interpretative report on a ground investigation for

INTERPRETATIVE REPORT

on

A GROUND INVESTIGATION

for

BUTLERS HILL INFANTS/BROOMHILL JUNIOR SCHOOL,

HUCKNALL,

NOTTINGHAMSHIRE

FAITHFUL+GOULD

BROADGATE HOUSE

BROADGATE

BEESTON

NOTTINGHAM

NG9 2HF

REPORT NO: G15039-H-IR APRIL 2015

Butlers hill Infants/Broomhill Junior School, Hucknall, Nottinghamshire - Ground Investigation Report

Nicholls Colton Geotechnical Report No: G4039-H-IR

April 2015 Status: Final

CONTENTS

SECTION TITLE PAGE NO.

Factual Information

1. Introduction 1

2. Site Description 1

3. Geological Review 2

4. Site Work 2

5. In Situ Testing 2

6. Laboratory Testing 3

7. General Geology and Revealed Strata 4

8. Groundwater 4

Assessment and Recommendations

9. Proposed Works 5

10. Soil Profile 5

11. Excavations 6

12. Foundations 7

13. Ground Floor Slabs 7

14. Concrete Classification 7

15. Drainage 8

16. Hardstanding 8

17. Soil Contamination 8

18. Summary and Conclusions 10

Appendix

A. Window Sample Borehole Logs

B. Falling Head Test Results

C. Laboratory Test Results – Geotechnical

D. Laboratory Test Results – Soil Contamination

Drawings

G15039-H-IR/01 Site Location Plan

G15039-H-IR/02 Exploratory Hole Location Plan

Butlers Hill Infants/Broomhill Junior School, Hucknall, Nottinghamshire - Ground Investigation Report

Nicholls Colton Geotechnical 1 of 10 Report No: G15039-H-IR


INTERPRETATIVE REPORT ON A GROUND INVESTIGATION FOR PROPOSED NEW CLASSROOM BLOCKS AT

BUTLERS HILL INFANTS/BROOMHILL JUNIOR SCHOOL, HUCKNALL, NOTTINGHAMSHIRE

Factual Information

1. Introduction

1.1 This report has been prepared on instructions given by Faithful+Gould, Broadgate House,

Broadgate, Beeston, Nottingham, NG9 2HF.

1.2 It is understood that it is proposed to install two modular classroom units and construct an area of

car parking in an existing playground area. Associated landscaping, drainage and utility works will

be required.

1.3 The purpose of this investigation was to obtain preliminary data regarding 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.

1.5 The school is located some 5km north west of Nottingham city centre in Hucknall and is situated

adjacent to a residential area with access from Broomhill Road (National Grid Reference SK 54024

48235). The location of the site is shown on the appended site location plan (Nicholls Colton

Geotechnical drawing no. G15039-H-IR/01).

1.6 This report has been prepared on the specific instructions of Faithful+Gould and Nottinghamshire

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 combined campus grounds amalgamate Butlers Hill primary & infant’s school, Broomhill

junior’s school and a Sure Start nursery. Three separate areas were investigated:-

� A new F2 classroom block is proposed in area of soft landscaping located to the east

of the playground within the grounds of Butlers Hill primary & infants school. The

topography is flat and the area is surfaced with turf interspersed with trees and

shrubs.

� The playground at the rear of Broomhill Juniors school is a flat area surfaced in

bituminous macadam it is the proposed location for a new car park.




� A new KS2 classroom block is proposed in an area at the north west corner of the

Broomhill Juniors playing field adjacent to the Astro turf pitch. There is a slight fall in

ground level at the edge of the playing field. There are several mature deciduous

trees at the north western end of the area. A Sewer is likely to traverse the footprint

of the new building.

• No sources of potential contamination were noted within any of the areas proposed for

development.

3. Geological Review

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

geology to comprise the Edlington Formation (mudstone and sandstone with subordinate

siltstone) of the Permian period. No superficial deposits are anticipated to be present beneath the

site.

3.2 The property lies in an area recognised for the higher probability of radon and on this basis basic

radon protection measures are likely to be required. This aspect should be confirmed with the

Local Authority Building Control.

3.3 Coal bearing strata are anticipated to underlie the site at depth. No assessment of the potential

for mineworkings has been undertaken as part of this investigation, such work is outside of the

scope of this report.

4. Site Work

4.1 Five window sample boreholes (WS1 to WS5 inclusive) were put down to depths ranging from

2.30m (WS4) to 3.70m (WS5) below existing ground level, to provide information for the

proposed works.

4.2 The window sample borehole logs are included in this report as Appendix A.

4.3 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 positions of the

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

Geotechnical drawing no. G15039-H-IR/02).

4.4 Fragmentary disturbed samples were recovered from all materials revealed within the window

sample boreholes. Geo-environmental samples were obtained specifically for contamination

testing.

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

testing.

4.6 The fieldwork was carried out on 25th

February 2015.

4.7 Fieldwork was generally carried out in accordance with BS5930 (1999) “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 A). The calibration / efficiency certificate

for the rig is also attached.

5.2 A falling head permeability test was undertaken within borehole WS1 to assess the suitability of

the soils at the site for the adoption of soakaway drainage. The results of the falling head test are

included in this report as Appendix B.

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

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 9th

to 18th

March 2015.

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 five soil samples was

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

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

(all values ‘total’ unless otherwise stated)

• Arsenic • Mercury

• Asbestos (presence of) • Nickel

• Cadmium • Phenols

• Chromium • pH Value

• Copper • Speciated Polyaromatic Hydrocarbons (PAH)

• Lead • Zinc




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 Three soil samples were also tested for part of or all of 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 9th

to 18th

March 2015.

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 Geological sources (including the Geological Survey of Great Britain (England and Wales) sheet no.

125, Derby) indicate the site to lie in an area where the bedrock geology is anticipated to

comprise the Edlington Formation. No superficial deposits are anticipated within the area of the

site.

7.2 Strata of the carboniferous coal measures are anticipated to underlie the site at depth. No

assessment of the potential for mineworkings has been undertaken as part of this investigation,

such work is outside of the scope of this report

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

TOPSOIL - Turf over TOPSOIL.

SUPERFICIAL DEPOSITS - Orange brown silty CLAY

EDLINGTON FORMATION - Orange brown silty SANDSTONE

8. Groundwater

8.1 A slight groundwater entry was recorded at 0.50mm below ground level in borehole WS5. No

further groundwater entries were recorded within any of the remaining window sample

boreholes.

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

investigation.




Assessment and Recommendations

9. Proposed Works

9.1 It is understood that Nottinghamshire County Council propose to commission the installation of

two new modular classroom units. Additional improvement works include the conversion of a

playground area to car parking, landscaping and provision of updated utility services.

10. Soil Profile

10.1 Topsoil/Made Ground

10.1.1 A thin covering of turf overlying topsoil has been encountered within four of the window sample

boreholes (not WS3) at depths ranging from 0.25m to 0.38m below ground existing ground level.

10.1.2 Hardstanding surfacing comprising bituminous macadam overlying crushed rock sub-base was

present in WS3 to a depth of 0.28m below existing ground level.

10.1.3 The topsoil/hardstanding is generally underlain by brown and grey sandy gravelly clay based

made ground materials extending to a maximum proven depth of 0.95m (WS2). No made ground

materials were encountered in WS4.

10.1.4 No olfactory or visible evidence of contamination was recorded within the topsoil/made ground

materials within any of the exploratory holes.

10.2 Superficial Deposits

10.2.1 Underlying the topsoil/made ground, a thin band of superficial deposits has been recorded within

four of the window sample boreholes to a maximum proven depth of 2.45m.

10.2.2 The superficial deposits were recorded as generally comprising firm and stiffer orange brown

sandy gravelly clays.

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

superficial cohesive deposits and the results indicate compliance with the definition of CL soils

(i.e. soils of low plasticity) after the classification system in BS 5930:1999. These deposits are

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

4.2: 2014, based on the amended plasticity indices.

10.2.4 SPT ‘N’ values of N=4 and N=10 were recorded within the cohesive superficial deposits generally

confirming the field assessment of these soils as firm to stiff.

10.3 Edlington Formation

10.3.1 Underlying the topsoil/made ground and superficial deposits, strata assessed to be of the

Edlington Formation have been recorded within four of the window sample boreholes (not WS1)

to a maximum proven depth of 3.70m.




10.3.2 The Edlington Formation deposits were recorded as generally comprising orange and red brown

sandy clays, overlying orange brown fine to medium grained competent sandstone. The

sandstone rock was encountered at depths ranging from 1.90m (WS4) to 3.60m (WS5). Hard red

brown clay was encountered at the base of WS4

10.3.3 SPT ‘N’ values of N=4 and N=23 were recorded within the cohesive deposits of the Edlington

Formation generally confirming the field assessment of these soils as firm to stiff.

10.3.4 Refusal SPT ‘N’ values N>50 were recorded at the base of boreholes WS2 to WS5 inclusive (at

depths varying from 2.30m to 3.70m). The rock strength within the upper weathered sandstone

horizons is considered to be very weak to weak (in terms of rock strength).

10.3.5 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 CL and CI soils (i.e.

soils of low to intermediate plasticity) after the classification system in BS 5930:1999. These

deposits are considered to be of low swelling/shrinkage potential in accordance with NHBC

Standards Chapter 4.2: 2014, based on the amended plasticity indices.

10.3.6 The base of the Edlington Formation has not been proven within any of the window sample

boreholes.

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. However, given the shallow bedrock deposits the requirement for

heavier plant cannot be discounted.

11.2 Localised falls should be anticipated from the faces of near vertically sided unsupported

excavations at the site, these will be particularly prevalent within the made ground and any soft

cohesive soils or natural granular horizons. It is recommended that where personnel are required

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

reduction to intermediate support may be justifiable in the natural firm and stiffer clays or weak

rock deposits

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

trained and experienced personnel.

11.4 A single groundwater entry was recorded at 0.50m in WS5 during the fieldwork period, the

remaining boreholes all remained dry.

11.5 Should localised groundwater be encountered during the construction phase initially traditional

sump and pump methods of dewatering should be used, if required. However, factors such as the

length of time excavations are left open and the depth of excavation will affect the efficiency /

viability of such a dewatering technique.




12. Foundations

12.1 It is understood that Nottinghamshire County Council propose to commission the installation of

two new modular classroom units at the site.

12.2 The exploratory holes put down at the site have typically revealed a shallow horizon of topsoil to a

maximum depth of 0.38m which is typically underlain by cohesive made ground materials to a

maximum proven depth of 0.95m (WS2). Superficial deposits typically comprising firm and stiff

variably sandy gravelly clays overlie cohesive weathered bedrock and competent weathered

sandstone bedrock generally comprising weak brown and yellow sandstone.

12.3 The topsoil and made ground is not suitable as a formation and should be fully penetrated by all

new construction. It is considered that the natural cohesive soils will prove suitable as a formation

for the adoption of traditional strip/trench fill foundations.

12.4 As a guide, for a 0.60 metre wide strip/trench fill footings, bearing on the natural firm or stiffer

cohesive deposits at a minimum depth of 0.75m below ground level an allowable net bearing

pressure of at least 125kN/m2 is considered appropriate (equivalent to 75kN/m run for

strip/trench footings). This value incorporates a factor of safety of three and total settlements are

not expected to exceed approximately 20mm, thereby keeping differential settlements within

acceptable limits.

12.5 A small number of semi-mature trees are present on and in close proximity to the site and it

would be prudent to consider additional deepening of foundations for plots bearing on cohesive

soils that lie in proximity to any trees (whether to be removed or to remain). Planting proposals

for the site should also be considered. An assessment of the actual depths required can be

undertaken following finalisation of the planning layout, and confirmation of the existing and

proposed tree and hedgerow species/heights and locations, by an experienced arboriculturalist.

The guidelines contained in NHBC Standards, Chapter 4.2, September 2014 'Building near trees'

should be followed in this respect.

12.6 Where foundation depths are greater than 1.5 metres due to the effects of tree growth a suitable

compressible material should be provided against the inside faces of all external foundation walls.

13. Ground Floor Slab

13.1 Given that the proposed classrooms comprise modular units it is anticipated that no ground floor

slab will be required (it will be an integral part of each unit).

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 static groundwater conditions.

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

range 14mg/l to 40mg/l as SO4. The pH values of the soil samples lie within the range 6.9 to 8.0.




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-1s. Static groundwater conditions have been assumed for this determination.

15. Drainage

15.1 Consideration has been given to the possibility of utilising soakaway drainage at the site.

15.2 A single falling head permeability test has been undertaken within borehole WS1 to provide a

preliminary assessment of the suitability of the near surface soils for the adoption of soakaway

drainage. The results are included in this report as Appendix B.

15.3 The water failed to dissipate sufficiently within five hours and it has not been possible to calculate

a soil infiltration rate. On this basis it is considered that the soils at the site will not prove suitable

for the adoption of soakaway drainage.

15.4 It should be noted that the soils at the site are predominantly cohesive and therefore soakaway

drainage is unlikely to be practicable. Further testing at the site would be required to confirm the

suitability of the sandstone deposits.

16. Hardstanding

16.1 A car parking area is proposed to the north of the school building in an existing playground area. It

is anticipated that generally the hardstanding construction at the site should not present any

significant difficulties. Following removal of the existing hardstanding construction, it is

anticipated that generally made ground will be present at the anticipated formation level (0.50m

to 0.60m) for the access roads and car park areas.

16.2 Should made ground materials be revealed at the proposed formation level (as expected), the

exposed materials should be inspected, and if considered satisfactory, theses may be proof rolled

prior to construction of the road. If exposed sub-grade appears particularly soft or otherwise

unsatisfactory, then it may be prudent to excavate these to a depth of say 0.50m below formation

level. An approved imported inert granular fill may then be placed and compacted in thin layers

compatible with compaction plant employed.

16.3 Confirmatory in situ testing may be prudent during the construction phase, once exposed at

formation.

16.4 On this basis, it is considered appropriate to adopt a design CBR value of <2%.

16.5 Care should be taken to ensure that the formation is not exposed for prolonged periods,

particularly if weather is inclement.

17. Soil Contamination

17.1 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).




17.2 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.

17.3 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).

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

17.5 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.

17.6 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.

17.7 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.

17.8 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.

17.9 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.

17.10 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 ‘residential housing

with plant uptake’. This assumes that properties will have private garden areas where vegetables

may be grown and subsequently eaten. This is a highly conservative approach given the proposed

end usage of the site.

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

selected contaminants. The testing has included three samples of the topsoil and two samples of

the underlying natural cohesive soil. The results are included as Appendix D.

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

relevant S4ULs, and in the case of lead, the C4SL for the residential with plant uptake end use.




17.13 Three samples have been screened for the presence of asbestos. No asbestos was identified in

any of the samples tested.

17.14 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 occupiers.

17.15 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.

18. Summary and Conclusions

18.1 The exploratory holes have confirmed the presence of up to 0.95m of topsoil/made ground within

the development area of the site. Underlying the topsoil/made ground, firm and stiffer variably

sandy gravelly clays underlain with competent sandstones have been encountered. These natural

deposits should provide a suitable formation for the proposed development on this site with

traditional strip/trench fill/pad foundations (subject to confirmation of the likely formation loads).

18.2 On the basis of the soil contamination assessment it is considered that specific remedial measures

will not be necessary with respect to protection of future occupiers or controlled waters.

P. Plumpton

BSc

Geo-Environmental Engineer

NICHOLLS COLTON GEOTECHNICAL

N. Hutt

BEng

Director





A P P E N D I X A

Window Sample Borehole 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 - sample of 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.

Site

Client Boring diameter:

Scale:Date:

Depth (m)Ref:Level Depth Legend

Strata Description(m)(mAOD)

Remarks and Water Observations

Water

Logged by: Ground Level:

Casing diameter: Project No.:

Location:

Backfill

Nottinghamshire County Council.

Hand dug starter pit to 1.00m to check for services.1.

No groundwater seepages were encountered during window sampling operations. 2.Falling head permeability test carried out with test zone from 1.00m to 2.00m. 3.

On completion of the falling head permeability test the borehole was backfilled with compacted spoil supplemented by sand and

gravel ballast.

4.

Samples & In situ Tests

NB

SPT N

Butlers Hill Infants/Broomhill Junior School, Hucknall, Nottingham.

25/02/2015

(Window Sampler)

BOREHOLE RECORD - WS1

-

G15039-H100 mm to 2.00m

E1

B2

D3

S

SD4

D5

D6

S

SD7

0.20

0.30-0.45

0.70

1.00

1.00-1.45

1.00-1.30

1.30-1.85

2.00

2.00-2.45

N=4

N=10

0.25

0.45

0.90

1.85

1.95

2.45

MADE GROUND - turf over brown topsoil with many

roots.

MADE GROUND - brown clayey sandy slightly gravelly

silt with occasional ceramic fragments (gravel is

fine to coarse angular to sub-rounded flint and

quartz).

Orange brown slightly clayey sandy slightly

gravelly SILT (gravel is medium to coarse angular

to sub-rounded flint and quartz).

Firm orange and red brown sandy gravelly CLAY

(gravel is medium to coarse sub-angular to

sub-rounded quartz).

Orange silty fine to medium SAND.

Firm orange and red brown sandy slightly gravelly

CLAY (gravel is medium to coarse sub-angular to


End of Borehole at 2.45 m

1:50

Sheet 1 of 1

Site


Scale:Date:




Water



Location:

Backfill



No groundwater seepages were encountered during window sampling operations. 2.The borehole was backfilled with compacted spoil. 3.


NB

SPT N


25/02/2015

(Window Sampler)


-

G15039-H100 mm to 2.69m

E1

D2

E3

S

SD4

D5

D6

S

SD7

D8

S

SD9

0.20

0.60

0.70

1.00

1.00-1.45

1.30-1.80

1.80-2.00

2.00

2.00-2.45

2.10-2.60

2.60

2.60-2.69

N=4

N=11

50/30mm

0.30

0.95

2.10

2.60

2.69

MADE GROUND - turf over brown topsoil with

occasional roots.

MADE GROUND - brown clayey sandy slightly gravelly

silt with occasional fragments of metal, sandstone

cobbles and roots (gravel is medium to coarse

angular to sub-rounded flint and quartz).

Firm orange and red brown sandy CLAY with

occasional roots.

Stiff red brown locally pale grey and yellow

marbled CLAY.

Weak pale brown and yellow fine to medium grained

SANDSTONE.


1:50

Sheet 1 of 1

Site


Scale:Date:




Water



Location:

Backfill


Break out bituminous macadam hard standing and hand dig starter pit to 1.00m to check for services.1.

No groundwater seepages were encountered during window sampling operations. 2.The borehole was backfilled with compacted spoil topped with a cold lay bituminous macadam reinstatement. 3.


NB

SPT N


25/02/2015

(Window Sampler)


-

G15039-H100 mm to 3.08m

E1

D2

D3

D4

S

SD5

D6

D7

S

SD8

D9

S

SD10

0.30

0.45

0.70

0.80-1.00

1.00

1.00-1.45

1.00-1.30

1.50-1.80

2.00

2.00-2.45

2.50-2.90

2.90

2.90-3.08

N=8

N=12

50/105mm

0.03

0.08

0.28

0.65

0.80

1.30

1.50

2.90

3.08

MADE GROUND - bituminous macadam wearing course.

MADE GROUND - bituminous macadam base course.

MADE GROUND - pale brown crushed rock sub-base.

MADE GROUND - stiff dark brown silty sandy clay

with occasional brick fragments (gravel is medium

to coarse sub-angular to sub-rounded quartz).

Pale brown clayey silty gravelly fine to medium

SAND (gravel is medium to coarse sub-angular to

sub-rouded quartz).

Soft orange brown and pale brown silty sandy CLAY

with occasional roots.

. . . becoming firm from 1.00m.

Stiff red brown locally pale grey and yellow

marbled slightly gravelly CLAY with occasional

roots (gravel is fine to medium sub-angular to


Stiff red brown locally pale yellow and pale grey

marbled CLAY.

Very weak orange pale grey and yellow fine to

coarse grained SANDSTONE.


1:50

Sheet 1 of 1

Site


Scale:Date:




Water



Location:

Backfill



No groundwater seepages were encountered during window sampling operations. 2.The borehole was backfilled with compacted spoil supplemented by sand and gravel ballast. 3.


NB

SPT N


25/02/2015

(Window Sampler)


-

G15039-H100 mm to 2.30m

E1

B2

D3

S

SD4

D5

S

D6

SD7

0.20

0.40-0.60

0.80-1.00

1.00

1.00-1.45

1.50-1.90

1.90

1.90-2.00

1.90-2.30

N=11

50/250mm

0.38

1.10

1.90

2.00

2.30

Turf over brown TOPSOIL.

Firm orange and red brown locally pale grey silty

sandy CLAY with pockets of orange brown silty fine

to medium SAND.

. . . no sand pockets evident from 0.70m.

Stiff red brown locally pale yellow marbled CLAY.

Very weak orange and red brown silty fine to medium

grained SANDSTONE.

Hard red brown CLAY with a thin band of sandstone.


1:50

Sheet 1 of 1

Site


Scale:Date:




Water



Location:

Backfill



Slight groundwater seepages were encountered at 0.50m within the hand dug starter pit. 2.The borehole was backfilled with compacted spoil supplemented by sand and gravel ballast. 3.


NB

SPT N


25/02/2015

(Window Sampler)


-

G15039-H100 mm to 3.70m

E1

E2

D3

S

SD4

D5

D6

S

SD7

D8

D9

S

SD10

D11

S

D12

0.20

0.50

0.70-1.00

1.00

1.00-1.45

1.00-1.50

1.50-2.00

2.00

2.00-2.45

2.45-2.55

2.70-3.00

3.00

3.00-3.45

3.30-3.60

3.60

3.60-3.70

N=10

N=15

N=23

50/40mm

0.26

0.70

1.00

1.50

3.60

3.70

MADE GROUND - turf over brown topsoil.

MADE GROUND - very stiff grey and brown sandy

slightly gravelly clay (gravel is medium to coarse

sub-angular to sub-rounded quartz).

Firm orange and red brown silty sandy slightly

gravelly CLAY (gravel is medium to coarse

sub-angular to sub-rounded quartz).

Stiff red and orange brown locally pale grey and

yellow locally sandy CLAY with rare fine to medium

sub-angular to sub-rounded quartz gravel and

occasional sand lenses.

Stiff red brown and pale grey green mottled CLAY

. . . with occasioanl thin bands of very weak

sandstone from 2.00m.

Very weak to weak orange and pale brown fine to

coarse grained SANDSTONE.


1:50

Sheet 1 of 1




A P P E N D I X B

Falling Head Test Results

IN SITU TESTING REPORT

SITE: Butlers Hill Infants/Broomhill Junior School, Hucknall, Nottinghamshire.

FALLING HEAD PERMEABILITY TEST RESULT

Borehole No: WS1

Date of test

Borehole Depth: 2.00 m Initial Ground Water Level: 2.00 m

Borehole Diameter: 0.12 m Casing Diameter: N/A m

Test Zone Length: 1.00 m Casing Depth: N/A m

Top of casing (AGL): N/A m

Description of test zone:

Red brown sandy gravelly CLAY

Time (s) Head (m)

0 1.00

60 0.99

300 0.97

1260 0.94

2160 0.93

8460 0.89

18060 0.88

Using Variable Head Formula k= A

FT

where F = 2x P x L

loge[(L/D)+Ö(1+(L/D)2)]

(From B.S.5930:1999) and CIRIA Report 113, Figure A9)

Water level did not fall sufficiently in 5 hours to achieve H/Ho=0.37.

No infiltration rate has been calculated, the soils at the site are considered to be

relatively impermeable

0.01

0.10

1.00

0 4000 8000 12000 16000 20000

He

ad

ra

tio

H/H

o

Elapsed time t (s) T

0.37


LR: G15039-H

DATE: April 2015




A P P E N D I X C

Laboratory Test Results - Geotechnical

TEST RESULTS SUMMARY SHEET

SITE: Butlers Hill Infants and Broomhill Junior School

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

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

WS1 1.00 - 1.30 13 30 13 17 67 CL

WS2 1.30 - 1.80 19 32 15 17 100 CL

WS4 1.50 - 1.90 17 42 17 25 100 CI

WS5 0.70 - 1.00 14 24 14 10 87 CL

WS = Window Sample Borehole


NATURAL MOISTURE CONTENT AND ATTERBERG LIMIT TEST RESULTS

Report No. G15039-H

Date: April 2015

Hole No. Depth Natural

Moisture

Content

Liquid

Limit

Plastic

Limit

Plasticity

Index

Passing

425 μm

Sieve

Group

Symbol




A P P E N D I X D

Laboratory Test Results – Soil Contamination

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

RT - Summary Report Format, Issued by JG 13.03.15 Authorised by MS Page 1 of 8

Nicholls Colton Analytical

7 - 11 Harding Street

Leicester

LE1 4DHG15039-H/001

Analytical Test Results - NCG Soil Suite

NCA Reference 15-6073 15-6074 15-6076 15-6077 15-6078 15-6080

Client Sample Location WS1 WS1 WS2 WS4 WS4 WS5

Client Sample Reference B2 D3 D2 E1 B2 E2

Depth (m) 0.3-0.45 0.70 0.60 0.20 0.4-0.6 0.50

Date of Sampling 25.02.2015 25.02.2015 25.02.2015 25.02.2015 25.02.2015 25.02.2015

Time of Sampling AM AM AM PM PM PM

Sample Matrix Sand Sand Sand Clay Clay Clay

Determinant Units Accreditation

Arsenic (mg/kg) MCERTS < 10 < 10 < 10 < 10 < 10 -

Cadmium (mg/kg) MCERTS 0.6 0.7 0.7 0.7 0.8 -

Chromium (Total) (mg/kg) UKAS 11.5 9.2 11.4 10.9 13.8 -

Copper (mg/kg) MCERTS 25.0 21.2 27.4 36.9 75.5 -

Lead (mg/kg) MCERTS 55.5 56.9 57.8 66.7 45.2 -

Mercury (mg/kg) UKAS < 2.5 < 2.5 < 2.5 < 2.5 < 2.5 -

Nickel (mg/kg) MCERTS 12.4 11.3 12.7 17.2 20.5 -

Zinc (mg/kg) UKAS 68.1 63.0 77.7 74.9 98.4 -

Phenols (Total) (mg/kg) MCERTS <1.2 <1.1 <1.2 <1.3 <1.2 -

pH pH Units MCERTS 7.0 6.9 6.9 8.0 7.2 -

Acenaphthene (mg/kg) MCERTS <0.1 <0.1 <0.1 <0.1 <0.1 -

Acenaphthylene (mg/kg) UKAS <0.1 <0.1 <0.1 <0.1 <0.1 -

Anthracene (mg/kg) UKAS <0.1 <0.1 <0.1 <0.1 <0.1 -

Benzo (a) anthracene (mg/kg) MCERTS 0.2 0.1 <0.1 <0.1 <0.1 -

Benzo (a) pyrene (mg/kg) MCERTS 0.2 <0.1 <0.1 <0.1 <0.1 -

Benzo (b) fluoranthene (mg/kg) MCERTS 0.2 0.1 <0.1 <0.1 <0.1 -

Benzo (g, h, i) perylene (mg/kg) MCERTS 0.1 <0.1 <0.1 <0.1 <0.1 -

Benzo (k) fluoranthene (mg/kg) MCERTS <0.1 <0.1 <0.1 <0.1 <0.1 -

Chrysene (mg/kg) MCERTS 0.2 0.2 <0.1 <0.1 <0.1 -

Dibenzo (a,h) anthracene (mg/kg) MCERTS <0.1 <0.1 <0.1 <0.1 <0.1 -

Fluoranthene (mg/kg) MCERTS 0.8 0.5 0.3 0.4 <0.1 -

Fluorene (mg/kg) MCERTS <0.1 <0.1 <0.1 <0.1 <0.1 -

Indeno (1, 2, 3,-cd) pyrene (mg/kg) MCERTS 0.1 <0.1 <0.1 <0.1 <0.1 -

Naphthalene (mg/kg) MCERTS <0.1 <0.1 <0.1 <0.1 <0.1 -

Phenanthrene (mg/kg) MCERTS 0.5 0.2 <0.1 0.1 <0.1 -

Pyrene (mg/kg) MCERTS 0.7 0.4 0.3 0.3 <0.1 -

Total PAH (Sum of USEPA 16) (mg/kg) UKAS 3.7 2.4 2.0 2.1 <1.6 -

Asbestos - UKASNo asbestos

detected-

No asbestos

detected- -

No asbestos

detected

Project Reference - Butlers Hill Infants - Broomhill Junior Schools, Hucknall, Nottingham





Leicester

LE1 4DHG15039-H/001

Analytical Test Results - BRE Suite

NCA Reference 15-6073 15-6074 15-6075 15-6076 15-6079 15-6080

Client Sample Reference B2 D3 D5 D2 D3 E2

Client Sample Location WS1 WS1 WS1 WS2 WS4 WS5

Depth (m) 0.3-0.45 0.70 1.0-1.3 0.60 0.8-1.0 0.50

Date of Sampling 25.02.2015 25.02.2015 25.02.2015 25.02.2015 25.02.2015 25.02.2015

Time of Sampling AM AM AM AM AM AM

Sample Matrix Sand Sand Clay Sand Clay Clay


Water soluble sulphate (mg/l) u <10 <10 12 <10 <10 <10

Acid Soluble Sulphate (%) u 0.06 - - 0.07 - 0.01

Total Sulphur (%) u 0.03 - - 0.04 - <0.01

pH Value pH Units MCERTS 7.0 6.9 6.7 6.9 7.3 6.8

Project Reference - Butlers Hill Infants - Broomhill

Junior Schools, Hucknall, Nottingham





Leicester

LE1 4DHG15039-H/001

Analytical Test Results - BRE Suite

NCA Reference

Client Sample Reference

Client Sample Location

Depth (m)

Date of Sampling

Time of Sampling

Sample Matrix


Water soluble sulphate (mg/l) u

Acid Soluble Sulphate (%) u

Total Sulphur (%) u

pH Value pH Units MCERTS

Project Reference - Butlers Hill Infants - Broomhill

Junior Schools, Hucknall, Nottingham

15-6081

D5

WS5

1.0-1.5

25.02.2015

AM

Clay

18

-

-

7.8





Leicester

LE1 4DHG15039-H/001

NCA Reference 15-6078

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 0.07 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 0.30 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 2 800 15000 25000

Fluoride mg/kg u 2.0 10 150 500

Sulphate (as SO4) mg/kg u 29 1000 20000 50000

Phenol Index mg/kg u < 1.0 1 - -

Dissolved Organic Carbon mg/kg u 65 500 800 1000

25.02.2015


Certificate Of Analysis - WAC Suite

B2, WS4

Orange/brown silty sandy clay.

0.4-0.6

7.2

PM

Clay

24

0.2

Determined Result

<1.0

4.3

<0.3

<0.04

<19

<1.7





Leicester

LE1 4DH

G15039-H/001

Sample Descriptions

NCA ReferenceClient Sample

ReferenceSample Location Description

Moisture

Content (%)

Stone

Content (%)

15-6073 WS1 B2 Dark brown silty gravelly sand. 20 8.7

15-6074 WS1 D3 Dark brown silty gravelly sand. 9.3 57

15-6076 WS2 D2 Dark brown silty gravelly sand with organic material. 20 9.1

15-6077 WS4 E1 Dark brown silty sandy gravelly clay with organic matter. 27 6.1

15-6078 WS4 B2 Orange/brown silty sandy clay. 24 0.2

NCA ReferenceClient Sample

ReferenceSample Location Description

% Passing

2mm BS test

sieve

15-6075 D5 WS1 Red/brown sandy clay. 100


15-6080 E2 WS5 Dark brown sandy gravelly clay. 89







Leicester

LE1 4DHG15039-H/001

Analysis Methodologies

Matrix DeterminantSample condition

for analysisTest Method used

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

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

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

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

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

Soil Asbestos As Received

Fibre identification is in accordance with in house documented methods which are based

on the procedure documented in the HSE Document HSG 248 "Asbestos: The analysts

guide for sampling, analysis and clearance procedures"






Leicester

LE1 4DHG15039-H/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 Air Dried In house method statement - MS - CL - PAH

Soil pH Air Dried In house method statement - MS - CL - pH (Soil)

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

G15039-H-IR/01 Site Location Plan

G15039-H-IR/02 Exploratory Hole Location Plan

Based upon the 2014 Ordnance Survey 1:50000 Scale Opendata SK54 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 License No. AL 100014431.

NICHOLLS COLTON GEOTECHNICAL Client:

7-11 Harding Street

Leicester LE1 4DH

Faithful + Gould

Project:

Butlers Hill Infants/Broomhill Junior School, Hucknall, Nottinghamshire

Drawing No: Title: Date:

G15039-H-IR/01 Site Location Plan April 2015

SITE

North

interpretative report on a ground investigation for

Documents