Soil BTEX As Received In house method statement - MS - CL - VOC and BTEX

Soil PCB As Received In house method statement - MS - CL - PCB

Soil Mineral Oil As Received In house method statement - MS - CL - TPH

Soil PAH As Received In house method statement - MS - CL - PAH (As received)

Soil pH As Received In house method statement - MS - CL - pH (Soil) using a 1:3 soil to water extraction

Eluate Metals Leached In house method statement - MS - CL - Water Metals

Eluate Anions Leached In house method statement - MS - CL - Anions (Aquakem)

Eluate Phenol Index Leached In house method statement - MS - CL - Phenols (Skalar)

Eluate DOC Leached In house method statement - MS - CL - DOC






DRAWINGS

G16103-IR/01 Site Location Plan

G16103-IR/02 Exploratory Hole Location Plan

Based upon the 1993 Ordnance Survey 1:50000 Scale Landranger 110 Map with the permission of the Controller

of Her Majesty’s Stationery Office, Crown copyright Nicholls Colton and Partners Ltd.,

7-11 Harding Street, Leicester. Conventional Licence No. AL 100014431.

NICHOLLS COLTON GEOTECHNICAL Client:

7-11 Harding Street

Leicester LE1 4DH


Project:

A Proposed Extension at Glossop Education Centre, Derbyshire.

Drawing No: Title: Date:

G16103-IR/01 Site Location Plan July 2016

SITE

North