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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
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 3
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
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 4
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
CP02 3.00 B14 Wet Sieve Brown gravelly SAND
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 972
Sample Proportions % dry massVery coarse 0Gravel 15Sand 82
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
3.35 88 Curvature Coefficient 1.12 85
1.18 820.63 690.425 410.3 160.2 7
0.15 50.063 3
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
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 5
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
WS01 2.00 D11 Wet Sieve + Pipette Brown slightly clayey, silty SAND
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 768
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
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
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 6
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
WS05 3.70 D13 Wet Sieve Brown slightly silty, gravelly SAND
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 785
Sample Proportions % dry massVery coarse 0Gravel 11Sand 83
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
3.35 90 Curvature Coefficient 1.52 89
1.18 860.63 710.425 470.3 330.2 23
0.15 150.063 6
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
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 7
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
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 8
DETERMINATION OF THE ONE-DIMENSIONAL CONSOLIDATION PROPERTIES
Borehole /
Trial PitDepth (m) Sample Description
CP04 4.2 UT12 Brown slightly gravelly CLAY
Initi
al S
peci
men Length of Sample (mm) 400.00 Diameter (mm) 75.01
Depth from top of specimen (mm) 20.00 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) 19.01 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
Degree of Saturation (%) 106 11680
Remarks / Deviations
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
0.240
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)
Applied Pressure kPa
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 9
DETERMINATION OF THE ONE-DIMENSIONAL CONSOLIDATION PROPERTIES
Borehole /
Trial PitDepth (m) Sample Description
CP05 3.2 UT10 Brown slightly gravelly CLAY
Initi
al S
peci
men Length of Sample (mm) 430.00 Diameter (mm) 75.01
Depth from top of specimen (mm) 0.00 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) 19.03 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
Degree of Saturation (%) 106 11760
Remarks / Deviations
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
0.240
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)
Applied Pressure kPa
Linear Regression318 kPa o
kPa
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 10
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
Linear Regression20 kPa o
kPa
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 11
Unconsolidated Undrained Triaxial Compression Test without measurement of pore pressure -
Multistage test
Borehole /
Trial Pit
Depth
(m)Sample Description
CP03 4.20 UT12 Brown slightly sandy CLAY
Initi
al S
ampl
e
Original Length (mm) 380
Depth from Top (mm) 20
Condition Undisturbed
Orientation Vertical
Length (mm) 206.00
Diameter (mm) 102.49
Moisture Content (%) 18.3
Bulk Density (Mg/m3) 2.22
Dry Density (Mg/m3) 1.88
Membrane Thickness (mm) 0.37
Membrane Type Latex
Rate of Strain (%/min) 1.94
Test
Res
ults
Stage Number 1 2 3
Cell Pressure (kPa) 80 160 320
Axial Strain (%) 13 15 20
Membrane Corr. (kPa) 1.0 1.1 1.4
Deviator Stress( σ1 - σ3 )f (kPa) 38 40 44
Undrained Shear Strength, CU = ½( σ1 - σ3 )f (kPa) 19 20 22
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 0.8
cu 18
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
0 100 200 300 400 500
Shee
r Stre
ngth
kPa
Normal Stresses kPa
Mohr CirclesTest 1 2 3
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 %
Deviator Stress v Axial Strain
test 1 test 2 test 3
Linear Regression148 kPa o
kPa
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 12
Unconsolidated Undrained Triaxial Compression Test without measurement of pore pressure -
Multistage test
Borehole /
Trial Pit
Depth
(m)Sample Description
CP04 2.00 UT8 Brown slightly sandy, gravelly CLAY
Initi
al S
ampl
e
Original Length (mm) 430
Depth from Top (mm) 15
Condition
Orientation
Length (mm) 208.30
Diameter (mm) 102.68
Moisture Content (%) 18.1
Bulk Density (Mg/m3) 2.16
Dry Density (Mg/m3) 1.83
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 (%) 8 9 10
Membrane Corr. (kPa) 0.7 0.8 0.8
Deviator Stress( σ1 - σ3 )f (kPa) 290 297 300
Undrained Shear Strength, CU = ½( σ1 - σ3 )f (kPa) 145 148 150
Mode of Failure Compound
ɸu = 0 Mohr circles and their interpretation is not covered by BS1377. These are provided for information
only.Average cu ɸu 2.0
cu 140
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
0 100 200 300 400 500 600
Shee
r Stre
ngth
kPa
Normal Stresses kPa
Mohr CirclesTest 1 2 3
0
50
100
150
200
250
300
350
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
Undisturbed
Vertical
Linear Regression137 kPa o
kPa
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 13
Unconsolidated Undrained Triaxial Compression Test without measurement of pore pressure -
Multistage test
Borehole /
Trial Pit
Depth
(m)Sample Description
CP05 3.20 UT10 Brown slightly gravelly CLAY
Initi
al S
ampl
e
Original Length (mm) 430
Depth from Top (mm) 50
Condition Undisturbed
Orientation Vertical
Length (mm) 208.00
Diameter (mm) 102.18
Moisture Content (%) 16.7
Bulk Density (Mg/m3) 2.24
Dry Density (Mg/m3) 1.92
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) 60 120 240
Axial Strain (%) 12 13 20
Membrane Corr. (kPa) 0.9 1.0 1.4
Deviator Stress( σ1 - σ3 )f (kPa) 258 270 297
Undrained Shear Strength, CU = ½( σ1 - σ3 )f (kPa) 129 135 148
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 5.6
cu 111
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
0 200 400 600 800
Shee
r Stre
ngth
kPa
Normal Stresses kPa
Mohr CirclesTest 1 2 3
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 %
Deviator Stress v Axial Strain
test 1 test 2 test 3
Initial Sample Test Results
Remarks
Axial compressive stress corrected for area change, and membrane effects (if used)
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 14
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
CP01 6.50 UT16 Brown slightly gravelly CLAY
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
Bulk Density (Mg/m3) 2.04
Dry Density (Mg/m3) 1.70
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
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 %
Axial Compressive Stress v Axial Strain
Initial Sample Test Results
Remarks
Axial compressive stress corrected for area change, and membrane effects (if used)
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 15
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
CP02 6.50 UT19 Brown slightly sandy, silty CLAY
Test Number 1 Rate of Strain (%/min) 2
Length (mm) 129 Axial Strain (%) 16
Diameter (mm) 103 Unconfined Compressive Strength (kPa) 70
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 (%) 28 Mode of Failure Compound
Bulk Density (Mg/m3) 1.98
Dry Density (Mg/m3) 1.55
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
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 %
Axial Compressive Stress v Axial Strain
Initial Sample Test Results
Remarks
Axial compressive stress corrected for area change, and membrane effects (if used)
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 16
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
CP03 2.00 UT8 Brown slightly sandy, silty CLAY
Test Number 1 Rate of Strain (%/min) 1
Length (mm) 209 Axial Strain (%) 20
Diameter (mm) 102 Unconfined Compressive Strength (kPa) 470
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 (%) 14 Mode of Failure Compound
Bulk Density (Mg/m3) 2.12
Dry Density (Mg/m3) 1.87
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
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 %
Axial Compressive Stress v Axial Strain
Initial Sample Test Results
Remarks
Axial compressive stress corrected for area change, and membrane effects (if used)
Laboratory Test
Report 42345 / 2
Site: The Larches Job Number: 42345
Client: Lancashire County Council Page: 17
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
CP05 5.00 UT14 Brown slightly silty CLAY
Test Number 1 Rate of Strain (%/min) 1
Length (mm) 208 Axial Strain (%) 14
Diameter (mm) 103 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 (%) 31 Mode of Failure Compound
Bulk Density (Mg/m3) 1.95
Dry Density (Mg/m3) 1.49
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
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 %
Axial Compressive Stress v 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