pc124998 factual report - planning inspectorate · 2016-05-12 · appendix 4 cable percussion and...
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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
South West Office
Geotechnics Limited
The Geotechnical Centre
7 Pinbrook Units
Venny Bridge
Exeter
EX4 8JQ
T: 01392 463 110
F:01392 463 111
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
Geotechnics Limited Kegworth
The Geotechnical Centre, Factual Report, Project No PC124998, October 2012.
203 Torrington Avenue,
Tile Hill, Coventry. CV4 9AP Page 2 of 3
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
Geotechnics Limited Kegworth
The Geotechnical Centre, Factual Report, Project No PC124998, October 2012.
203 Torrington Avenue,
Tile Hill, Coventry. CV4 9AP Page 3 of 3
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 Number : PC124998
Project : Kegworth
Looking easterly from the central area of the site
Looking northeasterly from the central area of the site
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth
Looking northwesterly from the centre of the site
Looking westerly from the eastern edge of the site
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth
Looking southwesterly from the central area of the site
Looking southeasterly from the western site boundary
PHOTOGRAPHS
Project Number : PC124998
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447276.914 ROXHILL DEVELOPMENTS LTD 326591.504 65.39
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
Cable Percussion and Rotary CP/RC101
National Grid ENCoordinates
1:25 Ground Level m OD
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
Logged in accordance with BS5930:1999 + A2:2010
Figure 2 of 6 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447276.914 ROXHILL DEVELOPMENTS LTD 326591.504 65.39
(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
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 3 of 6 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447276.914 ROXHILL DEVELOPMENTS LTD 326591.504 65.39
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.
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 4 of 6 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447276.914 ROXHILL DEVELOPMENTS LTD 326591.504 65.39
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)
Between 21.60-21.75m, assumed zone of core
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.
Between 23.10-23.40m, assumed zone of core
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)
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 5 of 6 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447276.914 ROXHILL DEVELOPMENTS LTD 326591.504 65.39
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
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 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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447294.904 ROXHILL DEVELOPMENTS LTD 326897.367 54.82
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.
Cable Percussion and Rotary CP/RC102
National Grid ENCoordinates
1:25 Ground Level m OD
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
Logged in accordance with BS5930:1999 + A2:2010
Figure 1 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447294.904 ROXHILL DEVELOPMENTS LTD 326897.367 54.82
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)
Between 7.10-7.50m, assumed zone of core
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
Cable Percussion and Rotary CP/RC102
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 2 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447294.904 ROXHILL DEVELOPMENTS LTD 326897.367 54.82
(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)
Cable Percussion and Rotary CP/RC102
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 3 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
447294.904 ROXHILL DEVELOPMENTS LTD 326897.367 54.82
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]
17.20 37.62 End of Borehole
Cable Percussion and Rotary CP/RC102
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 4 of 4 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/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 >
Printed: 29/10/2012 Page 2
-/-
-*/-
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 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
446979.777 ROXHILL DEVELOPMENTS LTD 326420.152 80.56
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.
Cable Percussion and Rotary CP/RC103
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 4 29/10/2012
BOREHOLE RECORD
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446979.777 ROXHILL DEVELOPMENTS LTD 326420.152 80.56
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.
Cable Percussion and Rotary CP/RC103
National Grid ENCoordinates
1:25 Ground Level m OD
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
Logged in accordance with BS5930:1999 + A2:2010
Figure 2 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446979.777 ROXHILL DEVELOPMENTS LTD 326420.152 80.56
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.
Cable Percussion and Rotary CP/RC103
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 3 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446979.777 ROXHILL DEVELOPMENTS LTD 326420.152 80.56
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)
16.00 64.56 End of Borehole
Cable Percussion and Rotary CP/RC103
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 4 of 4 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/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 >
Printed: 29/10/2012 Page 3
-/-
-*/-
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 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
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
Cable Percussion and Rotary CP/RC104
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 4 29/10/2012
BOREHOLE RECORD
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
445937.583 ROXHILL DEVELOPMENTS LTD 326544.88. 88.69
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)
Between 8.90-9.35m, assumed zone of core
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.
Cable Percussion and Rotary CP/RC104
National Grid ENCoordinates
1:25 Ground Level m OD
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
Logged in accordance with BS5930:1999 + A2:2010
Figure 2 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
445937.583 ROXHILL DEVELOPMENTS LTD 326544.88. 88.69
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)
Between 13.40-13.60m, assumed zone of core
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.
Between 14.90-15.45m, assumed zone of core
14.90-16.40 63 0.20 29 loss. 47 0.01
Cable Percussion and Rotary CP/RC104
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 3 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
445937.583 ROXHILL DEVELOPMENTS LTD 326544.88. 88.69
(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.
19.40 69.29 End of Borehole
Cable Percussion and Rotary CP/RC104
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 4 of 4 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/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 >
Printed: 29/10/2012 Page 4
-/-
-*/-
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 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
446190.583 ROXHILL DEVELOPMENTS LTD 327135.852 75.05
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.
Cable Percussion and Rotary CP/RC105
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 3 29/10/2012
BOREHOLE RECORD
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446190.583 ROXHILL DEVELOPMENTS LTD 327135.852 75.05
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
Cable Percussion and Rotary CP/RC105
National Grid ENCoordinates
1:25 Ground Level m OD
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
Logged in accordance with BS5930:1999 + A2:2010
Figure 2 of 3 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446190.583 ROXHILL DEVELOPMENTS LTD 327135.852 75.05
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.
14.70 60.35 End of Borehole
Cable Percussion and Rotary CP/RC105
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 3 of 3 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/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 >
Printed: 29/10/2012 Page 5
-/-
-*/-
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 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
446396.186 ROXHILL DEVELOPMENTS LTD 326408.605 84.91
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.
Cable Percussion and Rotary CP/RC106
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 4 29/10/2012
BOREHOLE RECORD
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446396.186 ROXHILL DEVELOPMENTS LTD 326408.605 84.91
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
Cable Percussion and Rotary CP/RC106
National Grid ENCoordinates
1:25 Ground Level m OD
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
Logged in accordance with BS5930:1999 + A2:2010
Figure 2 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446396.186 ROXHILL DEVELOPMENTS LTD 326408.605 84.91
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.
Cable Percussion and Rotary CP/RC106
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 3 of 4 29/10/2012
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
TimeMinsin
DiaHole
%Cased &
(to Water)
Progress
KEGWORTH WATERMAN TRANSPORT & DEVELOPMENT LTD PC124998
446396.186 ROXHILL DEVELOPMENTS LTD 326408.605 84.91
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.
16.50 68.41 End of Borehole
Cable Percussion and Rotary CP/RC106
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 4 of 4 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/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 >
Printed: 29/10/2012 Page 6
-/-
-*/-
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
5
APPENDIX 5
Rotary Core Photographs
RC101 7.30-9.60m
RC101 9.60-12.60m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC101 12.60-15.60m
RC101 15.60-18.60m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC101 18.60-21.60m
RC101 21.60-24.60m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC101 24.60-27.60m
RC102 2.80-5.60m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC102 5.60-8.20m
RC102 8.20-11.20m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC102 11.20-14.20m
RC102 14.20-17.20m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC103 6.00-9.00m
RC103 9.00-12.00m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC103 12.00-15.00m
RC103 15.00-18.00m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC104 7.40-10.40m
RC104 10.40-13.40m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC104 13.40-16.40m
RC104 16.40-19.40m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC105 7.50-10.50m
RC105 10.50-13.50m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC105 13.50-14.70m
RC106 6.20-9.00m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC106 9.00-12.00m
RC106 12.00-15.00m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
RC106-15.00-16.50m
PHOTOGRAPHS
Project Number : PC124998
Project : Kegworth Boreholes
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
Gauge Press Flow reading 460 488 524 570 Flow (l/min)
0.24 Water Take 0.00 27.10 36.58 45.62 7.287
3rd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 645 700 753 825 Flow (l/min)
0.35 Water Take 0.00 0.00 52.90 71.90 8.320
4th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 872 920 978 1019 Flow (l/min)
0.24 Water Take 0.00 48.00 58.10 40.80 9.793
5th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 1061 1112 1152 1196 Flow (l/min)
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
Depth to Centre of test section(m) 16.50
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 276 304 331 377 Flow (l/min)
0.2 Water Take 0.00 27.90 26.50 46.30 6.713
2nd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 418 484 533 593 Flow (l/min)
0.4 Water Take 0.00 65.90 49.40 60.10 11.693
3rd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 641 713 782 854 Flow (l/min)
0.6 Water Take 0.00 0.00 69.20 72.00 9.413
4th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 876 946 1017 1092 Flow (l/min)
0.4 Water Take 0.00 69.40 71.70 74.20 14.353
5th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 1148 1219 1294 1372 Flow (l/min)
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
Gauge Height above ground level (m)
Hole Diameter in test section (mm)
Depth to groundwater recorded at start of shift.
Packer type
Project No.
Centre of test section (m)
Length of test section (m)
Project
Client
KEGWORTH
ROXHILL DEVELOPMENTS LTD
Pressure Conversion: 1 bar = 100 kPa = 14.503 psi
Lugeon
Value
Friction Loss (m)*Gauge Press
(kPa)
Total Head
(m)
Permeability
(m/s)
*Where friction loss is assumed to be negligible.
PeriodFlow (q)
(l/min)
Gauge Press
(m of water)
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
PC124998
CP/RC101
3
DOUBLE
6.0 BAR
06/09/2012
20.00 20.50
21.00 1.00
Depth to Centre of test section(m) 20.50
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 285 408 529 652 Flow (l/min)
0.33 Water Take 0.00 123.60 121.20 122.50 24.487
2nd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading Flow (l/min)
0.67 Water Take 0.00 0.00 0.00 0.00 0.000
3rd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading Flow (l/min)
1 Water Take 0.00 0.00 0.00 0.00 0.000
4th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading Flow (l/min)
0.67 Water Take 0.00 0.00 0.00 0.00 0.000
5th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading Flow (l/min)
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,
Gauge Height above ground level (m)
Hole Diameter in test section (mm)
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.
Centre of test section (m)
Length of test section (m)
Pressure Conversion: 1 bar = 100 kPa = 14.503 psi
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)
*Where friction loss is assumed to be negligible.
Project
Client
PeriodFlow (q)
(l/min)
KEGWORTH
ROXHILL DEVELOPMENTS LTD
Gauge Press
(m of water)
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
PC124998
CP/RC103
1
SINGLE
7.0 BAR
10/09/2012
15.00 15.50
16.00 1.00
Depth to Centre of test section(m) 15.50
Depth to Base of casing (m) 6.00 0.90
14.40 120
1st period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 359 392 425 446 Flow (l/min)
0.2 Water Take 0.00 33.00 32.60 20.80 5.760
2nd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 487 526 584 653 Flow (l/min)
0.4 Water Take 0.00 38.60 58.50 68.80 11.060
3rd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 697 761 838 913 Flow (l/min)
0.6 Water Take 0.00 0.00 77.30 75.20 10.167
4th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 942 1027 1090 1148 Flow (l/min)
0.4 Water Take 0.00 85.20 63.60 58.00 13.787
5th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 174 240 299 359 Flow (l/min)
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
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)
Permeability
(m/s)
Project
Client
PeriodFlow (q)
(l/min)
Gauge Press
(kPa)
*Where friction loss is assumed to be negligible.
Pressure Conversion: 1 bar = 100 kPa = 14.503 psi
KEGWORTH
ROXHILL DEVELOPMENTS LTD
Packer pressure
Packer type
Project No.
Lugeon
Value
Friction Loss (m)*
Centre of test section (m)
Length of test section (m)
Gauge Press
(m of water)
Total Head
(m)
Gauge Height above ground level (m)
Hole Diameter in test section (mm)
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
Depth to Centre of test section(m) 10.00
Depth to Base of casing (m) 7.40 0.90
Dry 120
1st period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 299 349 354 358 Flow (l/min)
0.17 Water Take 0.00 50.20 4.60 3.60 3.893
2nd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 366 378 391 404 Flow (l/min)
0.35 Water Take 0.00 12.90 12.90 13.10 2.593
3rd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 414 414 414 415 Flow (l/min)
0.52 Water Take 0.00 0.00 0.20 0.30 0.033
4th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 414 414 414 414 Flow (l/min)
0.4 Water Take 0.00 0.05 0.05 0.00 0.007
5th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 414 414 414 414 Flow (l/min)
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
Gauge Height above ground level (m)
Hole Diameter in test section (mm)
Borehole found to be dry at start of shift.
Packer type
Project No.
Centre of test section (m)
Length of test section (m)
Gauge Press
(kPa)
*Where friction loss is assumed to be negligible.
Pressure Conversion: 1 bar = 100 kPa = 14.503 psi
Lugeon
Value
Friction Loss (m)*Gauge Press
(m of water)
Total Head
(m)
Permeability
(m/s)
Project
Client
PeriodFlow (q)
(l/min)
KEGWORTH
ROXHILL DEVELOPMENTS LTD
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
PC124998
CP/RC106
1
SINGLE
6.0 BAR
11/09/2012
15.00 15.50
16.00 1.00
Depth to Centre of test section(m) 15.50
Depth to Base of casing (m) 6.20 0.90
14.00 120
1st period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 390 392 392 392 Flow (l/min)
0.2 Water Take 0.00 1.90 0.40 0.30 0.173
2nd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 394 395 396 396 Flow (l/min)
0.4 Water Take 0.00 1.50 0.50 0.70 0.180
3rd period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 401 401 401 401 Flow (l/min)
0.6 Water Take 0.00 0.00 0.40 0.30 0.047
4th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 401 401 401 401 Flow (l/min)
0.4 Water Take 0.00 0.00 0.40 0.30 0.047
5th period Time (mins) 0 5 10 15 Average
Gauge Press Flow reading 401 401 401 401 Flow (l/min)
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.
Gauge Height above ground level (m)
Hole Diameter in test section (mm)
Depth to groundwater recorded at start of shift.
During 1st period flow stopped momentarily and pressure increased to 3.0 bar
Packer type
Project No.
Centre of test section (m)
Length of test section (m)
Pressure Conversion: 1 bar = 100 kPa = 14.503 psi
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)
*Where friction loss is assumed to be negligible.
Project
Client
PeriodFlow (q)
(l/min)
KEGWORTH
ROXHILL DEVELOPMENTS LTD
Gauge Press
(m of water)
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
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
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
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
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)
Very stiff reddish brown slightly sandy
gravelly CLAY. Gravel is angular
mudstone and siltstone
CL 11
(43%)
29 18 19
CP/RC10
1
D C674336.80
(6.80)
Very stiff reddish brown slightly sandy
gravelly CLAY. Gravel is angular
mudstone and siltstone
16
CP/RC10
2
B C682271.20-
1.65
(1.20)
Very stiff reddish brown fissured
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)
Very stiff reddish brown slightly sandy
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)
Very stiff brown fissured slightly sandy
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
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
3
B C682775.00-
5.45
(5.00)
Very stiff brown fissured slightly sandy
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)
Very stiff reddish brown fissured
slightly sandy CLAY
CI 19
(6%)
36 17 17
CP/RC10
4
B C682344.00-
4.45
(4.00)
Very stiff reddish brown fissured
slightly sandy CLAY
15
CP/RC10
4
B C682355.00-
5.45
(5.00)
Very stiff reddish brown fissured
slightly sandy slightly gravelly CLAY.
Gravel is angular fine to coarse
siltstone
CI 16
(9%)
35 19 16
CP/RC10
4
B C682366.00-
6.45
(6.00)
Very stiff reddish brown fissured
slightly sandy slightly gravelly CLAY.
Gravel is angular fine to coarse
siltstone
19
CP/RC10
4
B C682337.00-
7.45
(7.00)
Very stiff reddish brown slightly sandy
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)
Very stiff reddish brown fissured
slightly sandy CLAY
11
CP/RC10
5
B C682894.00-
4.45
(4.00)
Very stiff reddish brown fissured
slightly sandy CLAY
16
CP/RC10
5
B C682865.00-
5.45
(5.00)
Very stiff reddish brown fissured
slightly sandy CLAY
15
CP/RC10
5
B C682856.00-
6.45
(6.00)
Very stiff reddish brown fissured
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
Hole Depth Type Description
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
(See Test Remarks Sheet for
further information)
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)
Very weak to weak reddish brown
MUDSTONE
(See Test Remarks Sheet for
further information)
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)
Very weak to weak reddish brown
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
(See Test Remarks Sheet for
further information)
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
Hole Depth Type Description
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)
Extremely weak reddish brown
fine grained SANDSTONE
(See Test Remarks Sheet for
further information)
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
(See Test Remarks Sheet for
further information)
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
(See Test Remarks Sheet for
further information)
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
(See Test Remarks Sheet for
further information)
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
(See Test Remarks Sheet for
further information)
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)
Very weak to weak reddish brown
MUDSTONE
(See Test Remarks Sheet for
further information)
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
Hole Depth Type Description
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)
Very weak reddish brown
SILTSTONE
6.6 2.19 2.05 1764
CP/RC10
1
C C6782810.50-
10.85
(10.50-
10.85)
Very weak reddish brown
SILTSTONE
5.2 2.42 2.30 2777
CP/RC10
1
C C6783312.05-
12.20
(12.05-
12.20)
Very weak reddish brown
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)
Very weak reddish brown and light
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)
Very weak reddish brown and light
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)
Extremely weak reddish brown
MUDSTONE
13 2.30 2.04 490
CP/RC10
3
C C685039.25-
9.35
(9.25-
9.35)
Extremely weak reddish brown
MUDSTONE
7.9 1.62 1.50 192
Remarks
LABORATORY RESULTS - Rock Tests
Project Project No:
Sample
Hole Depth Type Description
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)
Extremely weak reddish brown
MUDSTONE
7.6 1.85 1.72 352
CP/RC10
4
C C6850511.40-
11.65
(11.40-
11.65)
Extremely weak reddish brown
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)
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 C6781319.25-
19.45
(19.25-
19.45)
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
3
C C678207.10-
7.20
(7.10-
7.20)
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
3
C C6782112.65-
12.75
(12.65-
12.75)
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
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
value of the machine.
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
value of the machine.
CP/RC10
5
C C678249.95-
10.10
(9.95-
10.10)
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
6
C C678259.65-
9.85
(9.65-
9.85)
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
6
C C6782615.85-
16.00
(15.85-
16.00)
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.
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.