APPENDIX E Geotechnical Laboratory Results · Interim. 07/08/2019: F.A.O. Final Test Report - 42345 / 2 The Larches 42345 Lancashire County Council 42345 Not Given 11/07/2019 31/07/2019

APPENDIX E

Geotechnical Laboratory Results

Site:

Job Number:

Originating Client:

Originating Reference:

Date Sampled:

Date Scheduled:

Date Testing Started:

Date Testing Finished:

Amendments:

Authorised By:

Tim RobinsonQuality Technician Report Issue Date: 12/08/2019

Page. 1

Previous Reports Amendments Date Issued

1 Interim 07/08/2019

F.A.O.

Final Test Report - 42345 / 2

The Larches

42345

Lancashire County Council

42345

Not Given

11/07/2019

31/07/2019

12/08/2019

Tim Robinson

2.00 13.9 83 16.0 31 13 18

7.00 19.4 92 21.0 36 18 18

1.20 16.4 88 18.0 34 14 20

7.00 23.7 88 26.0 38 19 19

8.00 16.5 84 19.0 36 15 21

1.20 17.7 94 19.0 33 13 20

5.20 30.3 95 32.0 56 21 35

2.00 18.1 78 22.0 28 16 12

3.20 18 92 19.0 35 14 21

4.70 15.3

7.00 24.9 89 27.0 48 21 27

2.20 15.2 88 17.0 31 17 14

5.50 25.3 100 25.0 35 18 17

6.50 13.8

0.70 13.1 86 14.0 30 16 14

1.00 15.1 89 16.0 40 16 24

1.50 14.4

1.40 16.5 56 25.0 34 18 16

1.50 16.9 92 18.0 29 15 14

1.20 18.3 90 20.0 38 14 24

3.20 15.3 88 17.0 36 16 20

2.20 15.2 88 17.0 35 18 17

1.50 14.9 79 18.0 31 19 12

2.00 12.7

1.40 14.2 89 15.0 36 19 17

3.20 17.1 73 22.0 41 15 26

1.20 15.9 90 17.0 34 17 17

3.80 19.5 93 21.0 30 16 14

4.50 28 100 28.0 25 21 4

1.50 13.2 89 14.0 45 25 20

3.00 14.8 82 17.0 34 15 19

3.00 13.5 83 15.0 33 14 19

1.20 18 89 20.0 36 15 21

1.40 18.1 92 19.0 33 16 17

Site: The Larches Job Number: 42345

Natural / Sieved

Natural Water

Content %

Laboratory Test

Report 42345 / 2

Liquidity Index Class

Client: Lancashire County Council Page: 2

Determination of Water Content, Liquid Limit and Plastic Limit

and Derivation of Plasticity and Liquidity Index

Borehole / Trial Pit Depth (m) Sample Description / Remarks

Percentage %

Water Content %

Sample Passing425 µm Sieve Liquid Limit

%Plastic Limit

%Plasticity Index %

CP01 UT8 Natural 0.15 CL Brown gravelly CLAY

CP01 D17 Natural 0.14 CI Brown silty CLAY

CP02 D7 Natural 0.20 CL Brown slightly gravelly, slightly silty CLAY

CP02 D20 Natural 0.38 CI Brown slightly gravelly, slightly silty CLAY

CP02 D21 Natural 0.18 CI Brown slightly silty, sandy CLAY

CP03 D5 Natural 0.28 CL Brown slightly gravelly, slightly silty CLAY

CP03 D14 Natural 0.30 CH Brown slightly gravelly CLAY

CP04 UT8 Natural 0.48 CL Brown slightly sandy, gravelly CLAY

CP04 D11 Natural 0.24 CL/CI Brown slightly silty CLAY

CP04 D13 Brown slightly sandy CLAY

CP04 D16 Natural 0.24 CI Brown slightly gravelly, silty CLAY

CP05 D9 Natural -0.03 CL Brown slightly gravelly CLAY

CP05 D15 Natural 0.43 CL/CI Brown slightly silty CLAY

CP05 D16 Brown slightly gravelly CLAY

MTP04 D3 Natural -0.11 CLBrown gravelly, silty CLAY (Gravel mainly

Mudstone)

MTP06 D7 Natural 0.01 CIBrown slightly sandy, slightly gravelly, silty

CLAY

MTP08 D8Brown slightly sandy, slightly gravelly, silty

CLAY

MTP09 D8 Natural 0.46 CL Brown gravelly, silty CLAY

MTP10 D9 Natural 0.21 CL Brown slightly gravelly, silty CLAY

WS01 D7 Natural 0.24 CI Brown slightly gravelly, slightly silty CLAY

WS02 D12 Natural 0.04 CI Brown slightly gravelly, slightly silty CLAY

WS03 D10 Natural -0.08 CL/CI Brown slightly gravelly, slightly silty CLAY

WS04 D9 Natural -0.12 CL Brown slightly silty, gravelly CLAY

WS05 D10 Brown slightly gravelly, silty CLAY

WS06 D8 Natural -0.21 CI Brown slightly gravelly, silty CLAY

WS06 D13 Natural 0.25 CI Brown slightly silty, gravelly CLAY

WS07 D5 Natural 0.01 CL Brown slightly gravelly CLAY

WS07 D11 Natural 0.33 CL Brown slightly gravelly, slightly silty CLAY

WS07 D13 Natural 1.75 ML Brown sandy SILT

WS08 D7 Natural -0.54 CI Brown gravelly, silty CLAY

WS08 D10 Natural 0.10 CL Brown sandy, silty CLAY

WS09 D8 Natural 0.07 CL Brown gravelly, silty CLAY

WS10 D7 Natural 0.22 CI Brown gravelly, silty CLAY

WS12 D9 Natural 0.19 CL Brown gravelly, silty CLAY

Method of Preparation: BS EN ISO 17892 : Part 1 : 2014 : Clause 5.1 Water content test preparationBS 1377 : Part 1 : 2016 : Clause 8.4.3 Preparation of samples for plasticity testsBS 1377 : Part 2 : 1990 : Clause 4.2 Preparation of samples for plastic limit tests

Method of Test: BS EN ISO 17892 : Part 1 : 2014 : Clause 5.2 Water content test executionBS 1377 : Part 2 : 1990 : Clause 4.3 or 4.4 Determination of the liquid limitBS 1377 : Part 2 : 1990 : Clause 5.3 Determination of the plastic limit and plasticity index

mmmmmmmm

RemarksPreparation and testing in accordance with BS17892 unless noted below

Laboratory Test

Report 42345 / 2



DETERMINATION OF PARTICLE SIZE DISTRIBUTION

Borehole /

Trial PitDepth (m) Sample Testing Type Description

CP01 4.00 B13 Wet Sieve Brown sandy GRAVEL

Sieving Sedimentation

Particle Size mm % Passing Particle Size

mm % Passing Dry Mass of sample, g 1713

Sample Proportions % dry massVery coarse 0Gravel 57Sand 39

Fines <0.063mm 437.5 10028 95 Grading Analysis

20 86 D100 37.514 78 D60 6.2210 71 D30 0.6356.3 60 D10 0.2545 55 Uniformity Coefficient 25

3.35 49 Curvature Coefficient 0.262 43

1.18 390.63 300.425 210.3 120.2 7

0.15 50.063 4

Method of Preparation: BS EN 17892:Part4:2016, clause 5.2.2 Preparation of samples for wet sieving test

Method of Test: BS EN 17892:Part4:2016, clause 5.2.3 Determination of particle size distribution by wet sieving method

÷÷ø

ö

çç

è

æ

1m

m

SILTFine Medium Coarse

SANDFine Medium Coarse

GRAVELFine Medium CoarseCLAY COBBLES BOULDERS

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Perc

enta

ge P

assi

ng %

Particle Size mm

mmmmmmmm


Laboratory Test

Report 42345 / 2




Borehole /


CP02 3.00 B14 Wet Sieve Brown gravelly SAND





Fines <0.063mm 3

Grading Analysis

20 100 D100 2014 98 D60 0.55810 96 D30 0.3646.3 92 D10 0.2255 90 Uniformity Coefficient 2.5


1.18 820.63 690.425 410.3 160.2 7

0.15 50.063 3



÷÷ø

ö

çç

è

æ

1m

m




0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Perc

enta

ge P

assi

ng %

Particle Size mm

mmmmmmmm


Laboratory Test

Report 42345 / 2




Borehole /


WS01 2.00 D11 Wet Sieve + Pipette Brown slightly clayey, silty SAND




0.0201 200.0060 10 Sample Proportions % dry mass0.0020 7 Very coarse 0

Gravel 0Sand 58Silt 35Clay 7

Grading Analysis

20 100 D100 1014 100 D60 0.099610 100 D30 0.03376.3 100 D10 0.006195 100 Uniformity Coefficient 16

3.35 100 Curvature Coefficient 1.82 100 Particle density (assumed)

1.18 100 2.65 Mg/m30.63 990.425 990.3 980.2 90

0.15 760.063 42

Method of Preparation: BS EN 17892:Part4:2016, clause 5.2.2 Preparation of samples for wet sieving testBS EN 17892:Part4:2016, clause 5.4.2 Preparation of samples for pipette test

Method of Test: BS EN 17892:Part4:2016, clause 5.2.3 Determination of particle size distribution by wet sieving methodBS EN 17892:Part4:2016, clause 5.4.3 Determination of sedimentation by pipette method

÷÷ø

ö

çç

è

æ

1m

m




0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Perc

enta

ge P

assi

ng %

Particle Size mm

mmmmmmmm


Laboratory Test

Report 42345 / 2




Borehole /


WS05 3.70 D13 Wet Sieve Brown slightly silty, gravelly SAND





Fines <0.063mm 6

28 100 Grading Analysis

20 97 D100 2814 96 D60 0.52610 95 D30 0.2656.3 93 D10 0.09035 92 Uniformity Coefficient 5.8


1.18 860.63 710.425 470.3 330.2 23

0.15 150.063 6



÷÷ø

ö

çç

è

æ

1m

m




0

10

20

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40

50

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100

0.001 0.01 0.1 1 10 100 1000

Perc

enta

ge P

assi

ng %

Particle Size mm

Laboratory Test

Report 42345 / 2



DETERMINATION OF THE ONE-DIMENSIONAL CONSOLIDATION PROPERTIES

Borehole /

Trial PitDepth (m) Sample Description

CP01 2 UT8 Brown gravelly CLAY

Initi

al S

peci

men Length of Sample (mm) 420.00 Diameter (mm) 75.01

Depth from top of specimen (mm) 30.00 Particle density (Mg/m³) 2.65 assumed

Condition of Sample: Undisturbed Swelling Pressure (kPa)

Orientation: Vertical Lab Temp. (°C) 21

Initial FinalApplied

PressurekPa

Mvm2/MN

Cv(t50, log)

m2/yr

Cv(t90, root)

m2/yrCsec Voids ratio

Height (mm) 19.02 18.39

Water Content (%) 14.7 13.80.0 - - - - 0.329

2.29 2.3480 0.15 5.4 43 0.00051 0.32040 0.04

0.1 6.5 32 0.00075 0.310

Bulk density (Mg/m³)1.2 56 0.000053 0.328

Dry density (Mg/m³) 1.99 2.06320 0.062 6.2 20 0.0008 0.297160

0.329 0.2861,280 0.029 5.1 49 0.0019 0.254640 0.044

0.021 0.286

Voids Ratio5.5 17 0.0012 0.278

Degree of Saturation (%) 118 12840

Remarks / DeviationsSample swelled at 20kPa

Method of Preparation: BS EN 17892:Part 5:2017, clause 6.2 Specimen preparationBS EN 17892:Part 5:2017, clause 6.4 Preparation of apparatus

Method of Test: BS EN 17892:Part 5:2017, clause 6 Test procedure for incremental loading oedometer testResults corrected for equipment deformation

eo

0.230

0.240

0.250

0.260

0.270

0.280

0.290

0.300

0.310

0.320

0.330

Void

s R

atio

0.002.004.006.008.00

10.00

1 10 100 1000 10000

Cv

m2 /y

r(lo

g tim

e)

Applied Pressure kPa

Laboratory Test

Report 42345 / 2




Borehole /


CP04 4.2 UT12 Brown slightly gravelly CLAY

Initi

al S

peci






PressurekPa

Mvm2/MN

Cv(t50, log)

m2/yr

Cv(t90, root)


Height (mm) 19.01 17.78

Water Content (%) 17.0 14.60.0 - - - - 0.425

2.17 2.2880 0.19 1.1 2.7 0.00076 0.40240 0.23

0.15 1.2 1.7 0.0011 0.385

Bulk density (Mg/m³)2.7 9.3 0.00077 0.412

Dry density (Mg/m³) 1.86 1.99320 0.099 1.2 2.1 0.0014 0.363160

0.425 0.3331,280 0.037 1.9 2.7 0.0016 0.305640 0.061

0.018 0.333

Voids Ratio1.6 2.4 0.0016 0.336


Remarks / Deviations



eo

0.240

0.260

0.280

0.300

0.320

0.340

0.360

0.380

0.400

0.420

0.440

Void

s R

atio

0.001.002.003.004.005.00

1 10 100 1000 10000

Cv

m2 /y

r(lo

g tim

e)


Laboratory Test

Report 42345 / 2




Borehole /



Initi

al S

peci






PressurekPa

Mvm2/MN

Cv(t50, log)

m2/yr

Cv(t90, root)


Height (mm) 19.03 18.02

Water Content (%) 17.5 15.90.0 - - - - 0.437

2.17 2.2660 0.15 1.5 4.7 0.00025 0.42330 0.18

0.16 2.4 7.7 0.00072 0.409

Bulk density (Mg/m³)7.4 25 0.00088 0.429

Dry density (Mg/m³) 1.84 1.95240 0.1 2.5 6.8 0.0014 0.392120

0.437 0.361960 0.049 2.2 3.8 0.0014 0.333480 0.08

0.023 0.361

Voids Ratio2.2 5 0.0014 0.365


Remarks / Deviations



eo

0.240

0.260

0.280

0.300

0.320

0.340

0.360

0.380

0.400

0.420

0.440

Void

s R

atio

0.002.004.006.008.00

10.00

1 10 100 1000 10000

Cv

m2 /y

r(lo

g tim

e)


Linear Regression318 kPa o

kPa

Laboratory Test

Report 42345 / 2



Unconsolidated Undrained Triaxial Compression Test without measurement of pore pressure -

Multistage test

Borehole /

Trial Pit

Depth

(m)Sample Description

CP01 2.00 UT8 Brown gravelly CLAY

Initi

al S

ampl

e

Original Length (mm) 400

Depth from Top (mm) 30

Condition Undisturbed

Orientation Vertical

Length (mm) 208.23

Diameter (mm) 103.05

Moisture Content (%) 13.9

Bulk Density (Mg/m3) 2.24

Dry Density (Mg/m3) 1.97

Membrane Thickness (mm) 0.37

Membrane Type Latex

Rate of Strain (%/min) 1.92

Test

Res

ults

Stage Number 1 2 3

Cell Pressure (kPa) 40 80 160

Axial Strain (%) 9 10 12

Membrane Corr. (kPa) 0.7 0.8 0.9

Deviator Stress( σ1 - σ3 )f (kPa) 611 639 660

Undrained Shear Strength, CU = ½( σ1 - σ3 )f (kPa) 305 320 330

Mode of Failure Plastic

ɸu = 0 Mohr circles and their interpretation is not covered by BS1377. These are provided for information

only.Average cu ɸu 9.4

cu 254

Method of Preparation: BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing orBS 1377:PT1:1990:7.7.5.2 Preparation of disturbed samples for testing

Method of Test: BS 1377:PT2:1990:7.2 Determination of density by linear measurement. BS 1377:PT7:1990:9.4 Determination of undrained shear strength in triaxial compression with multistage loading and without measurement of pore pressure (Definitive method)

0

100

200

300

400

500

600

700

800

900

1000

0 200 400 600 800 1000

Shee

r Stre

ngth

kPa

Normal Stresses kPa

Mohr CirclesTest 1 2 3

0

100

200

300

400

500

600

700

0 5 10 15

Cor

rect

ed D

evia

tor S

tress

kPa

Axial Strain %

Deviator Stress v Axial Strain

test 1 test 2 test 3


kPa

Laboratory Test

Report 42345 / 2




Multistage test

Borehole /

Trial Pit

Depth


CP03 4.20 UT12 Brown slightly sandy CLAY

Initi

al S

ampl

e





Length (mm) 206.00






Membrane Type Latex


Test

Res

ults

Stage Number 1 2 3









cu 18



0

100

200

300

400

500

0 100 200 300 400 500

Shee

r Stre

ngth

kPa

Normal Stresses kPa


0

5

10

15

20

25

30

35

40

45

50

0 5 10 15 20 25

Cor

rect

ed D

evia

tor S

tress

kPa

Axial Strain %




kPa

Laboratory Test

Report 42345 / 2




Multistage test

Borehole /

Trial Pit

Depth


CP04 2.00 UT8 Brown slightly sandy, gravelly CLAY

Initi

al S

ampl

e



Condition

Orientation

Length (mm) 208.30






Membrane Type Latex


Test

Res

ults

Stage Number 1 2 3






Mode of Failure Compound



cu 140



0

100

200

300

400

500

600

0 100 200 300 400 500 600

Shee

r Stre

ngth

kPa

Normal Stresses kPa


0

50

100

150

200

250

300

350

0 5 10 15

Cor

rect

ed D

evia

tor S

tress

kPa

Axial Strain %



Undisturbed

Vertical


kPa

Laboratory Test

Report 42345 / 2




Multistage test

Borehole /

Trial Pit

Depth



Initi

al S

ampl

e





Length (mm) 208.00






Membrane Type Latex


Test

Res

ults

Stage Number 1 2 3









cu 111



0

100

200

300

400

500

600

700

0 200 400 600 800

Shee

r Stre

ngth

kPa

Normal Stresses kPa


0

50

100

150

200

250

300

350

0 5 10 15 20 25

Cor

rect

ed D

evia

tor S

tress

kPa

Axial Strain %



Initial Sample Test Results

Remarks

Axial compressive stress corrected for area change, and membrane effects (if used)

Laboratory Test

Report 42345 / 2



UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD

Borehole /

Trial Pit

Depth



Test Number 1 Rate of Strain (%/min) 1

Length (mm) 206 Axial Strain (%) 16

Diameter (mm) 102 Unconfined Compressive Strength (kPa) 98

Method of Test: BS EN ISO 17892 : Part 1 : 2014 : Clause 5.2. Water content test executionBS EN ISO 17892 : Part 2 : 2014 : Clause 5.1. Density by linear measurement methodBS 1377 : Part 7 : 1990 : 7.2. Determination of unconfined compressive strength using the load frame method

Moisture Content (%) 20 Mode of Failure Compound



Method of Preparation: BS EN ISO 17892 : Part 1 : 2014 : Clause 5.1. Water content test specimen preparationBS 1377 : Part 1 : 1990 : 8.3. Preparation of undisturbed samplles for testing

0

10

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80

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100

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32

Cor

rect

ed A

xial

Com

pres

sive

Stre

ss k

Pa

Axial Strain %

Axial Compressive Stress v Axial Strain


Remarks


Laboratory Test

Report 42345 / 2




Borehole /

Trial Pit

Depth


CP02 6.50 UT19 Brown slightly sandy, silty CLAY









0

10

20

30

40

50

60

70

80

90

100

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32

Cor

rect

ed A

xial

Com

pres

sive

Stre

ss k

Pa

Axial Strain %



Remarks


Laboratory Test

Report 42345 / 2




Borehole /

Trial Pit

Depth


CP03 2.00 UT8 Brown slightly sandy, silty CLAY









0

50

100

150

200

250

300

350

400

450

500

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32

Cor

rect

ed A

xial

Com

pres

sive

Stre

ss k

Pa

Axial Strain %



Remarks


Laboratory Test

Report 42345 / 2




Borehole /

Trial Pit

Depth


CP05 5.00 UT14 Brown slightly silty CLAY









0

10

20

30

40

50

60

70

80

90

100

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32

Cor

rect

ed A

xial

Com

pres

sive

Stre

ss k

Pa

Axial Strain %


Site:

Job Number:

Originating Client:

Report Issue Date: 12/08/2019

Page. 18

The Larches

42345

Lancashire County Council

All opinions and interpretations contained within this report are outside of our Scope of Accreditation.

This test report shall not be reproduced, except in full and only with the written permission of Ian Farmer Associates Ltd.

Samples will be retained for 28 days from date of issue of the final test report before being disposed of, unless we receive written instruction to the contrary.

Final Test Report - 42345 / 2

Documents

APPENDIX E Geotechnical Laboratory Results · Interim. 07/08/2019: F.A.O. Final Test Report - 42345 / 2 The Larches 42345 Lancashire County Council 42345 Not Given 11/07/2019 31/07/2019