GROUND INVESTIGATION REPORT (FACTUAL)

Report Title: Cliff Stabilisation Programme, King’s Parade, Clacton, Essex May 2020 Ground Investigation Report (Factual) Report No: END20-031 P a g e | 1

Endeavour Drilling Ltd Unit 7, Mapledean Industrial Estate Maldon Road Latchingdon Essex CM3 6LG

GROUND INVESTIGATION REPORT (FACTUAL)

Client: Tendering District Council

May 2020

Cliff Stabilisation Programme, King’s Parade,

Clacton, Essex,

CO15 5QG

Report No: END20-031


GROUND INVESTIGATION REPORT (FACTUAL) Cliff Stabilisation Programme, Kings Parade, Clacton, Essex Author: Oliver Wendland BSc (Hons), FGS

Signed:

Checked By: Matthew Somerville BSc (Hons), FGS, CGeol

Signed:

Revision Date Description Prepared Checked

Preliminary 26.05.20 Factual Report OW MJS


CONTENTS:- 1. INTRODUCTION ................................................................................. 4

2. LIMITATIONS ...................................................................................... 4

3. FIELDWORK ....................................................................................... 5

4. LABORATORY TESTING .................................................................... 7

APPENDIX:- APPENDIX A: SITE LOCATION PLANS

APPENDIX B: CABLE PERCUSSIVE BOREHOLE RECORDS

APPENDIX C: INCLINOMETER GRAPHICAL DATA

APPENDIX D: INCLINOMETER NUMERICAL DATA

APPENDIX E: GROUNDWATER MONITORING RESULTS

APPENDIX F: INCLINOMETER CALIBRATION CERTIFICATE

APPENDIX G: GEOTECHNICAL LABORATORY TEST RESULTS

Report Title: Cliff Stabilisation Programme, King’s Parade, Clacton, Essex May 2020 Ground Investigation Report (Factual) Report No: END20-031

P a g e | 4

1. INTRODUCTION

Endeavour Drilling Ltd (ED) received instruction to carry out ground investigationsto aid in the design of a cliff stabilisation programme located in two separate areasalong Kings Parade, Clacton, Essex. The nearest postcode to the site is CO155QG.

The ground investigation was instructed by the Consulting Engineers, Hestur Ltd,on behalf of the client, Tendering District Council and comprised of six cablepercussive boreholes with associated sampling and in-situ testing. Laboratorytesting, comprising of geotechnical testing was also undertaken.

To allow for a longer term assessment of the cliff’s movement and groundwaterconditions, two inclinometers and four semi-permanent groundwater standpipeswere installed within the boreholes.

At the time of reporting, both the inclinometer and groundwater monitoring hasbeen performed five times over a period of six weeks. A further five visits will becompleted at dates stipulated by the client and on completion these results will bepresented in a revised report.

This report presents the factual findings of the investigation, along with themonitoring and laboratory test results undertaken.

Where applicable, investigation techniques, sampling, logging of soils and in-situtesting complied with the requirements of British Standard BS5930: 2015 – ‘Codeof Practice for Site Investigations’.

2. LIMITATIONS

This report is based on the results of the cable percussive boreholes and thelaboratory testing carried out on samples recovered from these exploratory holesand on details of the scheme provided by the Client.

This report has been prepared for the benefit of Tendering District Council and itscontents should not be relied upon by others without the written authority of ED. Ifany unauthorised third party makes use of this report they do so at their own riskand ED owes them no duty of care or skill.

All information provided by others is taken as being in good faith accurate, but EDcannot, and does not accept any liability for the detailed accuracy, errors oromissions in such information.


Subsoils are by their nature hidden from view and no investigation can be exhaustive to the extent that all soil conditions are revealed. Conditions may well be present beneath the site which was not evident from the investigations carried out.

Groundwater levels can be subject to considerable seasonal variations, and the conditions encountered in the exploratory boreholes may not reflect long-term conditions.

3. FIELDWORK

The fieldwork was undertaken between the 1st and 8th of April 2020 and comprised of six cable percussive boreholes, drilled with conventional 150mm casing and tooling to depths ranging from 5.00mbgl (BH05) to 20.00mbgl (BH01 & BH03), with associated sampling and in-situ testing.

To allow for a longer term assessment of the cliff’s movement and groundwater conditions, two inclinometers and four semi-permanent groundwater standpipes were installed within the boreholes.

The exploratory holes were all positioned by the client, Hestur Consulting Engineers Ltd prior to undertaking the fieldwork. An exploratory hole location plan is presented as Figure 1, in Appendix A.

3.1. Cable Percussive Boreholes

The positions were CAT scanned for the presence of underground buried services and an inspection pit excavated to a depth of 1.20mbgl to identify the presence of any buried services.

Disturbed samples were recovered throughout the boreholes for possible future geotechnical testing.

It should be noted that no insitu testing was performed in BH2 or BH5 given their close proximity to BH1 and BH6. Within all the remaining boreholes, standard penetration tests (SPT) were carried out at regular intervals, using an automatic trip hammer. The number of blows required to advance the cone over the final 300mm of a 450mm total drive was recorded and is shown as the penetration resistance (“N” value).

Undisturbed 100mm diameter samples were taken in cohesive soils using a plastic thick wall sampler (OS-T/W) at alternating intervals. A sample of the cutting shoe was retained.


Upon completion, the grid references and elevations relative to ordnance datum was surveyed by ED, with a Topcon DGPS.

The cable percussive borehole records are presented in Appendix B and give both descriptions and depths of strata encountered, together with details of samples taken, in-situ tests and any other relevant information.

3.2. Groundwater Installations

No groundwater was encountered during drilling operations, however, to allow for a longer-term assessment four boreholes were installed with 50mm diameter HDPE groundwater standpipes and finished at surface with a flush cover. Table 1, below summarises the design details:

Table 1: Groundwater Standpipe Design

BH No. Slotted Section (mbgl) Plain Section (mbgl)

Gravel Surround (mbgl)

Bentonite Seal (mbgl)

BH2 1.00m to 6.00m 0.00m to 1.00m 1.00m to 6.00m 0.20m to 1.00m



BH5 1.00m to 5.00m 0.00m to 1.00m 1.00m to 5.00m 0.20m to 1.00m,

3.3. Inclinometer Installations

On drilling completion, two boreholes, BH1 and BH6 were installed with 70mm outside diameter, Geosense Quick Jointing inclinometer casing to depths specified by the client.

The inclinometer casing system has four internal grooves formed at 90 degrees into the internal surface into which a portable inclinometer probe is inserted to carry out profile monitoring of the casing, which will deform with any ground movement.

During installation, a pre-blended grout mix, comprising of Bentonite powder and Portland cement in a ratio of 2 to 1 was used. Table 2, below summarises the design details:

Table 2: Inclinometer Standpipe Design

BH No. Inclinometer Section (mbgl)

BH1 0.30m to 10.00m

BH6 0.30m to 5.00m


3.4. Monitoring Results

At the time of reporting, both the inclinometer and groundwater monitoring has been performed five times over a period of six weeks. A further five visits will be completed at dates stipulated by the client and on completion these results will be presented in a revised report.

The results attained to date are presented in appendices C, D and E, whilst the calibration certificate of the portable inclinometer probe is presented in Appendix F.

4. LABORATORY TESTING

The laboratory testing programme comprised of geotechnical testing for use in assessing the ground conditions encountered. Chemical analysis did not form part of the brief for the investigation.

The laboratory testing was undertaken by I2 Analytical a UKAS / MCERTS accredited laboratory. The results are included in Appendix G.

4.1. Geotechnical Testing

The geotechnical laboratory testing was undertaken to provide classification and strength data on selected samples.

Twenty samples were tested for moisture content to enable the materials to be classified and their engineering behaviour assessed in accordance with BS1377, Part 2:1990; clause 3.2, 4.4, 5.3 and 5.4.

Atterberg limits were determined for twenty samples of cohesive material to enable the materials to be classified and their engineering behaviour assessed in accordance with BS1377, Part 2:1990; clause 3.2, 4.4, 5.3 and 5.4.

The undrained shear strength of the soil was determined in accordance with BS1377: Part 7: 1990, Clause 8 by the axial compression of cylindrical specimens cut from sixteen undisturbed samples.


APPENDIX A

Site Location Plan


APPENDIX B

Cable Percussive Borehole Records

Samples & In Situ Testing

Depth

0.20

0.50 - 1.000.70

1.20

1.50 - 2.00

2.50 - 3.00

3.50 - 4.00

4.30 - 4.80

4.80 - 5.30

7.00

7.50 - 7.95

8.00

9.00

10.00

Sample ID

D1

B1D2

D3

B2

B3

B4

B5

B6

D4

U1

D5

D6

D7

Test Result

HV 0.60m, 37kPa

SPT(C) 1.50m, N=20 (5,4/5,5,5,5)

SPT(C) 2.50m, N=42 (8,9/12,11,10,9)

SPT(C) 3.50m, N=50 (5,9/50 for 280mm)

SPT(S) 4.50m, N=15 (1,2/3,4,4,4)

SPT(S) 6.00m, N=17 (1,3/4,4,4,5)

Ublow=40

SPT(S) 9.00m, N=21 (2,3/5,5,5,6)

Strata DetailsLevel

(mAOD)13.26

13.0612.8612.66

10.86

9.06

8.56

Depth (m)(Thickness)

0.100.300.500.70

(1.80)

2.50

(1.80)

4.30

(0.50)

4.80

Legend Strata Description

ASPHALTMADE GROUND - Dark brown and reddish brown sandy fine to coarse, angular to sub angular gravel of flint, brick and concrete. Sand is fine to coarse.MADE GROUND - Soft light brown mottled dark blackish brown sandy very gravelly clay. Gravel is fine to coarse, angular to sub rounded of flint and brick.Firm light orangish brown slightly gravelly sandy CLAY.Medium dense brown slightly clayey gravelly fine to coarse SAND. Gravel is fine to coarse, sub angular to sub rounded of flint.

Dense light orangish brown slightly clayey very gravelly fine to coarse SAND. Gravel is fine to coarse, sub angular to sub rounded of flint.

...between 3.50 to 4.30mbgl very dense.

Firm light brown mottled orangish brown slightly sandy CLAY.

Stiff high strength dark brownish grey slightly sandy CLAY.

...below 6.0mbgl becoming fissured. Fissures are extremely closely to very closely spaced, planar with rough and smooth surfaces. Apertures are tight to open and clean.

...between 9.0mbgl to 11.00mbgl fissures are smooth with occasional polished surfaces.

1

2

3

4

5

6

7

8

9

10

GroundwaterWaterStrike

Backfill/Installation

Contract Name: Client:Kings Parade, Cliff Slip, Clacton-on-Sea Hestur

Contract Number: Date Started: Logged By: Checked By: Status:

J4280 01/04/2020 OW MJS FINAL

Borehole ID:

BH1

Sheet 1 of 2Cable Percussion

Borehole LogEasting:

620293.7Northing:

216177.1Ground Level:13.36mOD

Plant Used:Dando 150

Print Date:19/05/2020

Scale:1:50

Weather: Warm and sunny Termination: Reached target depth. SPT Hammer: AR2144Energy Ratio: N/R

Remarks:1. Location broken out at surface and hand excavated to 1.20mbgl. 2. No groundwater encountered. 3. Inclinometer installed to 10.0mbgl on completion.

HBSI CP Template Issue Number: 2 Issue Date: 09/06/2015

Start & End of Shift ObservationsDate Time Depth (m) Casing (m) Water (m)

01-04-2020 16:00 20.00 4.50

ChisellingFrom (m) To (m) Duration Remarks

Borehole DiameterDepth (m) Dia (mm)

1.20 30020.00 150

Casing DiameterDepth (m) Dia (mm)

4.50 150

InstallationTop (m) Base (m) Type Dia (mm)

0.20 10.00 PLAIN 70

Water StrikesStrike (m) Casing (m) Sealed (m) Time (mins) Rose to (m) Remarks


Depth

10.50 -10.95

11.00

12.00

13.00

13.50 -13.95

14.00

15.00

16.00

16.50 -16.95

17.00

18.00

19.00

19.50 -19.95

20.00

Sample ID

U2

D8

D9

D10

U3

D11

D12

D13

U4

D14

D15

D16

U5

D17

Test Result

Ublow=50

SPT(S) 12.00m, N=24 (3,3/5,6,6,7)

Ublow=50

SPT(S) 15.00m, N=31 (7,7/6,7,8,10)

Ublow=50

SPT(S) 18.00m, N=30 (3,5/6,7,9,8)

Ublow=55

Strata DetailsLevel

(mAOD)

-6.64


(15.20)

20.00


...below 13.50mbgl very stiff very high strength.

...below 19.50mbgl hard extremely high strength.

End of Borehole at 20.00m

11

12

13

14

15

16

17

18

19

20





J4280 01/04/2020 OW MJS FINAL

Borehole ID:

BH1



620293.7Northing:




Scale:1:50





01-04-2020 16:00 20.00 4.50



1.20 30020.00 150


4.50 150


0.20 10.00 PLAIN 70



Depth

0.30

0.70

4.00

4.80

Sample ID

D1

D2

D3

D4

Test Result

Strata DetailsLevel

(mAOD)13.2513.10

12.65

9.35

8.55

7.35


0.100.25

(0.45)

0.70

(3.30)

4.00

(0.80)

4.80

(1.20)

6.00


ASPHALTMADE GROUND - Dark brown and reddish brown sandy fine to coarse, angular to sub angular gravel of flint, brick and concrete. Sand is fine to coarse.Firm light brown and orangish brown slightly gravelly sandy CLAY. Gravel is fine to coarse, sub angular to sub rounded of flint.Light orangish brown slightly clayey very gravelly fine to coarse SAND. Gravel is fine to coarse, sub angular to sub rounded of flint.

Firm light brown mottled orangish brown slightly sandy CLAY.

Stiff dark brownish grey slightly sandy CLAY.


1

2

3

4

5

6

7

8

9

10





J4280 02/04/2020 OW MJS FINAL

Borehole ID:

BH2



620297.3Northing:




Scale:1:50

Weather: Warm and sunny Termination: Reached target depth.

Remarks:1. Location broken out at surface and hand excavated to 1.20mbgl. 2. No groundwater encountered. 3. No insitu testing required. 4. 50mm monitoring well installed to 6.0mbgl on completion.



02-04-2020 16:00 6.00 4.50



1.20 3006.00 150


4.50 150


0.30 1.00 PLAIN 501.00 6.00 SLOTTED 50



Depth

0.20

0.50 - 1.00

1.50 - 2.00

2.50 - 3.00

3.50 - 4.00

4.50 - 5.00

5.00 - 5.50

5.50 - 6.00

6.00

7.00

7.50 - 7.95

8.00

9.00

10.00

Sample ID

D1

B1

B2

B3

B4

B5

B6

B7

D2

D3

U1

D4

D5

D6

Test Result

HV 0.70m, 70kPa

SPT(C) 1.50m, N=23 (4,4/5,4,6,8)

SPT(C) 2.50m, N=31 (1,3/5,8,8,10)

SPT(C) 4.50m, N=25 (5,7/5,7,7,6)

SPT(S) 6.00m, N=17 (2,2/4,4,4,5)

Ublow=40

SPT(S) 9.00m, N=22 (9,4/4,5,6,7)

Strata DetailsLevel

(mAOD)

13.41

13.06

12.16

11.16

8.66

8.16


0.25(0.35)0.60

(0.90)

1.50

(1.00)

2.50

(2.50)

5.00

(0.50)

5.50


TOPSOIL - Light brown slightly gravelly clayey fine to medium sand with frequent rootlets <2mm and roots <4mm diameter (living).MADE GROUND - Light brown slightly clayey very gravelly fine to medium sand with occasional sub angular brick cobbles. Gravel is fine to coarse, angular to sub rounded of flint.MADE GROUND Light reddish brown and dark brown sandy very cobbly, fine to coarse, angular to sub rounded gravel of brick, concrete and flint. Sand is fine to coarse.

Medium dense light orangish brown very sandy, fine to coarse, sub angular to sub rounded GRAVEL of flint. Sand is fine to coarse.

Dense light orangish brown slightly clayey SAND and GRAVEL. Sand is fine to coarse. Gravel is fine to coarse, sub angular to subrounded of flint.

...below 4.50mbgl medium dense.

Firm light brown slightly sandy CLAY.

Stiff high strength fissured dark brownish grey slightly sandy CLAY. Fissures are extremely closely to very closely spaced, planar with smooth and rough surfaces. Apertures are tight and open and clean.

...between 9.0m to 9.30mbgl thin band of weak Claystone recovered as sub angular fine to coarse gravel.

1

2

3

4

5

6

7

8

9

10





J4280 03/04/2020 OW MJS FINAL

Borehole ID:

BH3



620191.1Northing:216118.8

Ground Level:13.66mOD



Scale:1:50


Remarks:1. Inspection pit hand excavated to 1.20mbgl. 2. No groundwater encountered. 3. 50mm monitoring well installed to 7.50mbgl on completion.



03-04-2020 16:00 20.00 5.50



1.20 30020.00 150


5.50 150


0.30 1.00 PLAIN 501.00 7.50 SLOTTED 50



Depth

10.50 -10.95

11.00

12.00

13.50 -13.95

14.00

15.00

16.00

16.50 -16.95

17.00

18.00

19.00

19.50 -19.95

20.00

Sample ID

U2

D7

D8

U3

D9

D10

D11

U4

D12

D13

D14

U5

D15

Test Result

Ublow=45

SPT(S) 12.00m, N=25 (3,4/5,6,7,7)

Ublow=45

SPT(S) 15.00m, N=27 (3,3/6,6,6,9)

Ublow=50

SPT(S) 18.00m, N=27 (3,5/6,6,7,8)

Ublow=60

Strata DetailsLevel

(mAOD)

-6.34


(14.50)

20.00


...at 10.95mbgl fissures are smooth with polished surfaces.

...below 14.0mbgl with rare medium gravel size pyrite nodules.



11

12

13

14

15

16

17

18

19

20





J4280 03/04/2020 OW MJS FINAL

Borehole ID:

BH3



620191.1Northing:216118.8

Ground Level:13.66mOD



Scale:1:50


Remarks:1. Inspection pit hand excavated to 1.20mbgl. 2. No groundwater encountered. 3. 50mm monitoring well installed to 7.50mbgl on completion.



03-04-2020 16:00 20.00 5.50



1.20 30020.00 150


5.50 150


0.30 1.00 PLAIN 501.00 7.50 SLOTTED 50



Depth

0.300.50 - 1.00

0.70

1.20

2.50 - 2.95

3.00

4.50 - 4.95

5.00

7.00

7.50 - 7.95

8.00

9.00

10.00

Sample ID

D1B1D2

D3

U1

D4

U2

D5

D6

U3

D7

D8

D10

Test Result

HV 0.70m, 70kPa

SPT(S) 1.50m, N=9 (1,1/2,2,2,3)

Ublow=30

SPT(S) 3.50m, N=14 (1,2/3,3,4,4)

Ublow=40

SPT(S) 6.00m, N=22 (2,4/5,4,5,8)

Ublow=50

SPT(S) 9.00m, N=29 (3,4/6,7,8,8)

Strata DetailsLevel

(mAOD)

3.953.75

3.15

1.75

-5.75


(0.30)0.300.50

(0.60)

1.10

(1.40)

2.50

(7.50)

10.00


CONCRETE

MADE GROUND - Light brown and yellowish brown sandy very gravelly clay. Gravel is fine to coarse, sub angular to sub rounded of brick and flint.Firm light brown and light grey slightly sandy gravelly CLAY frequently thinly laminated with fine to medium sand lenses. Gravel is fine to coarse, sub angular to sub rounded of flint.Firm light brownish grey slightly sandy CLAY.

Stiff high strength fissured dark brownish grey slightly sandy CLAY. Fissures are extremely closely to very closely spaced, planar with smooth and rough surfaces. Apertures are tight and open and clean.



1

2

3

4

5

6

7

8

9

10





J4280 06/04/2020 OW MJS FINAL

Borehole ID:

BH4



620215.7Northing:

216103.0Ground Level:

4.25mODPlant Used:Dando 150


Scale:1:50


Remarks:1. Location broken out at surface and hand excavated to 1.20mbgl. 2. No groundwater encountered. 3. 50mm monitoring well installed to 5.0mbgl on completion.



06-04-2020 16:00 10.00 2.50



1.20 30010.00 150


2.50 150


0.30 1.00 PLAIN 501.00 5.00 SLOTTED 50



Depth

0.30

1.60

2.00

5.00

Sample ID

D1

D2

D3

D4

Test Result

Strata DetailsLevel

(mAOD)4.21

4.01

3.31

2.31

-0.69


0.100.30

(0.70)

1.00

(1.00)

2.00

(3.00)

5.00


ASPHALTCONCRETEMADE GROUND - Firm light brown gravelly very sandy clay. Gravel is fine to coarse, angular to sub rounded of brick, flint and concrete.

Light brown clayey gravelly fine to coarse SAND. Gravel is fine to coarse, sub angular to sub rounded of flint.

Stiff fissured dark brownish grey slightly sandy CLAY. Fissures are extremely closely to very closely spaced, planar with smooth and rough surfaces. Apertures are tight and open and clean.


1

2

3

4

5

6

7

8

9

10





J4280 07/04/2020 OW MJS FINAL

Borehole ID:

BH5



620312.4Northing:




Scale:1:50

Weather: Warm and sunny Termination: Reached target depth.

Remarks:1. Location broken out at surface and hand excavated to 1.20mbgl. 2. No groundwater encountered. 3. No insitu testing required. 4. 50mm monitoring well installed to 5.0mbgl on completion.



07-04-2020 16:00 5.00 2.50



1.20 3005.00 150


2.50 150


0.30 1.00 PLAIN1.00 5.00 SLOTTED



Depth

0.300.50 - 1.00

0.70

1.20

2.50 - 2.95

3.00

3.50

4.50 - 4.95

5.00

6.00

7.00

7.50 - 7.95

8.00

9.00

10.00

Sample ID

D1B1D2

D3

U1

D4

D5

U2

D6

D7

D8

U3

D9

D10

D11

Test Result

SPT(S) 1.50m, N=14 (2,3/3,3,4,4)

Ublow=30

SPT(S) 3.50m, N=17 (2,3/4,4,4,5)

Ublow=40

SPT(S) 6.00m, N=24 (3,3/5,6,6,7)

Ublow=50

SPT(S) 9.00m, N=26 (2,3/4,7,7,8)

Strata DetailsLevel

(mAOD)4.20

4.00

2.80

-5.70


0.100.30

(1.20)

1.50

(8.50)

10.00


ASPHALTCONCRETEMADE GROUND - Firm light brown mottled orangish brown slightly gravelly sandy clay occasionally thickly laminated with clayey fine to coarse sand. Gravel is fine to coarse, sub angular to sub rounded of flint.

Firm medium strength fissured dark brownish grey slightly sandy CLAY with rare fine gravel sized pyrite nodules. Fissures are extremely closely to very closely spaced, planar with smooth and rough surfaces. Apertures are tight and open and clean.

...below 4.50mbgl stiff high strength.



1

2

3

4

5

6

7

8

9

10





J4280 07/04/2020 OW MJS FINAL

Borehole ID:

BH6



620308.4Northing:




Scale:1:50





07-04-2020 16:00 10.00 2.50



1.20 30010.00 150


2.50 150


0.30 5.00 PLAIN 50



APPENDIX C

Inclinometer Graphical Data

Client

Location

18.05.20

Inclinometer Profile BH1

Date

Job No. J4280

Hestur Consulting Engineers Ltd

Kings Parade, Clacton, Essex

Client

Location

18.05.20


Date

Job No. J4280




APPENDIX D

Inclinometer Numerical Data

Client

Location

18.05.20


Date

Job No. J4280




APPENDIX E

Groundwater Monitoring Results

Client:

Site: Date: Various

Borehole No.

Install Depth

(mbgl) Dipped Depth (mbgl) DATE

Water Level

(mbgl)

BH2 6.00 6.00 14.04.20 3.82

BH3 7.50 7.50 14.04.20 4.65

BH4 5.00 5.00 14.04.20 0.32

BH5 5.00 5.00 14.04.20 2.07

BH2 6.00 6.00 20.04.20 3.84

BH3 7.50 7.50 20.04.20 4.64

BH4 5.00 5.00 20.04.20 0.35

BH5 5.00 5.00 20.04.20 1.78

BH2 6.00 6.00 27.04.20 3.85

BH3 7.50 7.50 27.04.20 4.66

BH4 5.00 5.00 27.04.20 0.29

BH5 5.00 5.00 27.04.20 1.80

BH2 6.00 6.00 04.05.20 3.87

BH3 7.50 7.50 04.05.20 4.67

BH4 5.00 5.00 04.05.20 0.28

BH5 5.00 5.00 04.05.20 1.78

BH2 6.00 6.00 18.05.20 3.88

BH3 7.50 7.50 18.05.20 4.70

BH4 5.00 5.00 18.05.20 0.32

BH5 5.00 5.00 18.05.20 1.78

Water Level Readings

Hestur

Kings Parade, Cliff Slip


APPENDIX F

Inclinometer Calibration Certificate


APPENDIX G

Geotechnical Laboratory Test Results

TEST CERTIFICATE

Liquid and Plastic Limits

Tested in Accordance with: BS 1377-2: 1990: Clause 4.4 and 5

Client: Client Reference:

Client Address: Job Number:

Date Sampled:

Date Received:

Contact: Date Tested:

Site Address: Sampled By:

Testing carried out at i2 Analytical Limited, ul. Pionierow 39, 41-711 Ruda Slaska, Poland

Test Results:

Laboratory Reference: Depth Top [m]:

Hole No.: Depth Base [m]:

Sample Reference: Sample Type:

Soil Description:

Sample Preparation:

Legend, based on BS 5930:2015 Code of practice for site investigations

Plasticity Liquid Limit

C Clay L Low below 35

M Silt I Medium 35 to 50

H High 50 to 70

V Very high 70 to 90

E Extremely high exceeding 90

Organic O append to classification for organic material ( eg CHO )

Note: Moisture Content by BS 1377-2: 1990: Clause 3.2

Remarks:

Signed:

for and on behalf of i2 Analytical Ltd

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

report may not be reproduced other than in full without the prior written approval of the issuing

laboratory. The results included within the report are representative of the samples submitted for

analysis.Page 1 of 1 Date Reported: 30/04/2020 GF 232.8

31 89 34 55 100

Tested in natural condition

As Received Moisture

Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH1 Not Given

Not Given D

Brown CLAY

Matthew Somerville 20/04/2020

Hestur Kings Parade Cliff Slip Not Given

1494808 7.00

Endeavour Drilling J4280

Unit 7 Mapledean Industrial Estate, Maldon Road,

Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT

Szczepan BielatowiczPL Deputy of Head of Geotechnical Section

TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






29 95 32 63 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH1 Not Given

Not Given D

Brown CLAY



1494810 9.00



Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






30 96 37 59 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH1 Not Given

Not Given D

Brown CLAY



1494812 11.00



Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






30 87 37 50 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH1 Not Given

Not Given D

Brown CLAY



1494813 13.00



Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






29 83 32 51 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH1 Not Given

Not Given D

Brown CLAY



1494815 16.00



Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






30 98 39 59 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH1 Not Given

Not Given B

Brown CLAY



1494817 19.00



Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






32 87 38 49 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH3 Not Given

Not Given D

Brown CLAY



1494819 6.00



Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






30 92 33 59 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH3 Not Given

Not Given D

Brown CLAY



1494821 8.00



Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






30 90 38 52 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH3 Not Given

Not Given D

Brown CLAY



1494822 10.00



Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






29 91 35 56 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH3 Not Given

Not Given D

Brown CLAY



1494824 12.00



Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






29 82 32 50 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH3 Not Given

Not Given D

Brown CLAY



1494826 16.00



Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






29 89 34 55 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH3 Not Given

Not Given D

Brown CLAY



1494828 19.00



Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






27 75 25 50 63

Tested after washing to remove >425um


Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH4 Not Given

Not Given D

Greyish brown gravelly CLAY



1494830 1.20



Chelmsford, CM3 6LD

20-96643

06/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






35 88 35 53 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH4 Not Given

Not Given D

Brown CLAY



1494832 3.00



Chelmsford, CM3 6LD

20-96643

06/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






27 79 34 45 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH4 Not Given

Not Given D

Brown CLAY



1494834 7.00



Chelmsford, CM3 6LD

20-96643

06/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






30 78 39 39 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH4 Not Given

Not Given D

Brown CLAY



1494836 9.00



Chelmsford, CM3 6LD

20-96643

06/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






34 96 30 66 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH6 Not Given

Not Given D

Brown CLAY



1494838 3.00



Chelmsford, CM3 6LD

20-96643

07/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






32 87 34 53 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH6 Not Given

Not Given D

Brown CLAY



1494840 5.00



Chelmsford, CM3 6LD

20-96643

07/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






29 81 30 51 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH6 Not Given

Not Given D

Brown CLAY



1494841 7.00



Chelmsford, CM3 6LD

20-96643

07/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


TEST CERTIFICATE





Date Sampled:

Date Received:




Test Results:




Soil Description:

Sample Preparation:





H High 50 to 70





Remarks:

Signed:






26 79 36 43 100



Content [%]

Liquid Limit

[%]

Plastic Limit

[%]

Plasticity Index

[%]

% Passing 425µm

BS Test Sieve

BH6 Not Given

Not Given D

Brown CLAY



1494843 9.00



Chelmsford, CM3 6LD

20-96643

07/04/2020

16/04/2020

CL

CI

CH

CV

CE

MLMI

MH

MV

ME

A line

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

PLA

STIC

ITY

IN

DEX

LIQUID LIMIT


SUMMARY REPORT

Summary of Classification Test Results

Tested in Accordance with:



Date Sampled:

Date Received:




Test results

m m % % % % % % Mg/m3 Mg/m3 Mg/m3 %

7.00Not

GivenD 31 100 89 34 55

9.00Not

GivenD 29 100 95 32 63

11.00Not

GivenD 30 100 96 37 59

13.00Not

GivenD 30 100 87 37 50

16.00Not

GivenD 29 100 83 32 51

19.00Not

GivenB 30 100 98 39 59

6.00Not

GivenD 32 100 87 38 49

8.00Not

GivenD 30 100 92 33 59

10.00Not

GivenD 30 100 90 38 52

12.00Not

GivenD 29 100 91 35 56

Note: # Non accredited; NP - Non plastic

Comments:

Signed:

for and on behalf of i2 Analytical LtdOpinions and interpretations expressed herein are outside of the scope of the UKAS Accreditation. This report may not be reproduced other than in full without the prior written

approval of the issuing laboratory. The results included within the report are representative of the samples submitted for analysis.

Page 1 of 1 Date Reported: 30/04/2020 GF 234.10

1494822 BH3 Not Given Brown CLAY Atterberg 1 Point










Reference

Depth

Top

Depth

BaseType

%

Passing

425um

LL PL

Density

Tota

l

Po

rosi

ty#

PI bulk dry PDLaboratory

Reference

Hole

No.

Sample

Description RemarksMC WC

Atterberg

Endeavour Drilling MC by BS 1377-2: 1990: Clause 3.2; WC by BS EN 17892-1: 2014; Atterberg

by BS 1377-2: 1990: Clause 4.3, Clause 4.4 and 5; PD by BS 1377-2: 1990:

Clause 8.2

J4280

Unit 7 Mapledean Industrial Estate, Maldon

Road,

Chelmsford, CM3 6LD

20-96643

01/04 - 03/04/2020

16/04/2020




SUMMARY REPORT

Summary of Classification Test Results




Date Sampled:

Date Received:




Test results

m m % % % % % % Mg/m3 Mg/m3 Mg/m3 %

16.00Not

GivenD 29 100 82 32 50

19.00Not

GivenD 29 100 89 34 55

1.20Not

GivenD 27 63 75 25 50

3.00Not

GivenD 35 100 88 35 53

7.00Not

GivenD 27 100 79 34 45

9.00Not

GivenD 30 100 78 39 39

3.00Not

GivenD 34 100 96 30 66

5.00Not

GivenD 32 100 87 34 53

7.00Not

GivenD 29 100 81 30 51

9.00Not

GivenD 26 100 79 36 43

Note: # Non accredited; NP - Non plastic

Comments:

Signed:

for and on behalf of i2 Analytical LtdOpinions and interpretations expressed herein are outside of the scope of the UKAS Accreditation. This report may not be reproduced other than in full without the prior written

approval of the issuing laboratory. The results included within the report are representative of the samples submitted for analysis.

Page 1 of 1 Date Reported: 30/04/2020 GF 234.10







1494830 BH4 Not Given Greyish brown gravelly CLAY Atterberg 1 Point




Reference

Depth

Top

Depth

BaseType

%

Passing

425um

LL PL

Density

Tota

l

Po

rosi

ty#

PI bulk dry PDLaboratory

Reference

Hole

No.

Sample

Description RemarksMC WC

Atterberg

Endeavour Drilling MC by BS 1377-2: 1990: Clause 3.2; WC by BS EN 17892-1: 2014; Atterberg

by BS 1377-2: 1990: Clause 4.3, Clause 4.4 and 5; PD by BS 1377-2: 1990:

Clause 8.2

J4280

Unit 7 Mapledean Industrial Estate, Maldon

Road,

Chelmsford, CM3 6LD

20-96643

03/04 - 07/04/2020

16/04/2020




TEST CERTIFICATEUnconsolidated Undrained

Triaxial Compression


BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:

Test Number Rate of Strain %/min

Length mm Cell Pressure kPa

Diameter mm Axial Strain at failure %

Bulk Density Mg/m3 Deviator Stress, ( σ1 - σ3 )f kPa

Moisture Content % Undrained Shear Strength, cu kPa ½( σ1 - σ3 )f

Dry Density Mg/m3 Mode of Failure

Membrane Correction kPa Membrane thickness mm

Position within sample

Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020



1494809 7.50

BH1 7.95

Not Given U

Brown CLAY

1 2.00

75.32 150

37.24 5.9

1.98 293

28 147

1.55 Compound

0.71 0.17

Note: Deviator stress corrected for area change and membrane effects. Mohr circles and their interpretation is not covered by BS1377.

This is provided for information only.





0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %

Deviator Stress v Axial Strain

0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020



1494811 10.50

BH1 10.95

Not Given U

Brown CLAY

1 2.00

75.10 210

37.16 2.4

1.92 287

29 143

1.49 Brittle

0.34 0.19







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020



1494814 13.50

BH1 13.95

Not Given U

Brown CLAY

1 2.00

74.89 270

37.00 6.9

1.97 381

32 191

1.49 Brittle

0.93 0.20







0

100

200

300

400

500

600

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

100

200

300

400

500

600

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020



1494816 16.50

BH1 16.95

Not Given U

Brown CLAY

1 2.00

74.62 330

37.40 5.6

1.95 359

30 180

1.49 Brittle

0.89 0.22







0

100

200

300

400

500

600

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

100

200

300

400

500

600

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

01/04/2020

16/04/2020



1494818 19.50

BH1 19.95

Not Given U

Brown CLAY

1 2.00

74.70 390

37.48 5.2

1.96 646

32 323

1.48 Compound

0.81 0.21







0

200

400

600

800

1 000

1 200

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

100

200

300

400

500

600

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020



1494820 7.50

BH3 7.95

Not Given U

Brown CLAY

1 2.00

75.04 140

37.50 10.8

1.88 240

31 120

1.43 Brittle

1.13 0.18







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020



1494823 10.50

BH3 10.95

Not Given U

Brown CLAY

1 2.00

75.67 210

37.58 3.8

1.90 251

30 125

1.46 Brittle

0.63 0.23







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020



1494825 13.50

BH3 13.95

Not Given U

Brown CLAY

1 2.00

75.05 270

37.40 3.5

1.93 292

31 146

1.48 Brittle

0.56 0.22







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020



1494827 16.50

BH3 16.95

Not Given U

Brown CLAY

1 0.03

75.16 330

37.43 4.7

1.94 515

31 258

1.48 Compound

0.69 0.20







0

100

200

300

400

500

600

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

100

200

300

400

500

600

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

03/04/2020

16/04/2020



1494829 19.50

BH3 19.95

Not Given U

Brown CLAY

1 2.00

75.00 390

36.72 5.6

1.93 466

32 233

1.47 Brittle

0.78 0.19







0

100

200

300

400

500

600

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

100

200

300

400

500

600

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

06/04/2020

16/04/2020



1494831 2.50

BH4 2.95

Not Given U

Brown CLAY

1 2.00

192.94 50

101.71 5.9

1.93 167

30 83

1.48 Brittle

0.46 0.30







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

25

50

75

100

125

150

0 25 50 75 100 125 150 175 200 225 250 275 300

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

06/04/2020

16/04/2020



1494833 4.50

BH4 4.95

Not Given U

Brown CLAY

1 2.00

191.62 90

102.13 6.4

1.96 232

33 116

1.48 Compound

0.52 0.32







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

06/04/2020

16/04/2020



1494835 7.50

BH4 7.95

Not Given U

Brown CLAY

1 2.00

191.96 150

102.51 7.8

1.95 302

32 151

1.48 Brittle

0.51 0.28







0

100

200

300

400

500

600

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

07/04/2020

16/04/2020



1494837 2.50

BH6 2.95

Not Given U

Brown CLAY

1 2.00

74.95 50

36.83 4.5

1.97 127

35 63

1.46 Compound

0.60 0.18







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

25

50

75

100

125

150

0 25 50 75 100 125 150 175 200 225 250 275 300

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

07/04/2020

16/04/2020



1494839 4.50

BH6 4.95

Not Given U

Brown CLAY

1 2.00

75.03 80

36.88 4.4

1.93 286

32 143

1.47 Compound

0.56 0.17







0

50

100

150

200

250

300

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles





BS 1377-7: 1990: Clause 8



Date Sampled:

Date Received:




Test Results:




Sample Description:









Remarks:

Signed:




Chelmsford, CM3 6LD

20-96643

07/04/2020

16/04/2020



1494842 7.50

BH6 7.95

Not Given U

Brown CLAY

1 2.00

74.86 150

37.62 8.3

1.92 363

32 181

1.46 Compound

1.04 0.20







0

100

200

300

400

500

600

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

Corr

ecte

d D

evia

tor

Str

ess kP

a

Axial Strain %


0

50

100

150

200

250

300

0 50 100 150 200 250 300 350 400 450 500 550 600

Shear

Str

ength

kP

a

Normal Stresses kPa

Mohr Circles


GROUND INVESTIGATION REPORT (FACTUAL)

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Transcript of GROUND INVESTIGATION REPORT (FACTUAL)