PC124998 Factual Report - Planning Inspectorate · 2016-05-12 · APPENDIX 4 Cable Percussion and Rotary Borehole Records ... Factual Report, Project No PC124998, October 2012. 203

OS License Number : 100020449

Stage 1 Preliminary GroundInvestigationat

Kegworth

Factual Report

for

Waterman Transport andDevelopments Limited

Project Number : PC124998

October 2012Issuing office :

Head Office CoventryGeotechnics LimitedThe Geotechnical Centre203 Torrington AvenueTile HillCoventryCV4 9APT: 024 7669 4664F: 024 7669 [email protected]

North West Office

Geotechnics Limited

The Geotechnical Centre

Unit 1, Borders Industrial Park

River Lane, Saltney

Chester

CH4 8RJ

T: 01244 671 117

F: 01244 671 122

[email protected]

South West Office

Geotechnics Limited

The Geotechnical Centre

7 Pinbrook Units

Venny Bridge

Exeter

EX4 8JQ

T: 01392 463 110

F:01392 463 111

[email protected]

Geotechnics Limited, Registered in England No. 1757790 at The Geotechnical Centre, 203 Torrington Avenue, Tile Hill, Coventry CV4 9AP

Stage 1 Preliminary Ground Investigationat

Factual Report

Kegworth

forWaterman Transport and Developments Limited

Project No:

PC124998

October 2012

LIST OF CONTENTS

Page No

1.0 INTRODUCTION 1

2.0 OBJECT AND SCOPE OF THE INVESTIGATION 1

3.0 PRESENTATION 1

4.0 THE SITE 1

4.1 Location 1

4.2 Description 1

5.0 PROCEDURE 2

5.1 Commissioning 2

5.2 General 2

5.3 Boreholes 2

5.4 Rotary Core Follow-on Drillholes 2

5.5 In situ Permeability Tests 2

5.6 Instrumentation and Monitoring 3

6.0 LABORATORY TESTING 3

6.1 Geotechnical 3

CO

NT

EN

TS

APPENDICES

APPENDIX 1 The Brief

APPENDIX 2 Site Location Plan

APPENDIX 3 Site Photographs

APPENDIX 4 Cable Percussion and Rotary Borehole Records

APPENDIX 5 Rotary Core Photographs

APPENDIX 6 In Situ Permeability Tests

APPENDIX 7 Exploratory Hole Location Plan

APPENDIX 8 Monitoring Results

APPENDIX 9 Laboratory Test Results - Geotechnical

APPENDIX 10 Investigation Techniques and General Notes

AP

PE

ND

ICE

S

Geotechnics Limited Kegworth

The Geotechnical Centre, Factual Report, Project No PC124998, October 2012.

203 Torrington Avenue,

Tile Hill, Coventry. CV4 9AP Page 1 of 3

1.0 INTRODUCTION

A Stage 1 preliminary geotechnical investigation was

undertaken by Geotechnics Ltd at the site of a

proposed rail freight terminal and distribution centre

located between Kegworth and Castle Donington,

Leicestershire. The investigation was carried out to

the instructions of Waterman Transport and

Developments Limited (the Engineer) on behalf of

their Client, Roxhill Developments Limited. This

report describes the work undertaken and presents

the data obtained.

2.0 OBJECT AND SCOPE OF

THE INVESTIGATION

The object of the investigation was to obtain

information on the ground and groundwater

conditions relating to the design of the proposed

works within the limitations posed by exploratory

hole numbers, locations, depths, methods adopted

and the scope of approved in situ and laboratory

testing. The Brief for the project is included in

Appendix 1. The investigation comprised cable

percussion boreholes and rotary core follow-on

boreholes, in situ and laboratory testing and

reporting.

A geotechnical interpretation and evaluation of the

data obtained was not commissioned.

3.0 PRESENTATION

A description of the site and a summary of the

procedures followed during the investigation process

are presented in Sections 4 to 6. The factual data so

obtained are presented in Appendices 2 to 9 of this

report.

In addition, data in electronic format in accordance

with “The Electronic Transfer of Geotechnical Data

from Ground Investigations” (Third Edition)

published by the AGS (the AGS Format) are

presented separately on disk together with a copy of

the report in electronic PDF format.

Attention is drawn to the General Notes and

Investigation Procedures presented in Appendix 10

to aid an understanding of the procedures followed

and the context in which the report should be read.

4.0 THE SITE

4.1 Location

The site is located directly to the north of East

Midlands Airport and to the west of Junction 24 of

the M1 Motorway. The approximate Ordnance

Survey National Grid Reference for the centre of

the site is SK 463 270 and an extract from the

relevant 1:50,000 Scale O.S. Map (Sheet No. 129) is

included as Appendix 2.

4.2 Description

The site is irregular in shape and covers an area of

about 200 hectares comprising gently undulating

farm land with some wooded areas. The highest

point of the site is on the western boundary and the

lowest area is to the north of the centre. Just to the

south east of the centre of the site is an area of farm

buildings and hard standing with some gated farm

tracks leading off. The M1 Motorway runs north to

south, approximately 400m to the east of the site,

with A453 between. Directly to the south of the

site is East Midlands Airport. Approximately 600m

to the west of the site is the village of Castle

Donington and directly to the north of the site are

the villages of Hemington and Lockington.

Photographs of the site taken during the fieldwork

are presented in Appendix 3.

5.0 PROCEDURE

5.1 Commissioning

The work was awarded following submission of a

tender for work designed by the Client’s advisers for

ground investigation of the site in accordance with

the Client’s requirements (see Appendix 1).

Preliminary Ground Investigation Factual Report

at

KEGWORTH Project No : PC124998

October 2012





5.2 General

The procedures followed in this site investigation are

based on BS 5930:1999 + A2:2010 – Code of Practice

for Site Investigations. The soils and rocks

encountered have been described in accordance

with BS5930:1999 + A2:2010 and BS EN ISO 14688-

1:2002 and BS EN ISO 14689-1:2003. Additionally,

at the request of the Engineer, the Mercia Mudstone

strata was put into weathering grades in accordance

with the guidelines contained in Chandler & Davis

(1973) – Further work on the engineering properties of

Keuper Marl (CIRIA Report 47). The combined Cable

Percussion and Rotary Borehole Records are

included in Appendix 4 and their approximate

positions are shown on the Exploratory Hole

Location Plan in Appendix 7.

The Exploratory Hole locations were specified by

the Engineer. The coordinates and levels shown on

the Exploratory Hole Location Records were

obtained using a Leica CSIO SmartRover Global

Positioning Scheme (GPS) and the depths quoted are

in metres below ground level.

5.3 Boreholes

Six (6 No.), 150mm diameter boreholes (numbered

CP1 to CP6) were sunk by Cable Percussion Tool

techniques to depths varying between 2.53m and

7.38m below ground level. The work was carried

out between the 30th August 2012 and 4th September

2012. An inspection pit was excavated at each

borehole location using hand tools to a depth of

1.20m below ground level to check for the presence

of underground services.

Representative disturbed (D and B) were obtained at

regular intervals and occasional driven open-tube

thick walled (U) samples of the soils encountered

were also obtained. Standard Penetration Tests

(SPTs) were undertaken at the depths indicated on

the borehole records in accordance with BS EN ISO

22476-3:2005 to obtain a measure of the engineering

properties of the proved strata.

On encountering groundwater, boring operations

were suspended for 20 minutes in order to record

any rise in water level. Full details of groundwater

observations during site work are included on the

Borehole Records.

On completion, the six boreholes were continued by

rotary coring (see Section 5.4).

5.4 Rotary Core Follow-on

Drillholes

Six (6 No.) 120mm diameter drillholes (numbered

RC1 to RC6) were sunk utilising rotary coring

techniques to depths varying between 14.70m and

27.60m below ground level. The rotary coring

commenced at depths of between 2.53m and 7.38m

below ground level through the base of the Cable

Percussion Boreholes CP1-CP6 which had been left

open to facilitate coring as instructed by the

Engineer. The work was carried out during the

period between the 3rd September 2012 and 11th

September 2012.

The drilling equipment on this particular contract

utilised air mist as the flushing medium.

The 92mm rock cores were extruded horizontally in

plastic liners and placed into suitable core boxes.

Photographs of the cores in their core boxes are

included in Appendix 5.

Groundwater observations are included on the

Drillhole Records where appropriate and any rise in

water level was recorded over 20 minutes whilst

Drilling operations were suspended. On

completion, 20mm diameter standpipes and

standpipe piezometers were installed in the

Boreholes (see Section 5.6). Before installation, the

drillholes were cleared of any drilling flush with

compressed air.

5.5 In situ Permeability Tests

In situ Packer Permeability tests were undertaken in

Drillholes CP/RC101 and CP/RC104 in accordance

with BS5930 (1999) Clause 25.5 using a double

packer configuration over the following depth

ranges:-

Exploratory

Hole

Test Section

(m below ground level)

CP/RC101 13.50 to 14.50

CP/RC101 16.00 to 17.00

CP/RC101 20.00 to 21.00

CP/RC104 9.45 to 10.55

A single packer configuration was used in CP/RC103

and CP/RC106 over the following depth ranges:-

Exploratory

Hole

Test Section

(m below ground level)

CP/RC103 15.00 to 16.00

CP/RC106 15.00 to 16.00





The test locations were specified by the Engineer

and the results are presented in Appendix 6.

5.6 Instrumentation and

Monitoring

Long term monitoring of the groundwater levels was

made possible by the installation of standpipes as

follows:

Exploratory

Hole

Piezometer

Tip Depth

(m)

Filter Zone

(m)

CP/RC103 15.00 12.00 – 16.00

CP/RC104 12.00 7.00 – 14.00

CP/RC104 18.00 16.00 – 19.80

Exploratory

Hole

Standpipe

Slotted pipe & Filter Zone

(m)

CP/RC101 14.00 to 27.60

CP/RC102 4.00 to 17.20

CP/RC103 1.00 to 5.00

CP/RC105 1.00 to 14.70

CP/RC106 15.00 to 16.50

Monitoring of the groundwater levels at the site

commenced on the 17th September 2012 with

further visits on the 24th September, 1st, 8th, 15th and

22nd October 2012.

At each position a record of the groundwater level

was taken following a purging of 8 volumes of water

in the standpipe where possible.

The results of the monitoring are presented in

Appendix 8.

6.0 LABORATORY TESTING

6.1 Geotechnical

The laboratory testing schedule was specified by the

Engineer in order to relate to the proposed

development. The tests, where appropriate,

conform to BS 1377 - Methods of Test for Soils for Civil

Engineering Purposes (1990) and were carried out in

Geotechnics Limited's UKAS accredited Laboratory

(Testing No. 1365). Any descriptions, opinions and

interpretations are outside the scope of UKAS

accreditation.

The tests undertaken can be summarised as follows:-

BS 1377 (1990)

Test No. Test Description

Part 2

3.2 16 No. Moisture Content

Determination

4.3 & 5.3 12 No. Liquid and Plastic Limit

Determination

ISRM Testing Methods

15 No Point Load Determination

15 No. Unconfined Compressive

Strength Determination

The results of these tests are presented in Appendix

9.

Signed for and on behalf of Geotechnics Limited.

L S James

BSc, FGS

Senior Engineer

D R Bracegirdle

BSc,MSc,CEng,FIMM,MICE,MHKIE,CGeol,FGS

Principal Engineer

1

APPENDIX 1

The Brief

2

APPENDIX 2

Site Location Plan

SITE LOCATION PLAN

Stage 1 Preliminary Ground InvestigationatKegworthforWaterman Transport and Developments Limited

© Crown Copyright Reserved, OS License Number: 100020449

3

APPENDIX 3

Site Photographs

Looking northwards at the western site boundary during cable percussion boring

Looking southwesterly from the southern site boundary during rotary coring

PHOTOGRAPHS


Project : Kegworth

Looking easterly from the central area of the site

Looking northeasterly from the central area of the site

PHOTOGRAPHS


Project : Kegworth

Looking northwesterly from the centre of the site

Looking westerly from the eastern edge of the site

PHOTOGRAPHS


Project : Kegworth

Looking southwesterly from the central area of the site

Looking southeasterly from the western site boundary

PHOTOGRAPHS


Project : Kegworth

4

APPENDIX 4

Cable Percussion and Rotary Borehole Records

Form REP002 Rev 2

DATA SHEET - Symbols and Abbreviations used on Records Sample Types B Bulk disturbed sample

BLK Block sample

C Core sample

D Small disturbed sample (tub/jar)

E Environmental test sample

ES Environmental soil sample

EW Environmental water sample

G Gas sample

L Liner sample

LB Large bulk disturbed sample

P Piston sample (PF - failed P sample)

TW Thin walled push in sample

U Open Tube - 102mm diameter with blows to take sample. (UF - failed U sample)

UT Thin wall open drive tube sampler - 102mm diameter with blows to take sample. (UTF - failed UT sample)

V Vial sample

W Water sample

# Sample Not Recovered

Insitu Testing / Properties CBRP CBR using TRL probe

CHP Constant Head Permeability Test

COND Electrical conductivity

HV Strength from Hand Vane

ICBR CBR Test

IDEN Density Test

IRES Resistivity Test

MEX CBR using Mexecone Probe Test

PKR Packer Permeability Test

PLT Plate Load Test

PP Strength from Pocket Penetrometer

Temp Temperature

VHP Variable Head Permeability Test

VN Strength from Insitu Vane

w% Water content

(All other strengths from undrained triaxial testing)

S Standard Penetration Test (SPT)

C SPT with cone

N SPT Result

-/- Blows/penetration (mm) after seating drive

-*/- Total blows/penetration (mm)

( ) Extrapolated value

Groundwater Water Strike Depth Water Rose To

Instrumentation Seal Filter Seal

Strata

Made Ground Type 1 Type 2 Topsoil Cobbles and Boulders Gravel

Sand Silt Clay Peat Note: Composite soil types shown by combined symbols Chalk Limestone Sandstone Coal

Strata, Continued Mudstone Siltstone Metamorphic Rock

Fine Grained Medium Grained Coarse Grained Igneous Rock

Fine Grained Medium Grained Coarse Grained

Backfill Materials Arisings Bentonite Seal Concrete Fine Gravel Filter General Fill Gravel Filter Grout Sand Filter Tarmacadam

Rotary Core

RQD Rock Quality Designation (% of intact core >100mm) FRACTURE INDEX Fractures/metre FRACTURE Maximum SPACING (mm) Minimum NI Non-intact core NR No core recovery AZCL Assumed zone of core

loss (where core recovery is unknown it is assumed to be at the base of the run)

BOREHOLE RECORDProject

Client

Engineer BoreholeProject No

Sampling Properties Strata

DepthSampleType kPa

w%

Scale

Description Depth Legend

Boring Groundwater

Depth Dia Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater

Remarks

Symbols andabbreviations areexplained on theaccompanyingkey sheet.

All dimensionsare in metres.

Time Mins

DepthCased &

(to Water)Strength

ProgressDepth Depth Depth to Depth Depth Depth Remarks oninHole

KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998

447276.914 ROXHILL DEVELOPMENTS LTD 326591.504 65.39

G.L. 65.39 Grass over soft to firm brown slightly sandy slightly gravelly clay. Gravel is angular to subangular fine to medium sandstone.. 0.20 65.19

0.20- 0.90 B [TOPSOIL]

Firm reddish brown slightly sandy slightly gravelly CLAY with rare roots up to 2mm in diameter. Gravel is subangular fine to medium reddish brown and yellowish brown fine grained sandstone. [MERCIA MUDSTONE WEATHERING GRADE IVB]

0.90- 1.20 B 0.90 64.49 Firm reddish brown slightly sandy varying to sandy CLAY with occasional angular to subangular fine to medium gravel sized pockets of light bluish grey clayey fine sand.

1.20- 1.65 B 20 [MERCIA MUDSTONE WEATHERING GRADE IVA] 1.20- 1.65 D Between 0.90-1.20m, with rare relict root tracks. 1.20- 1.65 S13

1.80 D

2.00- 2.45 B Below 2.00m, fissured. Fissures are extremely 2.00- 2.45 D 1.80 15 S12 closely to very closely spaced, randomly

(DRY) orientated, dull, undulating or stepped.

2.80 D 2.80 62.59 Stiff becoming very stiff fissured reddish brown slightly mottled light bluish grey slightly sandy

3.00- 3.45 B varying to sandy CLAY with frequent angular gravel 3.00- 3.45 D 3.00 12 S40 sized lithorelicts. Fissures are extremely closely

(DRY) to very closely spaced, randomly orientated, dull, undulating or stepped. [MERCIA MUDSTONE WEATHERING GRADE III] Below 3.00m, very stiff.

At 3.80m, recovered as angular gravel sized 3.80 D fragments of extremely weak to weak reddish brown

occasionally light bluish grey siltstone, tending to fine grained sandstone with some firm slightly

4.00- 4.45 B 16 sandy clay. 4.00- 4.39 3.00 C50/

(DRY) 244

4.80 D

5.00- 5.45 B 13

1.20 Inspection Pit SL/AR G.L. 31/08/12 08:00 13.00 7.30 9.94 20 NS Steady flow 6.92 0.15 Cable Percussion SL/AR 6.92 3.00 DRY 31/08/12 18:00 27.60 0.12 Rotary Core CJ/JF 6.80 - 6.70 03/09/12 08:00

6.80 - - 03/09/12 18:00 7.25 - DRY 05/09/12 08:00 27.70 7.30 - 05/09/12 18:00

Inspection pit hand excavated to 1.20m depth. Chiselling from 6.50-6.80m for 1 hr. Packer Permeability tests were carried out after drilling at depths of 13.50-14.50m, 16.00-17.00m,and 20.00-21.00m on 04/09/2012. A 20mm standpipe was installed to 27.60m with a geowrapped slotted section from 14.00m to 27.60m with flush lockable protective cover. Backfill details from base of hole: gravel filter up to 14.00m, bentonite seal up to 0.30m, concrete up to ground level. Chiselling: 6.50-6.80m for 60 minutes.

Cable Percussion and Rotary CP/RC101

National Grid ENCoordinates

1:25 Ground Level m OD

Levelm OD

SPT N(FI)

Logged by LJ

Logged in accordance with BS5930:1999 + A2:2010

Figure 1 of 6 29/10/2012

BOREHOLE RECORD





5.00- 5.45 3.00 C50/ Below 5.00m, recovered with gravel of extremely (DRY) 295 weak to weak angular/tabular thickly laminated

mudstone and siltstone.

5.80 D

6.00- 6.45 B 19 6.00- 6.29 3.00 C50/

(DRY) 144

6.50 58.89 Extremely weak thickly laminated reddish brown and brown MUDSTONE and siltstone. Recovered as angular/tabular gravel sized fragments with much soft sandy clay.

6.80 D 16 [MERCIA MUDSTONE WEATHERING GRADE II] 6.80- 6.92 3.00 C50/58

(DRY)

7.30 58.09

7.30- 8.30 84 0.06 0 (NR) Extremely weak to weak Between 7.30-7.50m, 45 0.02 thickly laminated varying assumed zone of core

(NI) to thinly interbedded loss. reddish brown SILTSTONE and mudstone with occasional light greenish

7.85- 7.90 C grey bands of fine grained sandstone.

(25) Subhorizontal Between 8.05-8.15m & discontinuities extremely 8.95-9.05m, undulating closely to closely subvertical fracturing. spaced, dull and undulating, occasionally Between 8.30-8.50m, slight micaceous with assumed zone of core

8.30- 9.60 85 0.14 47 slight dark grey stain. loss. 55 0.05 [MERCIA MUDSTONE

WEATHERING GRADE II]

8.65- 8.77 C

Between 8.90-9.55m, (12) occasional fine to

medium gravel sized open voids with slight calcite infill.

Between 9.60-9.90m, assumed zone of core

9.60-11.10 80 0.33 36 loss. 57 0.03 (NR) Between 9.60-9.90m,

assumed zone of core loss.

27.60 7.30 10.52 06/09/12 08:00 27.60 - - 06/09/12 18:00




Levelm OD

SPT N(FI)

Core RunCore Dia

Depth Cased

TCR/SCR %

Length Max/Min

RQD %

SPT (FI)

Continued by Rotary techniquesGeneral Detail

Logged by LJ


Figure 2 of 6 29/10/2012


Client


Drilling Properties/Sampling Strata

Core Run/Depth

ScaleDescription

Depth LegendLengthMax/Min

RQD%TCR/SCR Detail

DescriptionGeneral

Depth Type(Core Dia)

Drilling GroundwaterDepth Technique Crew Depth

of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed

Remarks onGroundwater

Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



(22)

10.25 55.14 Very weak to weak reddish Occasional becoming rare

(7) brown and light greenish fine to medium gravel grey fine grained sized open voids.

10.50-10.85 C SANDSTONE. [MERCIA MUDSTONE WEATHERING GRADE II]

(3)

10.95 54.44 (12) Very weak to weak thinly Between 11.05-11.20m,

interbedded reddish brown recovered as extremely (NI) SILTSTONE and mudstone weak angular gravel with

11.10-12.60 100 0.17 45 with rare light greenish some firm clay. 81 0.03 grey fine grained

sandstone bands up to 30mm in thickness. Subhorizontal discontinuities extremely closely to closely spaced undulating, occasionally sub planar, dull, occasionally slightly micaceous.

(11) [MERCIA MUDSTONE WEATHERING GRADE II]

Between 12.00-12.15m, 12.05-12.20 C sandstone bands with

occasional fine gravel sized open voids.

Below 12.35m, extremely weak, occasionally thickly laminated, discontinuities with occasional clay infill up to 5mm in thickness.

12.60-14.10 87 0.16 30 (NR) Between 12.60-12.80m, 49 0.01 assumed zone of core

loss.

(19)

13.10-13.20 C

(>25) 13.50-14.50 PKR

13.60 51.79 (12) Very weak to weak Occasional fine gravel

reddish brown fine sized open voids. grained SANDSTONE. At 13.70m, light grey 13.80 51.59 [MERCIA MUDSTONE calcareous stain.

(14) WEATHERING GRADE II]

Extremely weak to weak reddish brown MUDSTONE,

14.10-15.60 87 0.24 41 becoming thickly 54 0.01 (16) laminated with light

greenish grey siltstone. [MERCIA MUDSTONE Below 14.40m, extremely WEATHERING GRADE II] weak, predominantly

recovered as angular/tabular gravel sized fragments with

(NI) much soft clay.

14.90-15.15 C 14.90 50.49 Very weak to weak light




Levelm OD

SPT N(FI)

Logged by LJ


Figure 3 of 6 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



greenish brown varying to Occasional fine to light brown fine grained coarse layers up to 80mm SANDSTONE. in thickness with some

(5) [MERCIA MUDSTONE medium gravel sized open WEATHERING GRADE I] voids having some

calcareous infill. At 15.20m and 15.95m, firm reddish brown clay band 20-40mm in thickness.

15.60-17.10 100 0.16 35 87 0.03 (10)

15.70-15.83 C

15.95 49.44 16.00-17.00 PKR Extremely weak becoming Discontinuities

weak reddish brown extremely closely to MUDSTONE becoming thickly closely spaced laminated with light undulating and dull with

(18) greenish grey siltstone. occasional dark grey [MERCIA MUDSTONE stain dip 0 degrees and WEATHERING GRADE I] 45 degrees.

(15)

17.00 48.39 Very weak to weak reddish brown MUDSTONE with very

17.10-18.60 100 0.17 57 thickly to thickly 86 0.02 interbedded light

17.20-17.32 C greenish grey siltstone and fine grained sandstone. Subhorizontal Between 17.45-17.85m, discontinuities extremely 18.25-18.50m, closely to closely spaced 18.60-19.10m & undulating or subplanar, 19.50-19.53m, undulating dull and slightly and stepped micaceous with occasional discontinuity with

(9) slight clay smear. occasional dark grey [MERCIA MUDSTONE stain, dip 70-90 WEATHERING GRADE I] degrees.

Between 17.98-18.00m, firm reddish brown clay band.

Between 18.60-19.60m, extremely weak to weak.

18.60-20.10 100 0.16 35 56 0.03

(>25)

19.25-19.45 C

(9)

19.60 45.79 Very weak to weak light greenish grey fine grained SANDSTONE with

(8) rare becoming frequent reddish brown layers and

20.00-21.00 PKR pockets. Below 20.00m, fine to medium grained.




Levelm OD

SPT N(FI)

Logged by LJ


Figure 4 of 6 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



Discontinuities very closely to medium spaced,

20.10-21.60 100 0.23 44 undulating and dull with 83 0.03 occasional dark grey

stain or slight clay smear. Dip 0-20 degrees. [MERCIA MUDSTONE WEATHERING GRADE I]

20.85-21.10 C (8)


21.60-23.10 90 0.10 7 (NR) loss. 46 0.02

Between 22.00-23.00m, weak. Below 22.00m, predominantly reddish brown. Between 22.30-22.35m, recovered as extremely

(17) weak fine to medium gravel sized fragments

22.55-22.65 C with some firm sandy clay.


23.10-24.60 80 0.23 36 loss. 57 0.03 (NR)

(13)

23.90-24.15 C (6)

(NI)

(15)

24.60-26.10 67 0.23 29 46 0.07

(NR)




Levelm OD

SPT N(FI)

Logged by LJ


Figure 5 of 6 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



Between 25.10-25.60m, extremely weak to weak recovered as angular to subangular fragments with occasional dark grey stain.

(4)

26.10-27.60 100 0.13 28 86 0.01

26.55-26.63 C

(16)

Between 27.15-27.25m, stiff reddish brown clay band.

27.60 37.79 End of Borehole




Levelm OD

SPT N(FI)

Logged by LJ


Figure 6 of 6 29/10/2012

Fieldwork Results - SPT Results Summary

Project Project No PC124998KEGWORTH

Client ROXHILL DEVELOPMENTS LTD

Hole Depth TypeSPT 'N'

Value

Seating Drive Test Drive

0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)

SWP

(mm)m bgl

Level

m OD

'N'

10 20 30 40 50

Uncorrected SPT

CP/RC101 1.20 S 131 2 3 3 3 4-64.19 *

CP/RC101 2.00 S 122 3 3 2 3 4-63.39 *

CP/RC101 3.00 S 403 5 7 9 10 14-62.39 *

CP/RC101 4.00 C 50/2447 10 12 13 19 6/19-61.39 >

CP/RC101 5.00 C 50/2954 6 9 12 13 16/70-60.39 >

CP/RC101 6.00 C 50/1446 11 21 29/69-59.39 >

CP/RC101 6.80 C 50/5825/63 50/58-58.59 >

Printed: 29/10/2012 Page 1

-/-

-*/-

Blows/penetration (mm) after seating

Total blows/penetration (mm)

S - Standard Penetration Test (SPT)

C - SPT with cone

Penetration under own weight (mm)SWP

Energy Ratio, Er (%)

L - Split Spoon with liner used

Driller

Hammer No.

Calibration Date

RemarksSteve Lowery

SL01

81.00

05/04/2012

Equipment checked and calibration carried out in accordance with BS EN ISO

22476-3: 2005

BOREHOLE RECORD





G.L. 54.82 0.00- 0.50 B Soft to firm brown slightly sandy slightly gravelly

clay. Gravel is angular fine to coarse light yellowish brown siltstone and reddish brown 0.20 54.62 mudstone. [TOPSOIL]

Firm reddish brown slightly mottled light bluish 0.50- 1.20 B grey slightly sandy slightly gravelly CLAY with 0.50 54.32

rare to occasional angular fine gravel sized lithorelicts. Gravel is angular fine to coarse light bluish grey siltstone. [MERCIA MUDSTONE WEATHERING GRADE IVB]

Firm becoming stiff and very stiff reddish brown occasional mottled light bluish grey fissured slightly sandy slightly gravelly CLAY with occasional angular to subangular gravel sized lithorelicts. Fissures are extremely closely to very closely spaced, randomly orientated, dull,

1.20- 1.65 B 18 stepped. Gravel is light bluish grey angular fine 1.20- 1.56 C50/ to coarse siltstone.

207 [MERCIA MUDSTONE WEATHERING GRADE III]

1.80 D 1.80 53.02 Extremely weak light bluish grey SILTSTONE, tending to fine grained sandstone. Recovered as angular

2.00- 2.45 B 14 gravel sized fragments of light bluish grey 2.00- 2.12 1.80 C50/56 siltstone with rare fragments of reddish brown

(DRY) mudstone.

[MERCIA MUDSTONE WEATHERING GRADE II] Below 2.90m, becoming medium strong and slightly calcareous.

2.40- 2.53 1.80 C50/61 (DRY)

2.80 52.02

Extremely weak to weak 2.80- 4.10 98 0.11 17 thickly laminated to

77 0.01 thinly interbedded reddish brown MUDSTONE and light greenish grey siltstone. Subhorizontal

(16) discontinuities extremely closely to closely spaced, dull and undulating, occasionally slightly micaceous. [MERCIA MUDSTONE WEATHERING GRADE II]

At 3.90m, with rare medium gravel sized

4.00- 4.10 C voids. Between 4.10-4.34m, assumed zone of core

4.10- 5.60 83 0.16 45 loss. 70 0.02 (NR)

(16) 4.45 50.37 Very weak to weak light greenish grey occasionally reddish brown slightly calcareous fine to medium grained SANDSTONE with occasional to frequent undulating layers and lenses of reddish brown mudstone

1.20 Inspection Pit SL/AR G.L. 30/08/12 08:00 None encountered 2.53 0.15 Cable Percussion SL/AR 1.50 - DRY 30/08/12 18:00 during boring 17.20 0.12 Rotary Core CJ/JF 1.50 - DRY 31/08/12 08:00 and coring.

2.53 1.80 DRY 31/08/12 18:00 2.30 - 1.48 04/09/12 08:00 14.20 2.80 DRY 04/09/12 18:00

Inspection pit hand excavated to 1.20m depth. Chiselling from 1.50-2.40m for 2hrs. A 20mm standpipe was installed to 17.20m with a geowrapped slotted section from 4.00m to 17.20m with flush lockable protective cover. Backfill details from base of hole: gravel fill up to 4.00m, bentonite seal up to 0.30m, concrete up to ground level. Chiselling: 1.80-2.00m for 60 minutes and 2.00-2.40m for 60 minutes.




Levelm OD

SPT N(FI)

Core RunCore Dia

Depth Cased

TCR/SCR %

Length Max/Min

RQD %

SPT (FI)


Logged by LJ


Figure 1 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



and siltstone between (8) 1-75mm in thickness.

Subhorizontal discontinuities very At 5.35m, 5.50m, 5.70m, closely to medium spaced 6.75m, 6.95m, 7.70m, undulating on stepped 9.05m & 9.30-9.45m, some with slight clay smear or gravel sized voids on infill up to 5mm in lenses with occasional thickness. calcareous infill.

5.60- 7.10 100 0.18 59 [MERCIA MUDSTONE 79 0.04 WEATHERING GRADE I]

6.00- 6.25 C (4)

Between 6.30-6.40m, 6.60-6.65m, 6.95-9.05m, 9.20-9.45m & 10.45-10.55m, weak

(15) partly recovered as angular gravel sized fragments.

(10)


7.10- 8.20 74 0.37 69 loss. 71 0.04

(NR)

(4)

8.20- 9.70 100 0.20 45 78 0.04

(10)

Between 9.25-9.45m, closely spaced dull undulating discontinuities in

9.50- 9.70 C (>25) mudstone layer with slightly staining and slight dark grey stain.

9.70-11.20 98 0.26 81 90 0.05

(5)

14.20 2.80 14.10 05/09/12 08:00 17.20 2.80 - 05/09/12 18:00




Levelm OD

SPT N(FI)

Logged by LJ


Figure 2 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



(7)

10.85 43.97 Weak to medium strong

(6) light reddish brown varying to reddish brown slightly calcareous fine to medium grained

11.20-12.70 100 0.20 54 SANDSTONE with occasional 87 0.04 to frequent undulating

reddish brown mudstone layers and lenses between

11.45-11.65 C 1-20mm in thickness.

Subhorizontal discontinuities very

(7) closely to medium spaced, undulating or stepped with slight clay smear on At 11.90m, 13.58m, clay infill up to 3mm in 13.75m & 15.60m, stiff thickness. reddish brown clay bands [MERCIA MUDSTONE between 5-20mm in WEATHERING GRADE I] thickness.

Between 12.30-12.45m, weak.

(20)

(8)

12.70-14.20 97 0.34 73 87 0.07 (5) Between 12.83-12.90m,

undulating subvertical discontinuity with slight dark brown stain. At 12.95m and 13.95m, fine to medium gravel sized voids with some carbonous infill.

(3)

Between 14.05-15.15m, occasional coarse sand to medium gravel sized open voids.

14.20-15.70 100 0.26 67 96 0.02

(7)




Levelm OD

SPT N(FI)

Logged by LJ


Figure 3 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



15.20 39.62 Weak to medium strong reddish brown SILTSTONE grading to mudstone.

(9) Subhorizontal discontinuities very closely to closely At 15.60m, very stiff spaced, undulating on reddish brown clay bands stepped dull with clay 5mm in thickness. 15.70 39.12

15.70-17.20 100 0.25 69 smear. Between 15.60-15.70m, 80 0.02 [MERCIA MUDSTONE undulating dull

WEATHERING GRADE I] discontinuity with a little dark grey stain, dip 80 degrees.

Weak to medium strong Subhorizontal light greenish grey discontinuities very becoming reddish brown closely to medium slightly calcareous fine spaced, undulating with grained SANDSTONE with clay smear.

(5) very thinly to medium Between 16.10-17.00m, interbedded layers of with rare fine to coarse very stiff reddish brown gravel sized voids with sandy clay between 5-90mm occasional calcareous in thickness. infill. [MERCIA MUDSTONE WEATHERING GRADE I]





Levelm OD

SPT N(FI)

Logged by LJ


Figure 4 of 4 29/10/2012





Value


0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)

SWP

(mm)m bgl

Level

m OD

'N'

10 20 30 40 50

Uncorrected SPT

CP/RC102 1.20 C 50/2077 9 13 18 19/57-53.62 >

CP/RC102 2.00 C 50/5625/60 50/56-52.82 >

CP/RC102 2.40 C 50/6125/66 50/61-52.42 >


-/-

-*/-




C - SPT with cone




Driller

Hammer No.

Calibration Date

RemarksSteve Lowery

SL01

81.00

05/04/2012


22476-3: 2005


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength




G.L. 80.56 0.00- 0.20 B Grass over firm brown slightly sandy slightly

gravelly clay with rootlets and roots up to 2mm in diameter. Gravel is angular fine asphalt. 0.20 80.36 [MADE GROUND]

Firm reddish brown occasionally mottled light bluish grey slightly sandy CLAY with occasional

0.50- 1.20 B 17 angular to subangular fine to coarse gravel sized lithorelicts. [MERCIA MUDSTONE WEATHERING GRADE IVB]

1.20 79.36 1.20- 1.65 B Stiff becoming very stiff fissured reddish brown 1.20- 1.65 D 14 S16 slightly mottled light bluish grey slightly sandy

CLAY with angular to subangular fine to coarse gravel sized lithorelicts. Fissures are extremely closely to very closely spaced, randomly orientated, dull, undulating or stepped. [MERCIA MUDSTONE WEATHERING GRADE III]

1.80 D

2.00- 2.45 B 16 2.00- 2.45 1.80 C29

(DRY)

2.80 D

3.00- 3.45 B 17 3.00- 3.45 3.00 C38

(DRY)

3.70 W 3.80 D

4.00- 4.45 B 21 4.00- 4.45 4.00 C40

(DRY)

4.80 D

5.00- 5.45 B 16

6.00 0.15 Cable Percussion SL/AR G.L. 06/09/12 08:00 4.10 4.00 3.70 20 NS Fast inflow 16.00 0.12 Rotary Core CJ/JF 4.20 2.60 06/09/12 18:00

4.20 2.60 07/09/12 08:00 16.00 6.00 - 07/09/12 18:00 16.00 6.00 14.40 08/09/12 08:00 16.00 08/09/12 18:00

A Packer Permeability test was carried out after drilling at a depths of 15.00-16.00m on 10/09/2012. A 20mm standpipe piezometer was installed to 15.00m with a slotted section from 12.00m to 16.00m; 24/09/2012 - Unable to monitor - Flooded. and a 20mm standpipe was installed to 5.00m with a geowrapped slotted section from 1.00m to 5.00m with flush lockable protective cover; 24/09/2012 - Unable to monitor - Flooded.. Backfill details from base of hole: gravel filter up to 12.00m, bentonite seal up to 5.00m, gravel filter up to 1.00m, bentonite seal up to 0.30m, concrete up to ground level.




Levelm OD

SPT N(FI)

Logged by LJ


Figure 1 of 4 29/10/2012

BOREHOLE RECORD





5.00- 5.45 4.70 C50/ (4.00) 298

5.30 75.26 Extremely weak reddish brown MUDSTONE. Recovered as angular fine to coarse gravel sized mudstone and

5.50 D siltstone fragments with much soft sandy clay. 5.50- 5.64 4.70 C50/63 [MERCIA MUDSTONE WEATHERING GRADE II]

(4.20)

6.00 74.56

Extremely weak reddish Between 6.00-6.60m, 6.00- 7.50 60 0.15 25 brown SILTSTONE with assumed zone of core

35 0.03 (NR) medium spaced interbedded loss. bands of extremely weak mudstone between20-70mm in thickness. Subhorizontal discontinuities extremely closely to closely spaced

(>25) stepped or undulating Between 6.75-6.80m & dull with some dark 7.40-7.50m, recovered as staining dip 0-45 angular gravel sized degrees. fragments with a little [MERCIA MUDSTONE clay. WEATHERING GRADE II]

7.10- 7.20 C (12)

Between 7.50-7.85m, 7.50- 9.00 77 0.20 40 assumed zone of core

60 0.03 loss. (NR)

7.85 72.71 Very weak to weak light greenish grey SILTSTONE.

(12) [MERCIA MUDSTONE Between 8.10-8.15m, WEATHERING GRADE II] extremely weak reddish

brown mudstone layer. 8.25 72.31

Extremely weak to very weak reddish brown MUDSTONE occasionally

8.45- 8.65 C tending to siltstone with 8.45-11.30 PKR rare fine to medium

(10) gravel sized light greenish grey pockets and lenses. Discontinuities extremely closely to closely spaced undulating or stepped and dull with clay smear on Between 9.00-9.25m,

9.00-10.50 83 0.14 16 slight dark grey assumed zone of core 40 0.02 (NR) staining. Dip 0-90 loss.

degrees. 9.25- 9.35 C [MERCIA MUDSTONE Below 9.25m, with

WEATHERING GRADE II] occasional coarse sand (9) to medium gravel sized

open voids.

Between 9.60-9.95m and 11.05-11.80m, with very thinly to thinly interbedded very weak to

(>25) weak light greenish grey siltstone bands between 10-150mm in thickness.

Chiselling: 5.30-5.50m for 60 minutes.




Levelm OD

SPT N(FI)

Core RunCore Dia

Depth Cased

TCR/SCR %

Length Max/Min

RQD %

SPT (FI)


Logged by LJ


Figure 2 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



Below 10.00m, discontinuities becoming very closely to medium spaced ad subhorizontal.

(14)

10.50-12.00 87 0.15 33 (NR) 71 0.03

Between 12.00-12.15m, 12.00-13.50 90 0.11 7 (NR) assumed zone of core

45 0.01 loss.

(17)

12.50 68.06 Weakly cemented to extremely weak reddish

12.65-12.75 C (14) brown fine grained SANDSTONE. [MERCIA MUDSTONE WEATHERING GRADE II] 12.85 67.71

Extremely weak to weak thinly laminated to very

(>25) thinly interbedded reddish brown MUDSTONE and brown siltstone with occasional light greenish grey siltstone layers

(9) between 5-70mm in thickness. Between 13.50-13.80m,

13.50-15.00 80 0.07 0 Subhorizontal assumed zone of core 33 0.01 (NR) discontinuities extremely loss.

closely to closely spaced undulating on stepped dull with slight polish, occasional clay smear and rare dark grey stain on clay infill up to 10mm in thickness.

(>25) [MERCIA MUDSTONE WEATHERING GRADE II]

Between 14.50-14.70m and 15.00-15.25m, subvertical undulating

(>20) dull discontinuity with dark grey stain.




Levelm OD

SPT N(FI)

Logged by LJ


Figure 3 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



15.00-16.00 90 0.07 0 (NR) 35 0.02

Below 15.40m, very (>25) thinly to thinly

interbedded with extremely weak layers recovered as angular gravel sized fragments with some to much clay.

(>20)





Levelm OD

SPT N(FI)

Logged by LJ


Figure 4 of 4 29/10/2012





Value


0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)

SWP

(mm)m bgl

Level

m OD

'N'

10 20 30 40 50

Uncorrected SPT

CP/RC103 1.20 S 164 7 3 3 4 6-79.36 *

CP/RC103 2.00 C 293 5 5 7 8 9-78.56 *

CP/RC103 3.00 C 383 6 7 9 10 12-77.56 *

CP/RC103 4.00 C 404 7 7 9 10 14-76.56 *

CP/RC103 5.00 C 50/2984 6 9 12 13 16/73-75.56 >

CP/RC103 5.50 C 50/6325/72 50/63-75.06 >


-/-

-*/-




C - SPT with cone




Driller

Hammer No.

Calibration Date

RemarksSteve Lowery

SL01

81.00

05/04/2012


22476-3: 2005


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength



445937.583 ROXHILL DEVELOPMENTS LTD 326544.88. 88.69

G.L. 88.69 0.00- 0.50 B Grass over soft to firm brown slightly sandy

slightly gravelly clay. Gravel is angular to subangular fine to medium siltstone. 0.20 88.49 [TOPSOIL]

Soft to firm sandy slightly gravelly CLAY with occasional rootlets and rare roots up to 3mm in

0.50- 1.20 B diameter. Gravel is angular to subangular fine to 0.50 88.19 medium siltstone. [MERCIA MUDSTONE WEATHERING GRADE IVB]

Soft to firm reddish brown slightly sandy varying to sandy slightly gravelly CLAY with rare subangular fine to medium gravel sized light bluish grey clayey fine sand pockets. Gravel is extremely weak light bluish grey angular fine to coarse siltstone. [MERCIA MUDSTONE WEATHERING GRADE IVA]

1.20- 1.65 B 23 1.20- 1.65 D S6

1.80 D

2.00- 2.45 B 2.00- 2.45 D 1.80 21 S8

(DRY)

2.80 D 2.80 85.89 Stiff becoming very stiff fissured reddish brown slightly mottled light bluish grey slightly sandy

3.00- 3.45 B 17 varying to sandy slightly gravelly CLAY with 3.00- 3.45 D 3.00 S37 frequent angular gravel sized lithorelicts.

(DRY) Fissures are extremely closely to very closely spaced randomly orientated, dull, undulating or stepped. Gravel is angular fine to coarse light bluish grey siltstone. [MERCIA MUDSTONE WEATHERING GRADE III]

3.80 D

4.00- 4.45 B 15 4.00- 4.45 D 4.00 S39

(DRY)

Below 4.80m, fissures with occasional slight dark 4.80 D grey stained surface.

5.00- 5.45 B 16

1.20 Inspection Pit SL/AR G.L. 30/08/12 08:00 5.30 4.70 4.80 20 6.00 Fast inflow. 7.38 0.15 Cable Percussion SL/AR 7.38 6.00 DRY 30/08/12 18:00 19.40 0.09 Rotary Core CJ/JF 7.40 7.40 3.62 03/09/12 08:00

19.40 7.40 DRY 03/09/12 18:00 18.90 7.40 DRY 04/09/12 08:00 18.90 - - 04/09/12 18:00

Inspection pit hand excavated to 1.20m depth. A Packer Permeability test was carried out after drilling at a depth of 10.00m on 04/09/2012. Drillhole collapsed from 19.40m to 18.90m prior to rotary coring. A 19mm standpipe piezometer was installed to 18.00m with flush lockable protective cover and a 19mm standpipe piezometer was installed to 12.00m with flush lockable protective cover. Backfill details from base of hole: arisings up to 18.90m, sand filter up to 16.00m, bentonite seal up to 14.00m, sand filter up to 7.00m, bentonite seal up to 0.20m, concrete




Levelm OD

SPT N(FI)

Logged by LJ


Figure 1 of 4 29/10/2012

BOREHOLE RECORD





5.00- 5.38 D 4.70 C50/ (4.80) 225

Below 5.80m, occasionally hard tending to mudstone. 5.80 D

6.00- 6.45 B 19 6.00- 6.43 D 6.00 C50/

(DRY) 278

6.80 D

7.00- 7.45 B 20 7.00 81.69 7.00- 7.38 6.00 C50/ Extremely weak light bluish grey SILTSTONE, tending

(DRY) 225 to fine grained sandstone. Recovered as angular gravel sized fragments with some firm to stiff gravelly clay. [MERCIA MUDSTONE WEATHERING GRADE II]

7.40 D 7.40 81.29

(NR) Extremely weak to very Between 7.40-8.00m, 7.40- 8.90 60 0.15 10 weak reddish brown, assumed zone of core

26 0.03 occasionally light loss. greenish grey MUDSTONE with medium spaced

8.00-12.30 PKR interbedded very stiff Between 8.00-8.15m and (NI) fissured reddish brown 8.30-8.50m, clay bands

slightly sandy clay bands with extremely closely having frequent angular to closely spaced

(0) fine to coarse gravel randomly orientated dull sized lithorelicts. or slightly polished

(NI) [MERCIA MUDSTONE fissures with rare dark WEATHERING GRADE II] grey stain.

Below 8.50m, weak predominantly light

8.60- 8.70 C greenish grey. (18)


8.90-10.40 70 0.10 7 loss. 27 0.03

(NR)

(13)

9.65 79.04 Very stiff to hard Between 9.65-9.68m, reddish brown slightly firm. mottled light greenish grey occasionally

(NI) fissured CLAY with

up to ground level. Chiselling: 6.90-7.40m for 60 minutes.




Levelm OD

SPT N(FI)

Core RunCore Dia

Depth Cased

TCR/SCR %

Length Max/Min

RQD %

SPT (FI)


Logged by LJ


Figure 2 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



frequent angular fine to Fissures are extremely coarse gravel sized closely to closely lithorelicts. spaced randomly [MERCIA MUDSTONE orientated undulating WEATHERING GRADE III] and dull or with slight 10.30 78.39

(0) polish.

10.40-11.90 67 0.24 25 Extremely weak to very Between 10.30-10.40m and 36 0.03 weak reddish brown 11.25-11.65m, weak.

occasionally light Between 10.40-10.90m, (NR) greenish grey SILTSTONE assumed zone of core

with rare light greenish loss. grey mottling. Incipient discontinuities Between 10.90-11.25m, extremely closely to grading to fine grained medium spaced, undulating sandstone.

(>20) or stepped and dull, dip 0-40 degrees. [MERCIA MUDSTONE WEATHERING GRADE II]

11.40-11.65 C (6)

(NI) Between 11.90-12.20m, assumed zone of core

11.90-13.40 80 0.31 49 loss. 75 0.03 (NR)

Below 12.20m, weak.

(4)

(8)


13.40-14.90 87 0.25 65 (NR) loss. 73 0.20

(>20)

(4) Between 14.20-14.25m, 14.25-14.45 C tending to mudstone.

Between 14.65-14.75m, extremely weak tending

(9) to fissured clay.


14.90-16.40 63 0.20 29 loss. 47 0.01




Levelm OD

SPT N(FI)

Logged by LJ


Figure 3 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



(NR)

Between 15.45-15.65m, extremely weak,

(>20) recovered in parts as angular gravel sized fragments with some to much firm sandy clay.

(7)

16.00 72.69 Extremely weak to very Between 16.00-16.20m, weak reddish brown tending to very stiff

(13) slightly mottled light clay. 16.20-16.30 C greenish grey MUDSTONE

with incipient subhorizontal Between 16.20-16.80m, discontinuities are extremely weak to weak

16.40-17.90 97 0.31 46 extremely closely spaced, very thinly to thinly 78 0.03 randomly orientated interbedded reddish

(12) undulating and dull or brown and light greenish slightly polished grey siltstone band with discontinuity. occasional coarse sand [MERCIA MUDSTONE to fine gravel sized WEATHERING GRADE I] open voids.

(18)

17.10 71.59 Extremely weak to weak Between 17.15-17.40m, reddish brown undulating dull occasionally light bluish discontinuity dip 80-90 grey SILTSTONE with rare degrees. coarse sand to fine

(4) gravel sized open voids. Subhorizontal discontinuities extremely closely to closely spaced, undulating on stepped and dull with rare clay smear. Between 17.90-18.40m, [MERCIA MUDSTONE assumed zone of core

17.90-19.40 67 0.15 19 WEATHERING GRADE I] loss. 40 0.01

(NR)

(0)

(16) Between 19.15-19.20m and 19.25-19.40m, recovered as angular gravel sized

(NI) fragments with some to much firm clay.





Levelm OD

SPT N(FI)

Logged by LJ


Figure 4 of 4 29/10/2012





Value


0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)

SWP

(mm)m bgl

Level

m OD

'N'

10 20 30 40 50

Uncorrected SPT

CP/RC104 1.20 S 61 1 2 1 1 2-87.49 *

CP/RC104 2.00 S 81 1 2 1 2 3-86.69 *

CP/RC104 3.00 S 373 5 9 7 10 11-85.69 *

CP/RC104 4.00 S 393 5 6 8 10 15-84.69 *

CP/RC104 5.00 C 50/2256 9 13 16 21-83.69 >

CP/RC104 6.00 C 50/2784 6 9 13 17 11/53-82.69 >

CP/RC104 7.00 C 50/2258 10 12 16 22-81.69 >


-/-

-*/-




C - SPT with cone




Driller

Hammer No.

Calibration Date

RemarksSteve Lowery

SL01

81.00

05/04/2012


22476-3: 2005


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength




G.L. 75.05 0.00- 0.30 B Grass over firm brown slightly sandy clay with

rootlets and roots up to 1mm in diameter. [MADE GROUND]

0.30 74.75 Stiff becoming fissured reddish brown slightly mottled light bluish grey CLAY with occasional

0.50- 1.20 B subangular fine to medium gravel sized lithorelicts. Fissures are extremely closely to very closely spaced randomly orientated, dull on with slight polish, undulating on stepped. [MERCIA MUDSTONE WEATHERING GRADE IVA] Between 0.50-1.20m and2.50m, fissures with slight staining.

1.20- 1.65 B 20 1.20- 1.65 D S15

1.80 D

2.00- 2.45 U93 1.80 (DRY)

2.50 D 23

Below 2.80m, very stiff, fissures with occasional 2.80 D dark grey staining, fine to coarse gravel sized

lithorelicts. Weathering grade III

3.00- 3.45 B 3.00- 3.18 D 1.80 11 S50/45

(DRY)

3.80 D

4.00- 4.45 B 16 4.00- 4.43 1.80 C50/

(DRY) 283

4.80 D

5.00- 5.45 B 15

1.20 Inspection Pit SL/AR G.L. 04/09/12 08:00 None encountered 6.71 0.15 Cable Percussion SL/AR 6.71 1.80 DRY 04/09/12 18:00 during boring 14.70 0.12 Rotary Core CJ/JF 6.40 - 6.30 11/09/12 08:00 and coring.

14.70 7.50 DRY 11/09/12 18:00

Inspection pit hand excavated to 1.20m depth. A 20mm standpipe was installed to 14.70m with a geowrapped slotted section from 1.00m to 14.70m with flush lockable protective cover. Backfill details from base of hole: gravel filter up to 1.00m, bentonite seal up to 0.30m, concrete up to ground level. Chiselling: 6.10-6.60m for 60 minutes.




Levelm OD

SPT N(FI)

Logged by LJ


Figure 1 of 3 29/10/2012

BOREHOLE RECORD





5.00- 5.40 1.80 C50/ (DRY) 252

5.80 D

6.00- 6.45 B 14 6.00- 6.13 1.80 C50/63

(DRY) 6.10 68.95 Extremely weak thickly laminated reddish brown MUDSTONE and light bluish grey siltstone. Recovered as angular fine to coarse clayey gravel sized fragments.

[MERCIA MUDSTONE WEATHERING GRADE III]

6.60- 6.71 1.80 C50/54 (DRY)

7.50 67.55

(NR) Very stiff reddish brown Between 7.50-7.95m, 7.50- 9.00 74 0.11 14 CLAY with extremely weak, assumed zone of core

47 0.01 reddish brown mudstone, loss. and light greenish grey Recovered as disturbed siltstone bands. firm gravelly clay.

(NI) [MERCIA MUDSTONE 8.00 67.05 WEATHERING GRADE III]

Extremely weak to very Subhorizontal weak reddish brown fine discontinuities grained SANDSTONE with extremely closely to frequent becoming closely spaced, occasional light greenish undulating and dull with

(17) grey bands between occasional clay smear. 5-100mm in thickness.

Below 9.55m, with thinly to medium interbedded bands of stiff to very stiff reddish brown slightly mottled light greenish grey clay Between 9.00-9.50m,

9.00-11.50 67 0.08 0 between 50-150mm in assumed zone of core 21 0.01 thickness. loss.

[MERCIA MUDSTONE (NR) WEATHERING GRADE II]

(NI)

(>20)

9.95-10.10 C




Levelm OD

SPT N(FI)

Core RunCore Dia

Depth Cased

TCR/SCR %

Length Max/Min

RQD %

SPT (FI)


Logged by LJ


Figure 2 of 3 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



Below 10.30m, recovered predominantly as angular gravel sized fragments with some reddish brown clay. Between 10.50-11.20m, assumed zone of core

(NI) loss.

(NR)

11.50-12.00 53 0.08 0 27 0.01 (>25)

11.65 63.40 (NI) Extremely weak to weak

reddish brown MUDSTONE (>20) occasionally thickly

laminated to thinly interbedded with weak Between 12.00-12.55m,

12.00-13.50 63 0.07 0 light greenish grey assumed zone of core 25 0.02 siltstone. Subhorizontal loss.

discontinuities extremely (NR) closely to closely

spaced, dull and undulating or stepped with frequent clay smear.

Below 13.75m, very weak to weak with occasional fine to medium gravel sized open voids. [MERCIA MUDSTONE WEATHERING GRADE II] Between 12.95-13.50m,

(>25) undulating or stepped subvertical fracture with clay smear.

13.50-14.70 100 0.18 34 63 0.01 (NI)

(9)

At 14.45m and 14.60m, firm to stiff reddish brown clay bands 15mm in thickness.





Levelm OD

SPT N(FI)

Logged by LJ


Figure 3 of 3 29/10/2012





Value


0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)

SWP

(mm)m bgl

Level

m OD

'N'

10 20 30 40 50

Uncorrected SPT

CP/RC105 1.20 S 151 2 3 3 4 5-73.85 *

CP/RC105 3.00 S 50/458 17/57 50/45-72.05 >

CP/RC105 4.00 C 50/2835 9 11 14 15 10/58-71.05 >

CP/RC105 5.00 C 50/2524 10 12 13 17 8/27-70.05 >

CP/RC105 6.00 C 50/6325/70 50/63-69.05 >

CP/RC105 6.60 C 50/5425/58 50/54-68.45 >


-/-

-*/-




C - SPT with cone




Driller

Hammer No.

Calibration Date

RemarksSteve Lowery

SL01

81.00

05/04/2012


22476-3: 2005


Client



DepthSampleType kPa

w%

Scale


Boring Groundwater


Remarks



Time Mins

DepthCased &

(to Water)Strength




G.L. 84.91 0.00- 0.50 B Grass over firm brown slightly sandy clay with

rootlets and roots up to 2mm in diameter. [TOPSOIL]

0.50- 1.20 B 0.50 84.41 Stiff reddish brown mottled light bluish grey slightly sandy CLAY with occasional subangular fine to medium gravel sized lithorelicts, root tracks and rare roots up to 2mm in diameter. [MERCIA MUDSTONE WEATHERING GRADE IVB]

1.20 83.71 1.20- 1.65 B Very stiff fissured reddish brown mottled light 1.20- 1.65 C35 bluish grey slightly sandy CLAY with angular to

subangular fine to coarse gravel sized lithorelicts. Fissures are extremely closely to very closely spaced, randomly orientated, undulating, stepped and dull. [MERCIA MUDSTONE WEATHERING GRADE III]

1.80 D

2.00- 2.45 B 2.00- 2.45 1.80 C41

(DRY)

At 2.80m, recovered as coarse gravel sized 2.80 D extremely weak angular light bluish grey mottled

reddish brown siltstone fragments.

3.00- 3.45 B Below 3.00m, becoming hard with frequent angular 3.00- 3.43 1.80 C50/ lithorelicts and occasional dark grey staining to

(DRY) 282 fissure surfaces.

3.80 D

4.00- 4.45 B 4.00- 4.35 1.80 C50/

(DRY) 195

4.80 D

5.00- 5.45 B

1.20 Inspection Pit SL/AR G.L. 03/09/12 08:00 None encountered 5.82 0.15 Cable Percussion SL/AR 5.82 1.80 DRY 03/09/12 18:00 during boring or 16.50 0.12 Rotary Core CJ/JF 5.82 - 2.30 04/09/12 08:00 coring.

0.00 04/09/12 18:00 3.90 - 2.63 10/09/12 08:00 16.50 6.20 DRY 10/09/12 18:00

Inspection pit hand excavated to 1.20m depth. Hole blown out at end of shift 10/09/12. A Packer Permeability test was carried out after drilling at a depth of 15.00-16.00m. A 20mm standpipe was installed to 16.40m with a geowrapped slotted section from 15.00m to 16.50m with flush lockable protective cover. Backfill details from base of hole: collapsed material up to 16.40m, gravel filter up to 8.00m, bentonite seal up to 0.30m, concrete up to ground level. Chiselling: 5.30-5.70m for 60 minutes.




Levelm OD

SPT N(FI)

Logged by LJ


Figure 1 of 4 29/10/2012

BOREHOLE RECORD





5.00- 5.26 1.80 C50/ (DRY) 111

5.30 79.61 Extremely weak light bluish grey SILTSTONE and extremely weak reddish brown mudstone. [MERCIA MUDSTONE WEATHERING GRADE II]

5.70- 5.82 1.80 C50/56 (DRY)

6.20 78.71

6.20- 7.50 69 0.20 28 (NR) Weakly cemented to Between 6.20-6.60m, 50 0.04 extremely weak reddish assumed zone of core

brown SILTSTONE with loss. thinly to medium interbedded very weak Subhorizontal light greenish grey fine discontinuities very grained sandstone bands closely to closely

6.85- 7.05 C between 10-40mm in spaced dull, undulating thickness and occasional with occasional clay fine sand to medium smear.

(8) gravel sized open voids. [MERCIA MUDSTONE WEATHERING GRADE II]

Between 7.25-7.35m, subvertical undulating dull discontinuity with a little dark grey staining.

7.50- 9.00 80 0.11 14 Between 7.50-7.80m, 23 0.02 (NR) assumed zone of core

loss.

8.00-11.30 PKR (11)

8.35 76.56 Very stiff fissured Fissures are extremely reddish brown slightly to very closely spaced mottled light greenish randomly orientated dull grey slightly sandy CLAY and undulating.

(NI) with occasional subangular to angular fine to coarse lithorelicts. [MERCIA MUDSTONE WEATHERING GRADE III] Between 9.00-9.45m,

9.00-10.50 70 0.20 23 assumed zone of core 39 0.01 loss.

(NR)

(NI)

9.60 75.31 9.65- 9.85 C Very weak to weak reddish

brown SILTSTONE with occasional coarse sand to fine gravel sized open voids.

(9) Subhorizontal

16.40 6.20 14.00 11/09/12 08:00 16.40 - 11/09/12 18:00




Levelm OD

SPT N(FI)

Core RunCore Dia

Depth Cased

TCR/SCR %

Length Max/Min

RQD %

SPT (FI)


Logged by LJ


Figure 2 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



discontinuities extremely Between 10.10-10.20m, closely to medium spaced weak light greenish grey dull and undulating with fine grained sandstone sandy clay smears. layer. [MERCIA MUDSTONE WEATHERING GRADE II]

10.40 74.51 (NI) Very stiff reddish brown

10.50-12.00 100 0.30 55 slightly mottled light 77 0.07 greenish grey sandy CLAY. 10.60 74.31

[MERCIA MUDSTONE WEATHERING GRADE III]

Weak reddish brown With rare fine sand to occasionally mottled medium gravel sized open

(3) light greenish grey fine voids. grained SANDSTONE. [MERCIA MUDSTONE WEATHERING GRADE II]

Between 11.25-11.35m, very stiff reddish brown sandy clay layer. 11.35 73.56

Weakly cemented to Discontinuities extremely weak reddish extremely closely to brown SILTSTONE. medium spaced undulating

(9) [MERCIA MUDSTONE or stepped, dull with WEATHERING GRADE II] frequent silty smear.

Dip 0-40 degrees.

Between 12.00-12.25m, 12.00-13.50 83 0.16 33 assumed zone of core

52 0.04 (NR) loss.

12.35-12.50 C

(10)

13.30 71.61 (NI) Very stiff reddish brown Between 13.35-13.50m,

slightly mottled light light greenish grey and greenish grey sandy CLAY. fissured. Fissures are

13.50-15.00 90 0.08 (NR) [MERCIA MUDSTONE extremely to very 30 0.02 WEATHERING GRADE III] closely spaced randomly

orientated dull and silty. Between 13.50-13.65m, assumed zone of core

(NI) loss.

14.25 70.66 Extremely weak becoming Subhorizontal very weak reddish brown discontinuities MUDSTONE with occasional extremely closely to light greenish grey closely spaced dull siltstone bands between undulating and silty. 1-20mm in thickness.

(19) [MERCIA MUDSTONE WEATHERING GRADE II]

At 14.95m, undulating dull discontinuity with some dark grey staining.




Levelm OD

SPT N(FI)

Logged by LJ


Figure 3 of 4 29/10/2012


Client



Core Run/Depth

ScaleDescription


RQD%TCR/SCR Detail

DescriptionGeneral



of HoleDepthCased

Depth toWater

Date DepthStruck

DepthCased

Rose to DepthSealed


Remarks



TimeMinsin

DiaHole

%Cased &

(to Water)

Progress



15.00-16.50 99 0.13 23 63 0.04

(>25)

15.85-16.00 C

16.00 68.91 (8) Weak reddish brown fine Very closely to closely

grained SANDSTONE with spaced undulating dull occasional coarse sand to discontinuities with fine gravel sized voids. slight dark grey [MERCIA MUDSTONE staining or slight clay WEATHERING GRADE I] smear dip 0-40 degrees.





Levelm OD

SPT N(FI)

Logged by LJ


Figure 4 of 4 29/10/2012





Value


0-75 75-150 0-75 75-150 150-225 225-300(mm) (mm) (mm) (mm) (mm) (mm)

SWP

(mm)m bgl

Level

m OD

'N'

10 20 30 40 50

Uncorrected SPT

CP/RC106 1.20 C 356 7 8 8 9 10-83.71 *

CP/RC106 2.00 C 413 5 8 9 11 13-82.91 *

CP/RC106 3.00 C 50/2824 6 9 10 15 16/57-81.91 >

CP/RC106 4.00 C 50/1956 11 14 17 19/45-80.91 >

CP/RC106 5.00 C 50/1115 9 16 34/36-79.91 >

CP/RC106 5.70 C 50/5625/64 50/56-79.21 >


-/-

-*/-




C - SPT with cone




Driller

Hammer No.

Calibration Date

RemarksSteve Lowery

SL01

81.00

05/04/2012


22476-3: 2005

5

APPENDIX 5

Rotary Core Photographs

RC101 7.30-9.60m

RC101 9.60-12.60m

PHOTOGRAPHS


Project : Kegworth Boreholes

RC101 12.60-15.60m

RC101 15.60-18.60m

PHOTOGRAPHS



RC101 18.60-21.60m

RC101 21.60-24.60m

PHOTOGRAPHS



RC101 24.60-27.60m

RC102 2.80-5.60m

PHOTOGRAPHS



RC102 5.60-8.20m

RC102 8.20-11.20m

PHOTOGRAPHS



RC102 11.20-14.20m

RC102 14.20-17.20m

PHOTOGRAPHS



RC103 6.00-9.00m

RC103 9.00-12.00m

PHOTOGRAPHS



RC103 12.00-15.00m

RC103 15.00-18.00m

PHOTOGRAPHS



RC104 7.40-10.40m

RC104 10.40-13.40m

PHOTOGRAPHS



RC104 13.40-16.40m

RC104 16.40-19.40m

PHOTOGRAPHS



RC105 7.50-10.50m

RC105 10.50-13.50m

PHOTOGRAPHS



RC105 13.50-14.70m

RC106 6.20-9.00m

PHOTOGRAPHS



RC106 9.00-12.00m

RC106 12.00-15.00m

PHOTOGRAPHS



RC106-15.00-16.50m

PHOTOGRAPHS



6

APPENDIX 6

In Situ Permeability Tests

PC124998

CP/RC101

1

DOUBLE

5.0 BAR

06/09/2012

13.50 14.00

14.50 1.00

Depth to Centre of test section(m) 14.00

Depth to Base of casing (m) 7.50 0.90

10.52 150

1st period Time (mins) 0 5 10 15 Average

Gauge Press Flow reading 417 426 435 443 Flow (l/min)

0.12 Water Take 0.00 9.50 8.70 8.30 1.767

2nd period Time (mins) 0 5 10 15 Average


0.24 Water Take 0.00 27.10 36.58 45.62 7.287

3rd period Time (mins) 0 5 10 15 Average


0.35 Water Take 0.00 0.00 52.90 71.90 8.320

4th period Time (mins) 0 5 10 15 Average


0.24 Water Take 0.00 48.00 58.10 40.80 9.793



0.12 Water Take 0.00 50.50 40.00 43.80 8.953

Basic In extra rods

1st 1.767 0.83 0.085 0.000 0.000 14.985 12.044 8.10E-07

2nd 7.287 1.65 0.169 0.000 0.000 15.069 49.397 3.32E-06

3rd 8.320 2.41 0.247 0.000 0.000 15.147 56.114 3.77E-06

4th 9.793 0.24 0.025 0.000 0.000 14.925 67.033 4.51E-06

5th 8.953 0.12 0.012 0.000 0.000 14.912 61.334 4.12E-06

Remarks

INSITU TESTING - Packer Test Form INS004 Rev 3

Depth to Base of test section (m)

Dept to Ground water (m)

Test No.

Date

Hole No.

Depth to Top of test section (m)

Packer pressure

Project

Client

PeriodFlow (q)

(l/min)

KEGWORTH

ROXHILL DEVELOPMENTS LTD

Gauge Press

(m of water)

Total Head

(m)

Permeability

(m/s)

*Where friction loss is assumed to be negligible.

Pressure Conversion: 1 bar = 100 kPa = 14.503 psi

Lugeon

Value

Friction Loss (m)*

increased to 6.0 bar, water level then steady for duration of test.

Packer type

Project No.

Centre of test section (m)

Length of test section (m)

Gauge Press

(kPa)

Gauge Height above ground level (m)

Hole Diameter in test section (mm)

Depth to groundwater recorded at start of shift.

During 1st period after 10mins water rising in borehole, packer pressure

PC124998

CP/RC101

2

DOUBLE

6.0 BAR

06/09/2012

16.00 16.50

17.00 1.00



10.52 150



0.2 Water Take 0.00 27.90 26.50 46.30 6.713



0.4 Water Take 0.00 65.90 49.40 60.10 11.693



0.6 Water Take 0.00 0.00 69.20 72.00 9.413



0.4 Water Take 0.00 69.40 71.70 74.20 14.353



0.2 Water Take 0.00 71.00 75.00 78.10 14.940

Basic In extra rods

1st 6.713 1.38 0.141 0.000 0.000 17.541 39.097 2.63E-06

2nd 11.693 2.76 0.282 0.000 0.000 17.682 67.557 4.54E-06

3rd 9.413 4.14 0.423 0.000 0.000 17.823 53.955 3.63E-06

4th 14.353 0.40 0.041 0.000 0.000 17.441 84.071 5.65E-06

5th 14.940 0.20 0.020 0.000 0.000 17.420 87.610 5.89E-06

Remarks




Packer type

Project No.



Project

Client

KEGWORTH



Lugeon

Value

Friction Loss (m)*Gauge Press

(kPa)

Total Head

(m)

Permeability

(m/s)


PeriodFlow (q)

(l/min)

Gauge Press

(m of water)




Test No.

Date

Hole No.


Packer pressure

PC124998

CP/RC101

3

DOUBLE

6.0 BAR

06/09/2012

20.00 20.50

21.00 1.00



10.52 150



0.33 Water Take 0.00 123.60 121.20 122.50 24.487


Gauge Press Flow reading Flow (l/min)

0.67 Water Take 0.00 0.00 0.00 0.00 0.000



1 Water Take 0.00 0.00 0.00 0.00 0.000



0.67 Water Take 0.00 0.00 0.00 0.00 0.000



0.33 Water Take 0.00 0.00 0.00 0.00 0.000

Basic In extra rods

1st 24.487 2.28 0.233 0.000 0.000 21.633 115.634 7.77E-06

2nd 0.000 4.62 0.472 0.000 0.000 21.872 0.000 0.00E+00

3rd 0.000 6.90 0.705 0.000 0.000 22.105 0.000 0.00E+00

4th 0.000 0.67 0.068 0.000 0.000 21.468 0.000 0.00E+00

5th 0.000 0.33 0.034 0.000 0.000 21.434 0.000 0.00E+00

Remarks

a 10minute period, during which 315 Litres water was pumped into hole,



emptying water tank. Depth of groundwater recorded at start of shift.

No water returns during test, maximum achievable 1st pressure 0.2bar.

After performing 1st period water allowed to flow continuously at 0.2bar into

Packer type

Project No.




Lugeon

Value

Friction Loss (m)*

hole. Pressure fluctuating until steady state conditions achieved at 0.3bar for

Gauge Press

(kPa)

Total Head

(m)

Permeability

(m/s)


Project

Client

PeriodFlow (q)

(l/min)

KEGWORTH


Gauge Press

(m of water)




Test No.

Date

Hole No.


Packer pressure

PC124998

CP/RC103

1

SINGLE

7.0 BAR

10/09/2012

15.00 15.50

16.00 1.00



14.40 120



0.2 Water Take 0.00 33.00 32.60 20.80 5.760



0.4 Water Take 0.00 38.60 58.50 68.80 11.060



0.6 Water Take 0.00 0.00 77.30 75.20 10.167



0.4 Water Take 0.00 85.20 63.60 58.00 13.787



0.2 Water Take 0.00 65.70 59.50 60.10 12.353

Basic In extra rods

1st 5.760 1.38 0.141 0.000 0.000 16.541 35.573 2.60E-06

2nd 11.060 2.76 0.282 0.000 0.000 16.682 67.729 4.95E-06

3rd 10.167 4.14 0.423 0.000 0.000 16.823 61.736 4.51E-06

4th 13.787 0.40 0.041 0.000 0.000 16.441 85.664 6.26E-06

5th 12.353 0.20 0.020 0.000 0.000 16.420 76.853 5.61E-06

Remarks




Test No.

Date

Hole No.


Permeability

(m/s)

Project

Client

PeriodFlow (q)

(l/min)

Gauge Press

(kPa)



KEGWORTH


Packer pressure

Packer type

Project No.

Lugeon

Value

Friction Loss (m)*



Gauge Press

(m of water)

Total Head

(m)



Depth to groundwater recorded at start of shift

PC124998

CP/RC104

1

DOUBLE

3.6 BAR

04/09/2012

9.45 10.00

10.55 1.00



Dry 120



0.17 Water Take 0.00 50.20 4.60 3.60 3.893



0.35 Water Take 0.00 12.90 12.90 13.10 2.593



0.52 Water Take 0.00 0.00 0.20 0.30 0.033



0.4 Water Take 0.00 0.05 0.05 0.00 0.007



0.17 Water Take 0.00 0.00 0.05 0.10 0.010

Basic In extra rods

1st 3.893 1.17 0.120 0.000 0.000 11.020 36.092 2.64E-06

2nd 2.593 2.41 0.247 0.000 0.000 11.147 23.767 1.74E-06

3rd 0.033 3.59 0.366 0.000 0.000 11.266 0.302 2.21E-08

4th 0.007 0.40 0.041 0.000 0.000 10.941 0.062 4.55E-09

5th 0.010 0.17 0.017 0.000 0.000 10.917 0.094 6.83E-09

Remarks



Borehole found to be dry at start of shift.

Packer type

Project No.



Gauge Press

(kPa)



Lugeon

Value

Friction Loss (m)*Gauge Press

(m of water)

Total Head

(m)

Permeability

(m/s)

Project

Client

PeriodFlow (q)

(l/min)

KEGWORTH





Test No.

Date

Hole No.


Packer pressure

PC124998

CP/RC106

1

SINGLE

6.0 BAR

11/09/2012

15.00 15.50

16.00 1.00



14.00 120



0.2 Water Take 0.00 1.90 0.40 0.30 0.173



0.4 Water Take 0.00 1.50 0.50 0.70 0.180



0.6 Water Take 0.00 0.00 0.40 0.30 0.047



0.4 Water Take 0.00 0.00 0.40 0.30 0.047



0.2 Water Take 0.00 0.00 0.40 0.30 0.047

Basic In extra rods

1st 0.173 1.38 0.141 0.000 0.000 16.541 1.070 7.82E-08

2nd 0.180 2.76 0.282 0.000 0.000 16.682 1.102 8.05E-08

3rd 0.047 4.14 0.423 0.000 0.000 16.823 0.283 2.07E-08

4th 0.047 0.40 0.041 0.000 0.000 16.441 0.290 2.12E-08

5th 0.047 0.20 0.020 0.000 0.000 16.420 0.290 2.12E-08

Remarks

3.5 bar. Steady state conditions resumed for the rest of the test.




During 1st period flow stopped momentarily and pressure increased to 3.0 bar

Packer type

Project No.




Lugeon

Value

Friction Loss (m)*

Later during 1st period flow stopped momentarily and pressure increased to

Gauge Press

(kPa)

Total Head

(m)

Permeability

(m/s)


Project

Client

PeriodFlow (q)

(l/min)

KEGWORTH


Gauge Press

(m of water)




Test No.

Date

Hole No.


Packer pressure

7

APPENDIX 7

Exploratory Hole Location Plan

8

APPENDIX 8

Monitoring Results

FIELDWORK - Water Level MonitoringProject

Client

Project No

Borehole

Instrument (dia. mm)

Depth to Base (m)

Filter Zone

Level

(m)

Depth

(m)Date

KEGWORTHPC124998

Sheet No

Time LevelDepth

(m)Level

Depth

(m)Level

Depth

(m)Level

Depth

(m)Level

Depth

(m)Level

CP/RC101 CP/RC102 CP/RC103 CP/RC103 CP/RC104 CP/RC104

S (20mm)

27.60

14.00-27.60

65.39 m OD

S (20mm)

17.20

4.00-17.20

54.82 m OD

P (20mm)

15.00 (Note 1)

12.00-16.00

80.56 m OD

S (20mm)

5.00 (Note 2)

1.00-5.00

80.56 m OD

P (19mm)

18.00

16.00-18.90

88.69 m OD

P (19mm)

12.00

7.00-14.00

88.69 m OD

ROXHILL DEVELOPMENTS LTD 1

17 Sep 2012 24.54 40.85 DRY 14.48 66.08 3.89 76.67 DRY DRY

24 Sep 2012 24.54 40.85 DRY N/A N/A DRY DRY

1 Oct 2012 24.52 40.87 16.93 37.89 13.96 66.60 2.71 77.85 DRY DRY

8 Oct 2012 24.46 40.93 16.38 38.44 13.75 66.81 2.56 78.00 DRY DRY

15 Oct 2012 24.48 40.91 16.10 38.72 13.22 67.34 2.45 78.11 DRY DRY

22 Oct 2012 24.40 40.99 16.04 38.78 13.08 67.48 2.24 78.32 DRY DRY

Remarks



Note 1 - 24/09/2012 - Unable to monitor - Flooded.

Note 2 - 24/09/2012 - Unable to monitor - Flooded.

FIELDWORK - Water Level MonitoringProject

Client

Project No

Borehole

Instrument (dia. mm)

Depth to Base (m)

Filter Zone

Level

(m)

Depth

(m)Date

KEGWORTHPC124998

Sheet No

Time LevelDepth

(m)Level

Depth

(m)Level

Depth

(m)Level

Depth

(m)Level

Depth

(m)Level

CP/RC105 CP/RC106

S (20mm)

14.70

1.00-14.70

75.05 m OD

S (20mm)

16.40

15.00-16.50

84.91 m OD

ROXHILL DEVELOPMENTS LTD 2

17 Sep 2012 15.27 59.78 12.79 72.12

24 Sep 2012 14.40 60.65 12.13 72.78

1 Oct 2012 14.38 60.67 12.75 72.16

8 Oct 2012 14.35 60.70 15.43 69.48

15 Oct 2012 14.20 60.85 14.50 70.41

22 Oct 2012 14.14 60.91 13.61 71.30

Remarks



9

APPENDIX 9

Laboratory Test Results - Geotechnical

Form REP001 Rev 2

DATA SHEET - Laboratory Test Symbols

Classification and Strength

Symbol C - Clay M - Silt (0 - containing organic matter) Plasticity L - Low I - Intermediate H - High V - Very High E - Extremely High Ip Plasticity Index

% % Retained on 425 µm sieve, shown under Ip value

wL Liquid Limit

wP Plastic Limit

NP Non-Plastic

NAT Sample tested in natural state

w Moisture Content

p Particle Density

Test Quick undrained triaxial tests SS Single stage - 102mm diameter.

S3 Single stage - set of 3

38mm diameter.

MS Multistage - 102mm diameter.

D Drained Test

HV Hand Vane

PP Pocket Penetrometer (kg/cm²)

NST Not suitable for test

γb Bulk Density

σ3 Triaxial Cell Pressure

σ1 - σ3 Deviator Stress

## Excessive Strain

cu Undrained Cohesion

c Cohesion Intercept

φ Angle of Shearing Resistance

Linear Linear Shrinkage Shrink

Consolidation

mv Coefficient of Volume Compressibility

cv50 Coefficient of Consolidation - Log t

cv90 Coefficient of Consolidation - √t

Rock

UF Unacceptable Failure

Chemical Analysis

Acid Soluble Total sulphate in specimen, expressed as SO3 %, value in brackets expressed as SO4 %

Water Soluble Soluble sulphate in 2:1 water : soil extract, expressed as SO3 g/l, value in brackets expressed as SO4 g/l

In Water Sulphate content of groundwater, expressed as SO3 g/l, value in brackets expressed as SO4 g/l

pH pH value

Organic content Organic content expressed as a percentage of dry weight

Chloride Chloride Ion content expressed as a percentage of dry weight

MCV, Compaction, CBR

MCV Moisture Condition Value at natural

moisture content

MCC Moisture Condition Calibration

CCV Chalk Crushing Value

Compaction

Type 2.5 = BS 2.5 kg Rammer 4.5 = BS 4.5 kg Rammer V = BS Vibrating Hammer

γb Bulk Density

γd Dry Density

CBR California Bearing Ratio

Type 2.5 = Test on Specimen Recompacted using BS 2.5 kg Rammer 4.5 = As above but using BS 4.5 kg Rammer V = As above but using BS Vibrating Hammer M = Test on open drive mould specimen cut in field S = Soaked Specimen

Top CBR at top of mould

Bottom CBR at bottom of mould

ND None Detected

All tests performed in accordance with BS 1377 : Parts 1-9 : 1990 incorporating amendments where appropriate.

d

LABORATORY RESULTS - Classification and Strength

Project Project No:

Sample

Hole Depth Type Description

Depth)

Sample

PC124998KEGWORTH

Ref

m

(Specimen

Classification Strength

Symbol lp Test γb σ σ −σ cw w w

L p 3 31

Mg/m kN/m3 2

kN/m2

kN/m2

(>425)

c

kN/m2

upd

( )

%

γd

( )(

%%%

Avg

CP/RC10

1

B C682601.20-

1.65

(1.20)

Firm reddish brown slightly sandy

CLAY

CL 14

(0%)

34 20 20

CP/RC10

1

D C674382.00-

2.45

(2.00)

Firm reddish brown fissured slightly

sandy CLAY

15

CP/RC10

1

D C674343.00-

3.45

(3.00)

Firm reddish brown fissured slightly

sandy CLAY

CL 11

(8%)

29 18 12

CP/RC10

1

B C682634.00-

4.45

(4.00)

Very stiff reddish brown fissured

slightly sandy CLAY

16

CP/RC10

1

B C682625.00-

5.45

(5.00)

Very stiff reddish brown slightly sandy

gravelly CLAY. Gravel is angular

mudstone and siltstone

13

CP/RC10

1

B C682646.00-

6.45

(6.00)




CL 11

(43%)

29 18 19

CP/RC10

1

D C674336.80

(6.80)




16

CP/RC10

2

B C682271.20-

1.65

(1.20)


slightly sandy slightly gravelly CLAY.

Gravel is angular fine to coarse

siltstone

CL 13

(21%)

31 18 18

CP/RC10

2

B C682292.00-

2.45

(2.00)


slightly gravelly CLAY. Gravel is

angular fine to coarse siltstone

CL 12

(61%)

28 16 14

CP/RC10

3

B C682790.50-

1.20

(0.50)

Firm reddish brown slightly sandy

CLAY

CI 20

(6%)

40 20 17

CP/RC10

3

D C674591.20-

1.65

(1.20)

Stiff brown fissured slightly sandy

CLAY

14

CP/RC10

3

B C682762.00-

2.45

(2.00)

Stiff brown fissured slightly sandy

CLAY

CL 12

(28%)

29 17 16

CP/RC10

3

B C682803.00-

3.45

(3.00)

Very stiff brown fissured slightly sandy

CLAY

17

CP/RC10

3

B C682754.00-

4.45

(4.00)


CLAY

21

Remarks Tests performed in accordance with BS 1377: 1990

NST - Not suitable for Test

LABORATORY RESULTS - Classification and Strength

Project Project No:

Sample


Depth)

Sample

PC124998KEGWORTH

Ref

m

(Specimen

Classification Strength

Symbol lp Test γb σ σ −σ cw w w

L p 3 31

Mg/m kN/m3 2

kN/m2

kN/m2

(>425)

c

kN/m2

upd

( )

%

γd

( )(

%%%

Avg

CP/RC10

3

B C682775.00-

5.45

(5.00)


CLAY

16

CP/RC10

4

B C682311.20-

1.65

(1.20)

Stiff reddish brown sandy CLAY CL 15

(0%)

33 18 23

CP/RC10

4

D C674252.00-

2.45

(2.00)

Stiff reddish brown sandy CLAY 21

CP/RC10

4

B C682303.00-

3.45

(3.00)


slightly sandy CLAY

CI 19

(6%)

36 17 17

CP/RC10

4

B C682344.00-

4.45

(4.00)


slightly sandy CLAY

15

CP/RC10

4

B C682355.00-

5.45

(5.00)




siltstone

CI 16

(9%)

35 19 16

CP/RC10

4

B C682366.00-

6.45

(6.00)




siltstone

19

CP/RC10

4

B C682337.00-

7.45

(7.00)


slightly gravelly CLAY. Gravel is

angular fine to coarse siltstone

CL 11

(29%)

28 17 20

CP/RC10

5

B C682841.20-

1.65

(1.20)

Stiff reddish brown fissured slightly

sandy CLAY

CH 35

(1%)

59 24 20

CP/RC10

5

D C674732.50

(2.50)

Stiff reddish brown fissured slightly

sandy CLAY

23

CP/RC10

5

D C674723.00-

3.18

(3.00)


slightly sandy CLAY

11

CP/RC10

5

B C682894.00-

4.45

(4.00)


slightly sandy CLAY

16

CP/RC10

5

B C682865.00-

5.45

(5.00)


slightly sandy CLAY

15

CP/RC10

5

B C682856.00-

6.45

(6.00)


slightly sandy CLAY

14

Remarks Tests performed in accordance with BS 1377: 1990

NST - Not suitable for Test

LABORATORY RESULTS -

Project:

Project No: PC124998

KEGWORTH

PLOT OF PLASTICITY INDEX AGAINST LIQUID LIMIT

Classification Chart

for all items tested

0

10

20

30

40

50

60

70

80

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

Liquid Limit %

Pla

sti

cit

y In

de

x %

Intermediate

CL

CI

CH

CE

CV

ML MI

MH

MV

ME

Low High Very High Extremely High

Remarks 26/09/2012

Soil Type Plasticity Characterisics

C Clay

M Silt

L Low

I Intermediate

H High

V Very High

E Extremely High

Table of Soil Types and Plasticity Characteristics from BS 5930 : 1999

LABORATORY RESULTS - ISRM Suggested Method for Point Load Strength Determination

Project Project No:

Sample


Depth)

Sample

PC124998KEGWORTH

Ref

m

(Specimen

De IsW D

mmmm

De IsFw

MN/m2

% mmmm

Fail

Load

kN

Test

Type/

Direction

2

250

MN/m2

CP/RC10

1

C C678147.85-

7.90

(7.85-

7.90)

Weak reddish brown SILTSTONE 8.5 85 59 1.62 A/PD 79.91 6385 0.254 1.235 0.313

CP/RC10

1

C C6781513.10-

13.20

(13.10-

13.20)

Very weak to weak reddish brown

SILTSTONE

(See Test Remarks Sheet for

further information)

7.6 85

85

85

85

86

50

44

34

0.48

1.94

UF

1.15

D/PL

A/PD

A/PD

A/PD

86.00

73.56

60.66

7396

5411

3680

0.065

0.359

0.311

1.276

1.190

1.091

0.083

0.427

0.339

CP/RC10

1

C C6781214.90-

15.15

(14.90-

15.15)

Very weak to weak light greenish

brown fine grained SANDSTONE



9.4 85

85

85

85

85

85

85

85

84

85

85

73

75

59

40

49

0.85

0.88

0.87

UF

3.57

1.56

0.57

2.43

D/PL

D/PL

D/PL

A/PD

A/PD

A/PD

A/PD

A/PD

84.00

85.00

85.00

90.09

79.91

65.80

72.82

7056

7225

7225

8117

6385

4329

5303

0.120

0.121

0.120

0.440

0.245

0.132

0.458

1.263

1.270

1.270

1.303

1.235

1.132

1.184

0.152

0.154

0.152

0.574

0.302

0.150

0.543

CP/RC10

1

C C6781319.25-

19.45

(19.25-

19.45)


MUDSTONE



6.8 85

85

85

85

85

85

85

85

57

47

37

30

0.76

1.01

0.24

1.81

1.23

0.33

D/PL

D/PL

A/PD

A/PD

A/PD

A/PD

85.00

85.00

78.54

71.32

63.28

56.98

7225

7225

6169

5087

4004

3247

0.105

0.140

0.039

0.356

0.307

0.101

1.270

1.270

1.225

1.173

1.112

1.061

0.133

0.178

0.047

0.418

0.341

0.107

CP/RC10

1

C C6781622.55-

22.65

(22.55-

22.65)

Weak reddish brown fine grained

SANDSTONE

7.9 86

86

86

86

59

39

2.26

3.97

2.19

D/PL

A/PD

A/PD

86.00

80.38

65.35

7396

6460

4270

0.306

0.615

0.513

1.276

1.238

1.128

0.390

0.761

0.579

CP/RC10

1

C C6781726.55-

26.63

(26.55-

26.63)

Weak reddish brown fine grained

SANDSTONE

7.1 86

86

81

39

UF

2.67

A/PD

A/PD 65.35 4270 0.625 1.128 0.705

CP/RC10

2

C C678184.00-

4.10

(4.00-

4.10)


MUDSTONE

9.2 86

86

86

86

66

49

1.07

5.38

1.80

D/PL

A/PD

A/PD

86.00

85.01

73.25

7396

7227

5365

0.145

0.745

0.335

1.276

1.270

1.188

0.185

0.945

0.398

CP/RC10

2

C C6781911.45-

11.65

(11.45-

11.65)

Weak to medium strong reddish

brown slightly calcareous fine to

medium grained SANDSTONE

6.2 86

86

86

86

86

86

86

86

86

86

56

39

40

56

4.87

4.84

3.23

5.16

3.81

4.97

7.53

D/PL

D/PL

D/PL

A/PD

A/PD

A/PD

A/PD

86.00

86.00

86.00

78.31

65.35

66.18

78.31

7396

7396

7396

6132

4270

4380

6132

0.658

0.654

0.437

0.841

0.893

1.135

1.228

1.276

1.276

1.276

1.224

1.128

1.135

1.224

0.840

0.835

0.557

1.029

1.007

1.287

1.503

CP/RC10

3

C C678207.10-

7.20

(7.10-

7.20)

Extremely weak reddish brown

MUDSTONE



14 86

86

86

65

84

31

61

69

0.12

0.08

0.07

0.05

D/PL

A/PD

L/R

L/R

84.00

58.26

81.73

75.57

7056

3394

6679

5710

0.016

0.024

0.010

0.009

1.263

1.071

1.248

1.204

0.021

0.026

0.013

0.011

Remarks Test Type D-Diametral, A-Axial, I-Lump or Irregular TestDirection PL-parallel to planes of weakness, PD - perpendicular to planes of weakness,

R-Random or unknown orientationFail Load UF-unacceptable failure

LABORATORY RESULTS - ISRM Suggested Method for Point Load Strength Determination

Project Project No:

Sample


Depth)

Sample

PC124998KEGWORTH

Ref

m

(Specimen

De IsW D

mmmm

De IsFw

MN/m2

% mmmm

Fail

Load

kN

Test

Type/

Direction

2

250

MN/m2

CP/RC10

3

C C6782112.65-

12.75

(12.65-

12.75)


fine grained SANDSTONE



8.8 86 82 0.09 A/PD 94.76 8979 0.010 1.333 0.014

CP/RC10

4

C C6782214.25-

14.45

(14.25-

14.45)

Extremely weak to very weak

reddish brown SILTSTONE



12 85

85

85

85

85

85

85

85

85

85

49

51

52

29

0.19

0.23

0.23

0.45

0.41

0.31

0.14

D/PL

D/PL

A/PD

A/PD

A/PD

A/PD

A/PD

85.00

85.00

68.22

72.82

74.29

75.02

56.02

7225

7225

4654

5303

5519

5628

3139

0.026

0.032

0.050

0.085

0.075

0.054

0.044

1.270

1.270

1.150

1.184

1.195

1.200

1.053

0.033

0.040

0.058

0.101

0.089

0.065

0.047

CP/RC10

4

C C6782316.20-

16.30

(16.20-

16.30)

Very weak reddish brown and light

greenish grey SILTSTONE



9.6 85

85

85

85

65

40

0.28

1.06

0.46

D/PL

A/PD

A/PD

85.00

83.87

65.80

7225

7035

4329

0.038

0.150

0.107

1.270

1.262

1.132

0.049

0.190

0.121

CP/RC10

5

C C678249.95-

10.10

(9.95-

10.10)

Extremely weak to very weak

reddish brown fine grained

SANDSTONE



13 85

85

85

85

85

85

85

85

85

85

64

44

44

40

0.14

0.07

0.16

0.23

0.23

0.23

0.23

D/PL

D/PL

D/PL

A/PD

A/PD

A/PD

A/PD

85.00

85.00

85.00

83.23

69.01

69.01

65.80

7225

7225

7225

6926

4762

4762

4329

0.020

0.010

0.021

0.033

0.049

0.048

0.052

1.270

1.270

1.270

1.258

1.156

1.156

1.132

0.025

0.012

0.027

0.041

0.056

0.056

0.059

CP/RC10

6

C C678259.65-

9.85

(9.65-

9.85)

Very weak reddish brown

SILTSTONE



16 85

85

85

85

85

85

85

85

84

85

52

51

45

34

0.61

0.55

0.63

0.69

0.59

0.31

0.22

D/PL

D/PL

D/PL

A/PD

A/PD

A/PD

A/PD

85.00

84.00

85.00

75.02

74.29

69.79

60.66

7225

7056

7225

5628

5519

4870

3680

0.085

0.077

0.087

0.122

0.106

0.064

0.061

1.270

1.263

1.270

1.200

1.195

1.162

1.091

0.108

0.098

0.110

0.146

0.127

0.074

0.066

CP/RC10

6

C C6782615.85-

16.00

(15.85-

16.00)


MUDSTONE



8.6 86

86

86

86

86

65

40

61

0.71

1.34

0.62

0.99

D/PL

L/R

A/PD

A/PD

86.00

84.36

66.18

81.73

7396

7117

4380

6679

0.096

0.188

0.142

0.148

1.276

1.265

1.135

1.248

0.123

0.238

0.161

0.185

Remarks Test Type D-Diametral, A-Axial, I-Lump or Irregular TestDirection PL-parallel to planes of weakness, PD - perpendicular to planes of weakness,

R-Random or unknown orientationFail Load UF-unacceptable failure

LABORATORY RESULTS - Rock Tests

Project Project No:

Sample


Depth)

Sample

PC124998KEGWORTH

Ref

m

(Specimen

w

%

UCS

kPa

bγ

Mg/m3

dγ

Mg/m3

UCS

CP/RC10

1

C C678308.65-

8.77

(8.65-

8.77)


SILTSTONE

6.6 2.19 2.05 1764

CP/RC10

1

C C6782810.50-

10.85

(10.50-

10.85)


SILTSTONE

5.2 2.42 2.30 2777

CP/RC10

1

C C6783312.05-

12.20

(12.05-

12.20)


SILTSTONE

8.1 2.30 2.13 2187

CP/RC10

1

C C6783215.70-

15.83

(15.70-

15.83)

Very weak light brown fine grained

SANDSTONE

7.5 2.37 2.21 2229

CP/RC10

1

C C6783117.20-

17.32

(17.20-

17.32)


greenish grey MUDSTONE

7.6 2.29 2.13 2810

CP/RC10

1

C C6782720.85-

21.10

(20.85-

21.10)

Very weak light greenish grey fine

to medium grained SANDSTONE

6.2 2.34 2.20 1848

CP/RC10

1

C C6782923.90-

24.15

(23.90-

24.15)


greenish grey fine to medium

grained SANDSTONE

8.8 2.11 1.94 4722

CP/RC10

2

C C678356.00-

6.25

(6.00-

6.25)

Very weak light greenish grey fine

to medium grained SANDSTONE

6.6 2.32 2.18 3877

CP/RC10

2

C C678349.50-

9.70

(9.50-

9.70)

Weak reddish brown and light

greenish grey fine to medium

grained SANDSTONE

6.2 2.09 1.97 5349

CP/RC10

3

C C685018.45-

8.65

(8.45-

8.65)


MUDSTONE

13 2.30 2.04 490

CP/RC10

3

C C685039.25-

9.35

(9.25-

9.35)


MUDSTONE

7.9 1.62 1.50 192

Remarks

LABORATORY RESULTS - Rock Tests

Project Project No:

Sample


Depth)

Sample

PC124998KEGWORTH

Ref

m

(Specimen

w

%

UCS

kPa

bγ

Mg/m3

dγ

Mg/m3

UCS

CP/RC10

4

C C685048.60-

8.70

(8.60-

8.70)


MUDSTONE

7.6 1.85 1.72 352

CP/RC10

4

C C6850511.40-

11.65

(11.40-

11.65)


MUDSTONE

13 2.23 1.98 386

CP/RC10

6

C C685026.85-

7.05

(6.85-

7.05)

Weakly cemented to extremely

weak reddish brown SILTSTONE

9.5 2.26 2.06 304

CP/RC10

6

C C6850012.35-

12.50

(12.35-

12.50)

Weakly cemented to extremely

weak reddish brown SILTSTONE

15 2.14 1.85 178

Remarks

LABORATORY RESULTS - Test Remarks

Project Project No:

Sample

Hole Depth Type

Depth)

Sample

PC124998KEGWORTH

Ref

m

(SpecimenLaboratory Remark

CP/RC10

1

C C6781513.10-

13.20

(13.10-

13.20)

Point Load Test - When the Failure Load (P) is less than 1kN or equal to it is below the permitted verification

value of the machine.

CP/RC10

1

C C6781214.90-

15.15

(14.90-

15.15)



CP/RC10

1

C C6781319.25-

19.45

(19.25-

19.45)



CP/RC10

3

C C678207.10-

7.20

(7.10-

7.20)



CP/RC10

3

C C6782112.65-

12.75

(12.65-

12.75)



CP/RC10

4

C C6782214.25-

14.45

(14.25-

14.45)

Point Load Test - When the failure Load (P) is less than 1kN or equal to its is below the permitted verification


CP/RC10

4

C C6782316.20-

16.30

(16.20-

16.30)

Point Load Test - When the Failure Load (P) is less than 1kN or equal to it is below the permitted verifiaction


CP/RC10

5

C C678249.95-

10.10

(9.95-

10.10)



CP/RC10

6

C C678259.65-

9.85

(9.65-

9.85)



CP/RC10

6

C C6782615.85-

16.00

(15.85-

16.00)



Remarks

10

APPENDIX 10

Investigation Techniques and General Notes

Geotechnics Limited © The Geotechnical Centre, 203 Torrington Avenue, Tile Hill, Coventry. CV4 9AP

INVESTIGATION TECHNIQUES INTRODUCTION The following brief review of Ground Investigation techniques, generally used as part of most Site Investigations in the UK, summarises their methodology, advantages and limitations. Detailed descriptions of the techniques are available and can be provided on request. This review should be read in conjunction with the accompanying General Notes. TRIAL PITS The trial pit is amongst the most simple yet effective means of identifying shallow ground conditions on a site. Its advantages include simplicity, speed, potential accuracy and cost-effectiveness. The trial pit is most commonly formed using a backacting excavator which can typically determine ground conditions to some 4 metres below ground level. Hand excavation is often used to locate, expose and detail existing foundations, features or services. In general, it is difficult to extend pits significantly below the water table in predominantly granular soils, where flows can cause instability. Unless otherwise stated, the trial pits will not have been provided with temporary side support during their construction. Under such circumstances ground conditions to some 1.20 metres can be closely inspected, subject to stability assessment, but below this depth, entrance into the pit is not permitted in the absence of shoring and hence observations will have been made from ground surface and samples taken from the excavator bucket. Trends in strata type, level and thickness can be determined, shear surfaces identified and the behaviour of plant, excavation sides and excavated materials can be related to the construction process. They are particularly valuable in land slip investigations. Some types of insitu test can be undertaken in such pits and large disturbed or block samples obtained. CABLE PERCUSSION BORING The light Cable Percussion technique of soft ground boring, typically at a diameter of 150mm, is a well established simple and flexible method of boring vertical holes and generally allows data to be obtained in respect of strata conditions other than rock. A tubular cutter (for cohesive soils) or shell with a flap valve (for granular soils) is repeatedly lifted and dropped using a winch and rope operating from an “A” frame. Soil which enters these tools is regularly removed and either sampled for subsequent examination or test, or laid to one side for backfilling. Steel casing will have been used to prevent collapse of the borehole sides where necessary. A degree of disturbance of soil and mixing of layers is inevitable and the presence of very thin layers of different soils within a particular stratum may not be identified. Changes in strata type can only be detected on recognition of a change in soil samples at surface, after the interface has been passed. For the foregoing reasons, depth measurements should not be considered to be more accurate than 0.10 metre. In cohesive soils cylindrical samples are retrieved by driving or pushing in 100mm nominal diameter tubes. In soft soils, piston sampling or vane testing may be undertaken. In granular soils and often in cohesive materials, insitu Standard Penetration Tests (SPT’s) are performed. The SPT records the number of standard blows required to drive a 50mm diameter open or cone ended probe for 300mm after an initial 150mm penetration. A modified method of recording is used in more dense strata. Small disturbed samples are obtained throughout. The technique can determine ground conditions to depths in excess of 30 metres under suitable circumstances and usually causes less surface disturbance than trial pitting. ROTARY DRILLING Rotary Drilling to produce cores by rotating an annular diamond-impregnated tube or barrel into the ground is the technique most appropriate to the forming of site investigation boreholes through rock or other hard strata. It has the advantage of being able to be used vertically or at an angle. Core diameters of less than 100mm are most common for site investigation purposes. Core is normally retrieved in plastic lining tubes. A flushing fluid such as air, water or foam is used to cool the bit and carry cuttings to the surface. Examination of cores allows detailed rock description and generally enables angled discontinuity surfaces to be observed. However, vertical holes do not necessarily reveal the presence of vertical or near-vertical fissures or joint discontinuities. The core type and/or techniques used. Where open hole rotary drilling is employed, descriptions of strata result from examination at surface of small particles ejected from the borehole in the flushing medium. In consequence, no indication of fissuring, bedding, consistency or degree of weathering can be obtained. Small scale plant can be used for auger drilling to limited depths where access is constrained. Depths in excess of 60 metres can be achieved under suitable circumstances using rotary techniques, with minimal surface disturbance.

WINDOW SAMPLING This technique involves the driving of an open-ended tube into the ground and retrieval of the soil which enters the tube. The term “window sample” arose from the original device which had a “window” or slot cut into the side of the tube through which samples were taken. This has now been superseded by the use of a thin-walled plastic liner within a sampler which has a solid wall. Diameters range from 36 to 86mm. Such samples can be used for qualitative logging, selection of samples for classification and chemical analysis and for obtaining a rudimentary assessment of strength. Driving devices can be hand-held or machine mounted and the drive tubes are typically in 1m lengths. The hole formed is not cased, however, and hence the success of this technique is limited when soils and groundwater conditions are such that the sides of the hole collapse on withdrawal of the sampler. Obstructions within the ground, the density of the material or its strength can also limit the depth and rate of penetration of this light-weight investigation technique. Nevertheless, it is a valuable tool where access is constrained such as within buildings or on embankments. Depths of up to 8m can be achieved in suitable circumstances but depths of 4m to 6m are more common. EXPLORATORY HOLE RECORDS The data obtained by these techniques are generally presented on Trial Pit, Borehole, Drillhole or Window Sample Records. The descriptions of strata result from information gathered from a number of sources which may include published geological data, preliminary field observations and descriptions, insitu test results, laboratory test results and specimen descriptions. A key to the symbols and abbreviations used accompanies the records. The descriptions on the exploratory hole records accommodate but may not necessarily be identical to those on any preliminary records or the laboratory summaries. The records show ground conditions at the exploratory hole locations. The degree to which they can be used to represent conditions between or beyond such holes, however, is a matter for geological interpretation rather than factual reporting and the associated uncertainties must be recognised. DYNAMIC PROBING This technique typically measures the number of blows of a standard weight falling over a standard height to advance a cone-ended rod over sequential standard distances (typically 100mm). Some devices measure the penetration of the probe per standard blow. It is essentially a profiling tool and is best used in conjunction with other investigation techniques where site-specific correlation can be used to delineate the distribution of soft or loose soils or the upper horizon of a dense or strong layer such as rock. Both machine-driven and hand-driven equipment is available, the selection depending upon access restrictions and the depth of penetration required. It is particularly useful where access for larger equipment is not available, disturbance is to be minimised or where there are cost constraints. No samples are recovered and some techniques leave a sacrificial cone head in the ground. As with other lightweight techniques, progress is limited in strong or dense soils. The results are presented both numerically and graphically. Depths of up to 10m are commonly achieved in suitable circumstances. The hand-driven DCP probing device has been calibrated by the TRL to provide a profile of CBR values over a range of depths of up to 1.50m. INSTRUMENTATION The most common form of instrument used in site investigation is either the standpipe or else the standpipe piezometer which can be installed in investigation holes. They are used to facilitate monitoring of groundwater levels and water sampling over a period of time following site work. Normally a standpipe would be formed using rigid plastic tubing which has been perforated or slotted over much of its length whilst a standpipe piezometer would have a filter tip which would be placed at a selected level and the hole sealed above and sometimes below to isolate the zone of interest. Groundwater levels are determined using an electronic “dipmeter” to measure the depth to the water surface from ground level. Piezometers can also be used to measure permeability. They are simple and inexpensive instruments for long term monitoring but response times can limit their use in tidal areas and access to the ground surface at each instrument is necessary. Remote reading requires more sophisticated hydraulic, electronic or pneumatic equipment. Settlement can be monitored using surface or buried target plates whilst lateral movement over a range of depths is monitored using slip indicator or inclinometer equipment.

Geotechnics Limited © The Geotechnical Centre, 203 Torrington Avenue, Tile Hill, Coventry. CV4 9AP

GENERAL NOTES 1. The report is prepared for the exclusive use of the Client named in the

document and copyright subsists with Geotechnics Limited. Prior written

permission must be obtained to reproduce all or part of the report. It is

prepared on the understanding that its contents are only disclosed to

parties directly involved in the current investigation, preparation and

development of the site.

2. Further copies may be obtained with the Client's written permission,

from Geotechnics Limited with whom the master copy of the document

will be retained.

3. The report and/or opinion is prepared for the specific purpose stated in

the document and in relation to the nature and extent of proposals

made available to Geotechnics Limited at that time. Re-consideration

will be necessary should those details change. The recommendations

should not be used for other schemes on or adjacent to the site without

further reference to Geotechnics Limited.

4. The assessment of the significance of the factual data, where called for,

is provided to assist the Client and his Engineer and/or Advisers in the

preparation of their designs.

5. The report is based on the ground conditions encountered in the

exploratory holes together with the results of field and laboratory testing

in the context of the proposed development. The data from any

commissioned desk study and site reconnaissance are also drawn upon.

There may be special conditions appertaining to the site, however, which

are not revealed by the investigation and which may not be taken into

account in the report.

6. Methods of construction and/or design other than those proposed by the

designers or referred to in the report may require consideration during

the evolution of the proposals and further assessment of the

geotechnical and any geoenvironmental data would be required to

provide discussion and evaluations appropriate to these methods.

7. The accuracy of results reported depends upon the technique of

measurement, investigation and test used and these values should not be

regarded necessarily as characteristics of the strata as a whole (see

accompanying notes on Investigation Techniques). Where such

measurements are critical, the technique of investigation will need to be

reviewed and supplementary investigation undertaken in accordance

with the advice of the Company where necessary.

8. The samples selected for laboratory test are prepared and tested in

accordance with the relevant Clauses of BS 1377 Parts 1 to 8, where

appropriate, in Geotechnics Limited’s UKAS accredited Laboratory,

where possible. A list of tests is given.

9. Tests requiring the use of another laboratory having UKAS accreditation

where possible are identified.

10. Any unavoidable variations from specified procedures are identified in

the report.

11. Specimens are cut vertically, where this is relevant and can be identified,

unless otherwise stated.

12. All the data required by the test procedures are recorded on

individual test sheets but the results in the report are presented in

summary form to aid understanding and assimilation for design

purposes. Where all details are required, these can be made

available.

13. Whilst the report may express an opinion on possible

configurations of strata between or beyond exploratory holes, or on

the possible presence of features based on either visual, verbal,

written, cartographical, photographic or published evidence, this is

for guidance only and no liability can be accepted for its accuracy.

14. Classification of materials as Made Ground is based on the

inspection of retrieved samples or exposed excavations. Where it is obvious that foreign matter such as paper, plastic or metal is present, classification is clear. Frequently, however, for fill materials that arise from the adjacent ground or from the backfilling of excavations, their visual characteristics can closely resemble those of undisturbed ground. Other evidence such as site history, exploratory hole location or other tests may need to be drawn upon to provide clarification. For these reasons, classification of soils on the exploratory hole records as either Made Ground or naturally occurring strata, the boundary between them and any interpretation that this gives rise to should be regarded as provisional and subject to re-evaluation in the light of further data.

15. The classification of materials as Topsoil is generally based on

visual description and should not be interpreted to mean that the material so described complies with the criteria for Topsoil used in BS 3882 (2007). Specific testing would be necessary where such definition is a requirement.

16. Ground conditions should be monitored during the construction of

the works and the report should be re-evaluated in the light of

these data by the supervising geotechnical engineers.

17. Any comments on groundwater conditions are based on

observations made at the time of the investigation, unless specifically stated otherwise. It should be noted, however, that the observations are subject to the method and speed of boring, drilling or excavation and that groundwater levels will vary due to seasonal or other effects.

18. Any bearing capacities for conventional spread foundations which

are given in the report and interpreted from the investigation are for bases at a minimum depth of 1m below finished ground level in naturally occurring strata and at broadly similar levels throughout individual structures, unless otherwise stated. The foundations should be designed in accordance with the good practice embodied in BS 8004:1986 - Foundations, supplemented for housing by NHBC Standards. Foundation design is an iterative process and bearing pressures may need adjustment or other measures may need to be taken in the context of final layouts and levels prior to finalisation of proposals.

19. Unless specifically stated, the investigation does not take account

of the possible effects of mineral extraction or of gases from fill or

natural sources within, below or outside the site.

20. The costs or economic viability of the proposals referred to in the

report, or of the solutions put forward to any problems

encountered, will depend on very many factors in addition to

geotechnical or geoenvironmental considerations and hence their

evaluation is outside the scope of the report.

PC124998 Factual Report - Planning Inspectorate · 2016-05-12 · APPENDIX 4 Cable Percussion and Rotary Borehole Records ... Factual Report, Project No PC124998, October 2012. 203

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