FREDERICK SHERRELL LTD

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66 WEST STREET T A V I S T OCK DEVON PL19 8AJ

Directors:

R.D.J. Gould, B.Sc., C.GeoI., F.G.S. J. Rickeard, B.Sc., A.R.S.M., C.GeoI., F.G.S.

Registered Office : 66 West Street, Tavistock, Devon PL19 8AJ. Registered in England No. 2797097 V.A.T. Registration No. 591 3193 33

FREDERICK SHERRELL LTD

CONSULTING ENGINEERING GEOLOGISTS AND GEOTECHNICAL ENGINEERS

Your Ref: Our Ref: 2962.NS.JR Telephone: 01822 612915 Facsimile: 01822 617394 info@fredericksherrell.co.uk www.fredericksherrell.co.uk 3rd August 2007 Engineering Design Group,

Devon County Council Matford Lane Offices, County Hall,

EXETER. EX2 4QW

For the attention of Mr. Rob Richards

Dear Mr. Richards,

Site Investigation for Sewer Pipe Crossing of the River Exe at Ashley, Tiverton

In accordance with your instructions on 11th – 13th June a borehole investigation was carried out of the site of a proposed replacement sewerage pipe beneath the River Exe at Ashley, Tiverton (see Figure 1). We understand that it is intended to install the pipe using directional drilling methods. The purpose of the investigation was to provide information regarding the nature and depth of the soils and bedrock to assist with the planning and design of the proposed directional drilling contract.

Two boreholes were sunk on opposite banks of the River Exe by Geotechnical Engineering Ltd using a tracked Comacchio Pioneer drilling rig to obtain core samples of the soil and rock. The borehole locations are indicated in Figure 2 and illustrated in Photographs 1 and 3. The boreholes were logged by an Engineering Geologist from Frederick Sherrell Ltd and representative samples were taken for laboratory testing. Insitu Standard Penetration Tests were carried out during the course of the works and a standpipe was installed in Borehole B1 to allow falling head permeability tests to be undertaken. The borehole logs are appended to this report, together with the results of insitu and laboratory testing. The results of the investigation are summarised in the following paragraphs.

1. THE SITE

1 – 1. The site is located on the flood plain of the River Exe 2km south of Tiverton, as shown in Figure 1. On the eastern bank of the river is the South West Water Sewerage Treatment Works and on the western bank of the river is farm land and the A396. The flood plain is approximately 300m wide at this location. road and sewerage works lie between the steeply sloping valley sides of the Exe

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Valley. The Ordnance Survey map of the area indicates that ground level on the flood plain is approximately 53m above Ordnance Datum at the borehole locations.

1 – 2. Reference to the published British Geological Survey map of the area, Sheet 310, Tiverton, shows that the site is underlain by Sandstones and Shaley Mudstones of Upper Carboniferous geological age. The map indicates that the bedrock is mantled by alluvium.

2. RESULTS OF THE INVESTIGATION

2 – 1. Sequence of Soils and Bedrock

2 – 1.1. Detailed logs of the boreholes are appended to this report. The ground conditions revealed by the boreholes are summarised in the table below.

Formation Recorded Thickness (m)

West Bank (B2) East Bank (B1)

Topsoil 0.1 0.2

Alluvial SILT, CLAY and fine SAND 1.3 2.2

Alluvial GRAVEL 2.2 1.6

MUDSTONE and SANDSTONE bedrock.

Depth to Rockhead : 3.6 4.0

Depth to Groundwater (13.6.2007) : 3.1 2.47

The soils and bedrock are briefly described in the following paragraphs.

2 – 2. Overburden Soils

2 – 2.1. The boreholes encountered 0.1 – 0.2m thickness of agricultural topsoil.

2 – 2.2. The topsoil is underlain by alluvial soils comprising an upper layer of relatively fine-grained soils and a basal layer of gravels. On the west bank the upper layer comprised soft to firm, locally very soft organic gravelly clay and sandy silt, whilst on the east bank loose to medium dense silty sand was recorded. The basal layer comprises medium dense to dense, becoming very dense, clayey sandy gravels with occasional rounded cobbles of sandstone.

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Borehole B1. Higher ‘N’ values were recorded in the alluvial gravels, ranging from N = 15 in Borehole B2 at 1.2m depth, to N = 117–150 at depths greater than 2.5m.

2 – 3. Bedrock

2 – 3.1. Pinkish grey mudstone bedrock was encountered in the boreholes beneath the alluvial gravels at approximately 3.6m and 4.0m depth below ground level on the west and east side respectfully. At rockhead the bedrock is highly fractured with much clay infill recorded in Borehole B1. Below about 5.7m depth the bedrock is typically slightly weathered and very close to closely fractured with Rock Quality Designation values generally 0% and Solid Core Ratios in the range 0 – 44%. Bedding planes dip at approximately 15 - 20° to the horizontal (locally 45°) and are rough and undulating. The rock cores are also broken by at least two sets of smooth, planar joints, which dip at 65 - 90° oblique to the bedding.

2 – 3.2. In BH2 (west bank) fine grained sandstone was encountered below 7.0m depth. Rock Quality Designation values of 0% and Solid Core Ratios in the range 25 – 90% were recorded in the sandstone. The sandstone is very thinly to thinly bedded with bedding planes dipping at 10 - 15° to the horizontal.

2 – 3.3. The intact mudstone and sandstone bedrock was described as moderately weak to moderately strong, locally strong in the borehole descriptions. Insitu SPT tests recorded ‘N’ values typically in the range 428 - 600 (extrapolated from penetrations <300mm) in the slightly to moderately weathered bedrock. A lower ‘N’ value of 60 was recorded in the highly fractured zone close to rockhead (Borehole B1). Low Is50 values in the range 0.04 - 0.17MPa were recorded from Point Load

Index Tests, indicating probable failure along incipient fractures within the bedrock samples.

2 – 4. Groundwater

2 – 4.1. Groundwater was recorded at 2.4m and 3.1m depth below ground level on the east and west sides respectively. A standpipe was installed in BH1 (east side) with the response zone in the slightly weathered mudstone at 6.50-10.00m below ground level. The results of falling head permeability tests in the standpipe are appended and indicate a moderate permeability of 1.5 - 1.8 x10-6m/s.

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3. GEOTECHNICAL CONSIDERATIONS

3 – 1. Geotechnical Considerations Relating to Construction

3 – 1.1. We understand that the new sewer will be installed within the bedrock beneath the bed of the River Exe using directional drilling techniques. The rockhead profile is likely to dip beneath the river channel and the vertical alignment of the proposed sewer should take account of the need to maintain adequate cover of rock above the pipe crown. The information within the borehole logs and test results should be used by the contractor to determine the most appropriate drilling technique.

3 – 1.2. The results of permeability tests indicate a moderate permeability within the bedrock. Higher permeability values might be anticipated within the highly fractured rock near the rockhead and in the overlying alluvial gravel. Water flow within the bedrock is likely to be concentrated along natural fractures within the rockmass rather than through the material itself and there is a risk that drilling fluids could possibly migrate through fracture zones within the rock into the overlying alluvial gravels and thus into the river itself. Drilling operations and pipe installation will need to take account of the risk of migration of drilling fluids or grouts through the bedrock and the requirements of the Environment Agency with regard to protection of the River Exe.

3 – 2. Chemical Considerations

3 – 2.1. Six samples of soil and rock were tested at the laboratories of Geotechnical Engineering Ltd for the presence of water soluble sulphate and pH value. The test results are summarised in Table 1 and indicate low concentrations of water soluble sulphate (maximum 0.2 g/l SO4 in 2:1 water : soil extract) and slightly acidic to slightly alkaline pH values in the range 5.7 – 8.3.

3 – 2.2. One sample of ground water was tested for Sulphate and pH at ALcontrol Laboratories, Chester. The test results are shown in Table 1 and demonstrate low concentrations of sulphate (0.061 g/l) and an alkaline pH value of 11.8.

3 – 2.3. The results indicate that the site falls within Design Sulphate Class DS – 1 of Table C1 of BRE Special Digest 1, ‘Concrete in Aggressive Ground’, 2005. Table C1 indicates an ACEC class of AC – 1 for mobile groundwater.

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We trust that these notes are sufficient for your requirements. Please do not hesitate to contact us if you have any queries.

Yours sincerely,

for Frederick Sherrell Limited

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Sample Depth Material Water Soluble Sulphate as SO3 2:1 Extract Water Soluble Sulphate as SO4 2:1 Extract Total Sulphate Total Sulphur pH Value m g/l g/l % % BH01 1.3 Alluvial Clay <0.1 <0.1 7.1 BH01 2.5 Alluvial Gravel 0.17 0.2 6.2 BH01 4.0 Mudstone <0.02 <0.024 <0.01 <0.03 8.1 BH01 3.0 Groundwater 0.061 11.83 BH02 1.3 Alluvial Sand <0.1 <0.1 5.7 BH02 2.7 Alluvial Gravel <0.1 <0.1 5.7 BH02 5.2 Mudstone <0.02 <0.024 <0.01 <0.03 8.3

RIVER EXE CROSSING, TIVERTON

SUMMARY OF GEOCHEMICAL TEST RESULTS

TABLE 1

Jul. 2007, Job No. 2962

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FIGURES

1 – 2

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293724,108834

296572,112774

Scale 1:15000 0 1km.

Map View 16/1/07 9:22

Client

Scale Drawing No.

FIGURE 1

Date Job Ref.

Drawn Checked

Title

SITE LOCATION PLAN

Ordnance Survey Map has been reproduced with the permission of The Controller of Her Majesty’s Stationery Office, Crown Copyright Reserved. Licence No. AL 100002473

RIVER EXE CROSSING, TIVERTON

DEVON COUNTY COUNCIL

1:15000

NS JH Jun. 2007 2962

Abstract of Ordnance Survey Digimap

SITE

NORTH

SCAN SIZE W175mm X H200mm

FREDERICK SHERRELL LTD

CONSULTING ENGINEERING GEOLOGISTS AND GEOTECHNICAL ENGINEERS

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Compact in Compact in 300mm layers 300mm layers 300mm minimum 300mm minimum initial backfill. Do initial backfill. Do not use heavy not use heavy compaction compaction equiptment equiptment PIPE PIPE 100mm minimum cover 100mm minimum cover above pipe crown above pipe crown

100mm bedding 100mm bedding Fill material to Fill material to conform to conform to WIS 4-08-01 WIS 4-08-01

Proposed 125mm Ø MDPE

Rising Main Bedding Details

Scale 1:10

Rising Main Rising Main BT O/H BT O/H BT U/G BT U/G Level 3 Level 3 Comunications U/G Comunications U/G Cable & Wireless Cable & Wireless

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ACAD Ref ACAD Ref drawn drawn designer designer date date scale(s) scale(s) reviewed reviewed drawing number drawing number REVISIONS REVISIONS NOTES NOTES no.

no. datedate detailsdetails

no.

no. detailsdetails

JOB JOB DRAWING TITLE DRAWING TITLE

Telephone 01392 382000

Fax 01392 382342

Engineering Design Group

Matford Offices

County Hall

Topsham Road

Exeter

EX2 4QW

Sheet Size Sheet Size

Do not scale from this drawing in either hard or electronic Do not scale from this drawing in either hard or electronic format. No responsibility is accepted where this drawing format. No responsibility is accepted where this drawing is used in circumstances other than that for which it was is used in circumstances other than that for which it was originally prepared and issued.

originally prepared and issued.

A1

RLR CV RLR CV 1:1000 JAN 2007 1:1000 JAN 2007

ASHLEY RISING MAIN

RENEWAL

SCHEME PLAN

3 OF 3

4922/04

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See drawing 4922/01 for details of location . See drawing 4922/01 for details of location .

B. B.

This map is reproduced from the Ordnance Survey material with the This map is reproduced from the Ordnance Survey material with the permission of Ordnance Survey on behalf of the Controller of Her Majesty’s permission of Ordnance Survey on behalf of the Controller of Her Majesty’s Stationery Office ' Crown copyright. Unauthorised re

Stationery Office ' Crown copyright. Unauthorised re production infringesproduction infringes Crown copyright and may lead to prosecution or civil proceedings. Crown copyright and may lead to prosecution or civil proceedings. Devon County Council. 100019783. 2007

Devon County Council. 100019783. 2007

Approximate Position of Exploratory Borehole

KEY

B2

B1

Scale Drawing No.

Date Job Ref.

Drawn Checked FIGURE 2 1:1000 NS JH Jun. 2007 2962 Client

NORTH

Title

SITE PLAN SHOWING LOCATIONS OF EXPLORATORY BOREHOLES RIVER EXE CROSSING, TIVERTON

DEVON COUNTY COUNCIL

Borehole

Trial Pit

Sample Location

Bedding Plane. Dip in degrees from Horizontal

Joint Plane Vertical

Joint Plane Horizontal

Cleavage Plane. Dip in Degrees from Horizontal

Joint Plane. Dip in Degrees from Horizontal

o

20

o

60

Ordnance Survey Map has been reproduced with the permission of The Controller of Her Majesty’s Stationery Office, Crown Copyright Reserved. Licence No. AL 100002473

Abstract of Ordnance Survey Devonshire Sheet XXX Dated XXXX

FREDERICK SHERRELL LTD

o

20

KEY:

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PHOTOGRAPHS

1 – 4

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Photograph 2. Borehole 1.

Photograph 1. Location of Borehole 1. Note: Permeability Testing underway.

RIVER EXE CROSSING, TIVERTON

Frederick Sherrell Limited

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Photograph 4. Borehole 2.

Photograph 3. Location of Borehole 2. Note: drilling underway.

RIVER EXE CROSSING, TIVERTON

Frederick Sherrell Limited

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Water levels are recorded on the logs of exploratory holes together with the depths of seepages and water inflows detected during the works. At the time of observation the exploratory hole water levels may not have equilibrated to the water table or phreatic surface. They may also be affected by the addition of water to facilitate progress.

Accurate groundwater levels may be obtained from standpipes and/or piezometers. However it should be noted that groundwater levels vary due to seasonal, climatic, tidal and man-made effects. Therefore water levels recorded during the investing may no longer be appropriate.

SYMBOLIC LEGEND

Symbolic legends shown in the logs of exploratory holes are as

follows:-Note : Composite soil or rock types are signified by combined symbols e.g. Silty Sand

TOP SOIL

MADE GROUND

COBBLES & BOULDERS

GRAVEL SAND SILT CLAY PEAT BRECCIA SANDSTONE SILTSTONE MUDSTONE LIMESTONE SHALE COURSE GRAINED IGNEOUS ROCK FINE GRAINED IGNEOUS ROCK

SOIL TYPES

ROCK TYPES

GROUNDWATER LEVELS

Page 1 of 1

FSLS007 - Amended December 2003

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SOIL DESCRIPTIONS

Soil descriptions are generally in accordance with BS5930 (1999), with modifications based on Norbury et al (A Critical Review of Section 8, BS5930 – Soil and rock description. Proc. 2nd Regional Meeting, Engineering Group of the Geological Society (1984)).

Descriptive System

Principal constituent Secondary constituents

shown in capitals (% of total soil)

Slightly sandy GRAVEL 0 – 5

sandy GRAVEL > 5 – 20

very sandy GRAVEL >20

Soils with more than two constituents are described using the same convention, e.g. : slightly silty, very sandy GRAVEL

(0 – 5% silt) (>20% sand)

Silt and Clay Soils

Mixed silt and clay soils are described as slightly silty/silty/very silty CLAY or slightly clayey/clayey/very clayey SILT, depending on the soil behaviour and index properties.

Composite Soils

Composite soils such as severely gap-graded deposits, interlayered soils or those with lenticular inclusions and soils containing cobbles and boulders are described using the terms set out in Clause 41.4.4.2, as follows :

Principal soil type with a little (occasional) 0 – 5%

Principal soil type with some > 5 – 20%

Principal soil type with much >20 – 50%

Principal soil type and approx. 50%

e.g. silty SAND with occasional/some/much gravel

Page 1 of 1

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ROCK DESCRIPTIONS

Terminology

The description of rocks generally follows the recommendations given in Section 6 of BS5930 (1999), with the exception of the description of weathered state and fracture state. Classification of Weathering

The rock weathering scheme used in this report is as defined in Quarterly Journal of Engineering Geology (1972) :

TERM DEFINITION

Residual Soil Rock is discoloured and completely changed to a soil in which original rock fabric is completely destroyed.

Completely weathered Rock is discoloured and changed to a soil but original fabric is mainly preserved. There may be occasional small corestones. The properties of the soil depend in part on the nature of the parent rock.

Highly weathered Rock is discoloured; discontinuities may be open and have discoloured surfaces, and the original fabric of the rock near to the discontinuities may be altered. Alteration penetrates deeply inwards, but corestones are still present. (The ratio of original rock to weathered rock is estimated where possible.)

Moderately weathered Rock is discoloured; discontinuities may be open and will have discoloured surfaces with alteration starting to penetrate inwards; intact rock is noticeably weaker, as determined in the field, than the fresh rock. (The ratio of original rock is estimated where possible.)

Slightly weathered Rock may be slightly discoloured, particularly adjacent to discontinuities, which may be open and will have slightly discoloured surfaces; the intact rock is not noticeably weaker than the fresh rock.

Fresh Parent rock showing no discolouration, loss of strength or any other weathering effects.

References :

BS 5930 : 1999 : Code of practice for site investigations (Formerly CP 2001) (British Standards Institution)

QJEG : 1972 : The preparation of maps and plans in terms of engineering geology (Quarterly Journal of Engineering Geology Vol. 5, No. 4)

Page 1 of 1

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DEFINITION OF FRACTURE STATE INDICES

ROCK CORE SAMPLES

The measurement of fracture state has been carried out in accordance with the principles outlined in BS 5930, as follows :-

Total Core Recovery (TCR)

The length of the total amount of core sample recovered, expressed as a percentage of the length of the core run.

(BS 5930 : 1999 Site Investigations, p 136) Solid Core Recovery (SCR)

The length of core recovered as solid cylinders (i.e. core with a full circumference) expressed as a percentage of the length of the core run. Length is measured along the core axis.

(Modified from BS 5930 : 1999 Site Investigations, p 136) Rock Quality Designation (RQD)

The length of core recovered as solid cylinders (i.e. core with a full circumference) each more than 100mm long, expressed as a percentage of the length of the core run. Length is measured along the core axis.

(Modified from BS 5930 : 1999 Site Investigations, p 136) Fracture Index (FI)

The total number of natural fractures per unit length of core recorded for each core run or for lithological units where appropriate and expressed as fractures per metre.

NB : HF = Highly Fractured (>40 fractures/metre) NI = Non-Intact Core

NR = No Recovery

Length of core run = L (%)

Total Core Recovery = T/L (%)

L T S R Solid Core Recovery = S/L (%)

Rock Quality Designation = R/L (%)

(R >10cm)

Page 1 of 1

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pen. 50 for 125mm 250mm 35mm 25mm 25mm pen. pen. 50 for pen. 11/6 11/6 12/6 pen. N

CONSULTING ENGINEERING GEOLOGISTS AND GEOTECHNICAL ENGINEERS

N D N 50 for D 50 for N N N N 8 47 49 for D (0) (0) (44) (26) (35) HF 17 19 20 15 (0) (0) 100 43 66 73 100 100 Brown gravelly sandy clayey TOPSOIL with roots

Soft-firm, brown, slightly sandy, gravelly CLAY mottled grey and orange with organic material and occasional rounded cobbles of sandstone

Very soft-soft, greyey brown, gravelly sandy SILT with fine rootlets. Dense, orangey brown, medium-coarse GRAVEL of sub

angular-sub rounded sandstone with much orangey brown clay in upper levels and occasional rounded cobbles of sandstone in the lower levels. 66 3.50 1.30 2.20 2.50 3.25 3.50 4.20 5.70 Highly to moderately weathered pinkish grey silty MUDSTONE.

Moderately weak to moderately strong.

Very close to extremely closely fractured with much clay infill in the upper levels.

5.70m : Becoming slightly weathered and very close to closely fractured.

Bedding dips 20o

(locally 45o

), very thinly - thinly bedded, rough-undulating.

Joints dip vertically and 70o

oblique to bedding, smooth-planar

8.20 4.20 4.80 5.70 6.80 7.70 8.20 6.80 0.20 2.20 2.40 4.00 1.20

Solid Core Recovery Rotary Coring (water flush)

Disturbed Sample Water Sample

Standard Penetration Test

Undisturbed Sample (U100) Rock Quality Designation

Date

Groundwater First Encountered Standing Water Level Depth of Casing Insitu Vane Shear Test

Window Sampling :

Falling Head Permeability Test

Depth (m) of

Date

Symbolic

FSLS001a - Amended January 2005

Bulk Disturbed Sample

Recovery %

:

Sample, Test or Core Run R.Q.D. % (S.C.R. %)

S.P.T. _{N Value} Water Casing

or Core

NS 0.00 - 3.50m

Job Ref. Client

Inspection pit dug to 1.20m.

Standpipe installed in gravel cell, 6.30 - 9.80m. Water standing at 2.47m bgl on 13.6.2007.

Checked by Logged by

JR

BH1

Grid Ref. Ground Level

Method

DEVON COUNTY COUNCIL

m

RIVER EXE CROSSING, TIVERTON

3.50 - 9.80m Comacchio Pioneer 305 1 of 2 GEOTECHNICAL ENGINEERING LTD Core : 89mm (m) Scale 2962 Sheet Site/Project Name

Comments & Notes

1:50 Diameter 0 0 0 0 0 Index D W N K RQD SCR BOREHOLE U Fracture 12.6.07

(no. per metre)

Machine V Contractor 25 B 0 Log Description Depth Level (m ) Sample, Test 11.6.07

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Sample, Test K N W D B U 11.6.07 BOREHOLE (m ) Level Depth Description Log 12.6.07 Symbolic Date Diameter Contractor Sheet Machine RQD SCR

(no. per metre)

Index Fracture V 9.80 0 50 for N 9.20 9.80 pen. 12/6 75 25mm (9) 20 Logged by Comments & Notes

Site/Project Name

2 of 2

Job Ref.

RIVER EXE CROSSING, TIVERTON

2962 1:50 (m) Core : 89mm

m

DEVON COUNTY COUNCIL

Method Ground Level Grid Ref. BH1 Checked by NS Scale Inspection pit dug to 1.20m.

Standpipe installed in gravel cell, 6.30 - 9.80m. Water standing at 2.47m bgl on 13.6.2007.

Client

Comacchio Pioneer 305

JR

R.Q.D. %

Bulk Disturbed Sample Undisturbed Sample (U100)

Date Casing Water N Value GEOTECHNICAL ENGINEERING LTD (S.C.R. %) Disturbed Sample or Core Run Sample, Test Depth (m) of Recovery % or Core

S.P.T.

Standing Water Level 3.50 - 9.80m

: Rotary Coring (water flush)

0.00 - 3.50m :

Window Sampling

Depth of Casing

Groundwater First Encountered Solid Core Recovery Rock Quality Designation

Falling Head Permeability Test Standard Penetration Test Water Sample

CONSULTING ENGINEERING GEOLOGISTS AND GEOTECHNICAL ENGINEERS

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25mm 15 50 for 50 for 50 for 50 for 50 for 100mm N 25mm N pen. pen. pen. pen. 12/6 12/6 13/6 3.80 35mm 5.80 6.40 7.30 8.80 N N D D ND D N (90) (0) (0) (0) (0) (15) (17)

CONSULTING ENGINEERING GEOLOGISTS AND GEOTECHNICAL ENGINEERS

(0) NI NI NI HF 20 20 3.00

Loose to medium dense, brown, slightly gravelly, silty SAND with rootlets 75 100 63 93 100 100 100 100 4.50 Medium-dense - dense, orangey brown, clayey, sandy, sub angular

- sub rounded, GRAVEL

1.30 Turf over brown, sandy, clayey TOPSOIL

1.20 2.00 2.70 4.00 4.50 5.80 7.30 8.80 2.50 2.70 1.40

Becoming very clayey below 2.5m.

Very dense, grey brown, sub-rounded GRAVEL with cobbles of sandstone and some sandy clay in lower levels

Moderately to slightly weathered , pinkish grey MUDSTONE. Moderately weak - moderately strong.

Bedding dips 15-20o

, very thinly to thinly bedded, stepped-smooth.

Joints strike oblique to bedding, dip 65-85o

, closely spaced, planar-smooth with some clay infill

Slightly weathered, dark grey, fine grained SANDSTONE. Moderately strong, locally strong.

Bedding dips 10-15o

, very thinly - thinly bedded, planar smooth,

Joints dip 65-85o

, closely spaced, smooth-planar.

0.10

2.70

3.60

7.00

(S.C.R. %) S.P.T. N Value Water Casing

Date

Undisturbed Sample (U100) Bulk Disturbed Sample

Insitu Vane Shear Test

Sample, Test

Disturbed Sample Water Sample

Standard Penetration Test Falling Head Permeability Test

Rock Quality Designation Solid Core Recovery Groundwater First Encountered Standing Water Level

Symbolic

(no. per metre)

Machine Sheet

Contractor

R.Q.D. %

Date

or Core Run

or Core

Recovery % Depth (m) of

Window Sampling

Diameter

Logged by Checked by Scale Job Ref.

Client

Water standing at 3.10m depth at start of shift, 13.6.2007.

Depth of Casing

NS JR

BH2

Grid Ref. Ground Level

Method

DEVON COUNTY COUNCIL

m

(m)

: 0.00 - 2.70m

Rotary Coring (water flush) : 2.70 - 10.00m

Comacchio Pioneer 305

1 of 2 GEOTECHNICAL ENGINEERING LTD

Comments & Notes Site/Project Name

1:50 2962

RIVER EXE CROSSING, TIVERTON

V Core : 89mm Index B Log Description Depth Level (m ) Sample, Test 12.6.07 Fracture U D W N K RQD SCR BOREHOLE 13.6.07 0 0 0 0 0 0 0 0

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BOREHOLE

(no. per metre)

Index B V Machine SCR RQD K N W

or Core Run Fracture

Depth (m) of

Recovery %

or Core

Symbolic Date Diameter Contractor Sheet U N 13/6 pen. pen. 25mm D 50 for 10.00 10.00 100 25mm 13.6.07 12.6.07 Sample, Test (m ) Level Depth Log (25) 0 R.Q.D. % Description Scale Checked by Logged by Comments & Notes

Site/Project Name

(m)

Water standing at 3.10m depth at start of shift, 13.6.2007.

RIVER EXE CROSSING, TIVERTON

2962

Sample, Test

NS

m

DEVON COUNTY COUNCIL

Method Ground Level Grid Ref. Job Ref. JR Client BH2

Undisturbed Sample (U100)

1:50

Standard Penetration Test Water Sample

Disturbed Sample

Rock Quality Designation

Bulk Disturbed Sample Solid Core Recovery

Date Casing Water N Value S.P.T. (S.C.R. %) Core : 89mm GEOTECHNICAL ENGINEERING LTD 2 of 2 Comacchio Pioneer 305 2.70 - 10.00m :

Falling Head Permeability Test

0.00 - 2.70m

CONSULTING ENGINEERING GEOLOGISTS AND GEOTECHNICAL ENGINEERS

: Window Sampling

Insitu Vane Shear Test Depth of Casing Standing Water Level Groundwater First Encountered

(23)

(24)

(25)

(26)

(27)

(28)

(29)

(30)

(31)

(32)

(33)

(34)

(35)

(36)

(37)

(38)

GENERAL NOTES

1. This report has been prepared for the exclusive use of the client named in the document. Copyright remains with Frederick Sherrell Limited.

2. This report, and interpretation or opinion has been prepared for the specific purpose stated in the document, and in respect of specific development proposals made available to Frederick Sherrell Limited by the client. This report should not be used for other schemes or adjacent sites without further reference to Frederick Sherrell Limited.

3. This report is based on ground conditions encountered in the exploratory holes and/or exposed to view at the site, together with the results of insitu and laboratory testing, as appropriate for the proposed development. There may be specific conditions hidden beneath the ground between exploratory hole locations or between existing exposures, which have not been taken into account in the report.

4. Opinions on the possible arrangement of strata between and beyond the locations of exploratory hole locations or existing exposures are for guidance only, and are subject to risk of undiscovered variations in the ground. Supplementary investigation should be implemented where accurate interpolation or extrapolation is critical.

5. Methods of construction and/or design proposals other than those discussed in the report should be assessed in respect of the available data, and supplementary investigation carried out if necessary.

6. Groundwater conditions recorded during the investigation may be affected by the method and speed of boring, drilling or excavation, and they may vary due to seasonal, tidal or other influences.

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