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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:
Remarks:
Authorised By:
Report Issue Date:
Page. 1
13/05/2019
03/06/2019
07/06/2019
Tim RobinsonQuality Technician 07/06/2019
Broadway, Fleetwood
42315
Lancashire County Council
42315
01/05/2019
F.A.O.
Test Report - 42315 / 1
Tim Robinson
2.20 32.3 100 32.0 NP
3.20 24.8 100 25.0 NP
1.20 23.8 100 24.0 36 20 16
2.00 28.4 100 28.0 32 24 8
4.20 27.5 100 28.0 25 21 4
1.20 25.3 100 25.0 32 20 12
2.00 31.5 99 32.0 28 24 4
3.90 31.4 100 31.0 NP
1.20 21.4 100 21.0 27 20 7
3.00 27.2 100 27.0 NP
2.00 31.8 100 32.0 30 25 5
4.00 35.4 100 35.0 NP
1.20 24.1 100 24.0 30 21 9
1.20 23.8 100 24.0 33 21 12
4.00 28.1 100 28.0 31 23 8
1.20 22.3 100 22.0 28 21 7
3.00 28 100 28.0 NP
3.50 29.7 100 30.0 NP
Site: Broadway, Fleetwood Job Number: 42315
Natural / Sieved
Natural Water
Content %
Laboratory Test
Report 42315 / 1
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 / RemarksPercentage
%Water
Content %
Sample Passing425 µm Sieve Liquid Limit
%Plastic Limit
%Plasticity Index %
BH01 D9 Natural Brown slightly clayey, sandy SILT
BH01 UT10 Natural Brown sandy SILT
BH02 D6 Natural 0.24 CI Brown sandy, silty CLAY
BH02 D8 Natural 0.55 ML Brown sandy, clayey SILT
BH02 D12 Natural 1.63 ML Brown sandy, clayey SILT
BH03 UT6 Natural 0.44 CL Brown sandy, silty CLAY
BH03 D8 Natural 1.94 ML Brown sandy SILT
BH03 D12 Natural Brown sandy SILT
WS01 D5 Natural 0.20 CL Brown sandy SILT/CLAY
WS01 D9 Natural Brown sandy SILT
WS02 D7 Natural 1.36 ML Brown sandy SILY
WS02 D10 Natural Brown slightly clayey SILT
WS03 D6 Natural 0.34 CL Brown silty CLAY
WS05 D4 Natural 0.23 CL Brown SILT/CLAY
WS05 D10 Natural 0.64 CL Brown sandy, silty CLAY
WS06 D5 Natural 0.19 CL Brown silty CLAY
WS06 D9 Natural Brown slightly clayey SILT
WS06 D10 Natural Brown slightly clayey SILT
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 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 3
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
BH01 5.00 B15 Wet Sieve Brown sandy GRAVEL
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 2032
Sample Proportions % dry massVery coarse 0Gravel 59Sand 39
50 100 Fines <0.063mm 237.5 9128 84 Grading Analysis
20 76 D100 5014 66 D60 10.310 60 D30 0.5146.3 50 D10 0.2955 48 Uniformity Coefficient 35
3.35 44 Curvature Coefficient 0.0872 41
1.18 380.63 350.425 260.3 100.2 5
0.15 40.063 2
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
Per
cent
age
Pas
sing
%
Particle Size mm
mmmmmmmm
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 4
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
BH02 6.00 B17 Wet Sieve Brown sandy GRAVEL
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 2453
Sample Proportions % dry massVery coarse 0Gravel 80Sand 17
50 100 Fines <0.063mm 337.5 9628 88 Grading Analysis
20 76 D100 5014 57 D60 14.810 41 D30 6.386.3 30 D10 0.3125 26 Uniformity Coefficient 47
3.35 23 Curvature Coefficient 8.82 20
1.18 180.63 170.425 140.3 100.2 6
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
Per
cent
age
Pas
sing
%
Particle Size mm
mmmmmmmm
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 5
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
BH03 5.00 B15 Wet Sieve Brown slightly silty, sandy GRAVEL
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 1435
Sample Proportions % dry massVery coarse 0Gravel 64Sand 29
50 100 Fines <0.063mm 737.5 9328 72 Grading Analysis
20 58 D100 5014 51 D60 20.810 45 D30 0.4126.3 41 D10 0.07715 40 Uniformity Coefficient 270
3.35 38 Curvature Coefficient 0.112 36
1.18 350.63 340.425 310.3 240.2 21
0.15 200.063 7
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
Per
cent
age
Pas
sing
%
Particle Size mm
mmmmmmmm
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 6
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
BH03 7.50 B20 Wet Sieve Brown sandy GRAVEL
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 1176
Sample Proportions % dry massVery coarse 0Gravel 53Sand 45
Fines <0.063mm 2
28 100 Grading Analysis
20 93 D100 2814 82 D60 6.3510 70 D30 0.6196.3 60 D10 0.3095 55 Uniformity Coefficient 21
3.35 51 Curvature Coefficient 0.22 47
1.18 430.63 310.425 180.3 90.2 6
0.15 50.063 2
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
Per
cent
age
Pas
sing
%
Particle Size mm
mmmmmmmm
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 7
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
WS03 4.80 B13 Wet Sieve + Pipette Brown silty SAND
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 757
0.0201 120.0060 7 Sample Proportions % dry mass0.0020 4 Very coarse 0
Gravel 0Sand 77Silt 19Clay 4
Grading Analysis
20 100 D100 514 100 D60 0.21510 100 D30 0.08026.3 100 D10 0.01265 100 Uniformity Coefficient 17
3.35 100 Curvature Coefficient 2.42 100 Particle density (assumed)
1.18 100 2.65 Mg/m30.63 990.425 970.3 850.2 55
0.15 490.063 23
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
Per
cent
age
Pas
sing
%
Particle Size mm
mmmmmmmm
RemarksPreparation and testing in accordance with BS17892 unless noted below
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 8
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Borehole /
Trial PitDepth (m) Sample Testing Type Description
WS04 3.50 B10 Wet Sieve + Pipette Brown slighlty clayey, silty SAND
Sieving Sedimentation
Particle Size mm % Passing Particle Size
mm % Passing Dry Mass of sample, g 471
0.0201 160.0060 10 Sample Proportions % dry mass0.0020 5 Very coarse 0
Gravel 0Sand 70Silt 25Clay 5
Grading Analysis
20 100 D100 514 100 D60 0.091910 100 D30 0.06236.3 100 D10 0.006465 100 Uniformity Coefficient 14
3.35 100 Curvature Coefficient 6.52 100 Particle density (assumed)
1.18 100 2.65 Mg/m30.63 1000.425 1000.3 1000.2 99
0.15 990.063 30
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
Per
cent
age
Pas
sing
%
Particle Size mm
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 9
Unconsolidated Undrained Triaxial Compression Test without measurement of pore pressure -
single specimen (Definitive Method)
Borehole /
Trial Pit
Depth
(m)Sample Description
Orientation
BH01 3.20 UT10 Brown sandy SILT
Original Length (mm) 380.00
Depth from Top (mm) 10.00
Condition Undisturbed
Vertical
Length (mm) 200.92
Diameter (mm) 101.30
Moisture Content (%) 24.60
Initi
al S
ampl
e
Test Number 1
Bulk Density (Mg/m3) 2.10
Dry Density (Mg/m3) 1.69
Membrane Thickness (mm) 0.36
Membrane Type Latex
Rate of Strain (%/min) 2.0
Test
Res
ults
Cell Pressure (kPa) 65
Axial Strain (%) 18
Membrane Corr. (kPa) 1.28
Deviator Stress, ( σ1 - σ3 )f
(kPa) 316
Undrained Shear Strength, cu = ½( σ1 - σ3 )f (kPa)
158
Mode of Failure Compound
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.
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:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (Definitive method)
0
50
100
150
200
250
300
350
0 5 10 15 20 25
Cor
rect
ed D
evia
tor S
tress
kP
a
Axial Strain %
Deviator Stress v Axial Strain
0
50
100
150
200
250
300
350
400
0 50 100 150 200 250 300 350 400
She
ar S
treng
th k
Pa
Normal Stresses kPa
Mohr Circles
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 10
Unconsolidated Undrained Triaxial Compression Test without measurement of pore pressure -
single specimen (Definitive Method)
Borehole /
Trial Pit
Depth
(m)Sample Description
Orientation
BH03 1.20 UT6 Brown sandy, silty CLAY
Original Length (mm) 345.00
Depth from Top (mm) 15.00
Condition Undisturbed
Vertical
Length (mm) 190.95
Diameter (mm) 100.16
Moisture Content (%) 21.80
Initi
al S
ampl
e
Test Number 1
Bulk Density (Mg/m3) 2.16
Dry Density (Mg/m3) 1.78
Membrane Thickness (mm) 0.37
Membrane Type Latex
Rate of Strain (%/min) 2.1
Test
Res
ults
Cell Pressure (kPa) 25
Axial Strain (%) 20
Membrane Corr. (kPa) 1.41
Deviator Stress, ( σ1 - σ3 )f
(kPa) 119
Undrained Shear Strength, cu = ½( σ1 - σ3 )f (kPa)
60
Mode of Failure Plastic
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.
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:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (Definitive method)
0
20
40
60
80
100
120
140
0 5 10 15 20 25
Cor
rect
ed D
evia
tor S
tress
kP
a
Axial Strain %
Deviator Stress v Axial Strain
0
50
100
150
0 50 100 150
She
ar S
treng
th k
Pa
Normal Stresses kPa
Mohr Circles
Initial Sample Test Results
Remarks
Axial compressive stress corrected for area change, and membrane effects (if used)
Laboratory Test
Report 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 11
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
WS01 1.65 U Brown slightly sandy SILT/CLAY
Test Number 1 Rate of Strain (%/min) 2
Length (mm) 203 Axial Strain (%) 18
Diameter (mm) 102 Unconfined Compressive Strength (kPa) 62
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 (%) 26 Mode of Failure Plastic
Bulk Density (Mg/m3) 2.07
Dry Density (Mg/m3) 1.64
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 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 12
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
WS02 1.10 U5 Brown silty CLAY
Test Number 1 Rate of Strain (%/min) 2
Length (mm) 139 Axial Strain (%) 7
Diameter (mm) 70 Unconfined Compressive Strength (kPa) 88
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 (%) 25 Mode of Failure Plastic
Bulk Density (Mg/m3) 2.01
Dry Density (Mg/m3) 1.62
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 1 2 3 4 5 6 7 8
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 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 13
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
WS03 3.00 D10 Brown silty CLAY
Test Number 1 Rate of Strain (%/min) 2
Length (mm) 126 Axial Strain (%) 12
Diameter (mm) 69 Unconfined Compressive Strength (kPa) 114
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 (%) 25 Mode of Failure Compound
Bulk Density (Mg/m3) 2.17
Dry Density (Mg/m3) 1.74
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
20
40
60
80
100
120
140
160
180
200
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
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 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 14
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
WS04 1.20 U5 Brown CLAY/SILT
Test Number 1 Rate of Strain (%/min) 2
Length (mm) 127 Axial Strain (%) 4
Diameter (mm) 69 Unconfined Compressive Strength (kPa) 123
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 (%) 23 Mode of Failure Brittle
Bulk Density (Mg/m3) 2.12
Dry Density (Mg/m3) 1.72
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
20
40
60
80
100
120
140
160
180
200
0 1 2 3 4 5 6 7 8
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 42315 / 1
Site: Broadway, Fleetwood Job Number: 42315
Client: Lancashire County Council Page: 15
UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD
Borehole /
Trial Pit
Depth
(m)Sample Description
WS06 2.00 U7 Brown sandy SILT
Test Number 1 Rate of Strain (%/min) 2
Length (mm) 118 Axial Strain (%) 5
Diameter (mm) 71 Unconfined Compressive Strength (kPa) 46
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 (%) 26 Mode of Failure Compound
Bulk Density (Mg/m3) 1.91
Dry Density (Mg/m3) 1.51
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
5
10
15
20
25
30
35
40
45
50
0 1 2 3 4 5 6 7 8
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:
Page. 16
Broadway, Fleetwood
42315
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.
07/06/2019
Test Report - 42315 / 1
Page 1 of 4
Units 7 & 8 Sandpits Business Park Mottram Road, Hyde, Cheshire, SK14 3AR
FINAL ANALYTICAL TEST REPORT
Envirolab Job Number: 19/04632 Issue Number: 1 Date: 23 May, 2019 Client: Ian Farmer Associates (Warrington) 14/15 Rufford Court Hardwick Grange Warrington WA1 4RF Project Manager: Hannah Hadwin/Joe Tant/Michelle Hirst-Watson/Olivi Project Name: Bleaklow Hall Project Ref: 42312 Order No: 46421 Date Samples Received: 14/05/19 Date Instructions Received: 15/05/19 Date Analysis Completed: 23/05/19 Prepared by: Approved by:
Melanie Marshall Danielle Brierley Laboratory Coordinator Client Manager
Page 2 of 4
Envirolab Job Number: 19/04632 Client Project Name: Bleaklow Hall
Client Project Ref: 42312
Lab Sample ID 19/04632/1 19/04632/2 19/04632/3 19/04632/4
Un
its
Lim
it o
f D
ete
cti
on
Me
tho
d r
ef
Client Sample No 3 4 4 9
Client Sample ID WS01 WS02 WS03 WS03
Depth to Top 1.20 1.20 1.10 2.00
Depth To Bottom
Date Sampled 03-May-19 03-May-19 03-May-19 03-May-19
Sample Type Solid Soil - D Soil - ES Soil - ES
Sample Matrix Code 7 5 6AE 6A
% Stones >10mmA <0.1 <0.1 29.0 27.1 % w/w 0.1 A-T-044
pH BREDM# 6.29 5.20 7.40 7.56 pH 0.01 A-T-031s
Sulphate BRE (water sol 2:1)DM# <10 30 <10 <10 mg/l 10 A-T-026s
Page 3 of 4
REPORT NOTES General
This report shall not be reproduced, except in full, without written approval from Envirolab. The results reported herein relate only to the material supplied to the laboratory. The residue of any samples contained within this report, and any received with the same delivery, will be disposed of six weeks after initial scheduling. For samples tested for Asbestos we will retain a portion of the dried sample for a minimum of six months after the initial Asbestos testing is completed. Analytical results reflect the quality of the sample at the time of analysis only.
Opinions and interpretations expressed are outside the scope of our accreditation. If results are in italic font they are associated with an AQC failure, these are not accredited and are unreliable. A deviating samples report is appended and will indicate if samples or tests have been found to be deviating. Any test results affected may not be an accurate record of the concentration at the time of sampling and, as a result, may be invalid. Soil chemical analysis: All results are reported as dry weight (<40°C). For samples with Matrix Codes 1 - 6 natural stones, brick and concrete fragments >10mm and any extraneous material (visible glass, metal or twigs) are removed and excluded from the sample prior to analysis and reported results corrected to a whole sample basis. This is reported as '% stones >10mm'. For samples with Matrix Code 7 the whole sample is dried and crushed prior to analysis and this supersedes any “A” subscripts All analysis is performed on the sample as received for soil samples which are positive for asbestos or the client has informed asbestos may be present and/or if they are from outside the European Union and this supersedes any "D" subscripts. TPH analysis of water by method A-T-007: Free and visible oils are excluded from the sample used for analysis so that the reported result represents the dissolved phase only. Electrical Conductivity of water by Method A-T-037: Results greater than 12900µS/cm @ 25°C / 11550µS/cm @ 20°C fall outside the calibration range and as such are unaccredited. Asbestos: Asbestos in soil analysis is performed on a dried aliquot of the submitted sample and cannot guarantee to identify asbestos if only present in small numbers as discrete fibres/fragments in the original sample. Stones etc. are not removed from the sample prior to analysis. Quantification of asbestos is a 3 stage process including visual identification, hand picking and weighing and fibre counting by sedimentation/phase contrast optical microscopy if required. If asbestos is identified as being present but is not in a form that is suitable for analysis by hand picking and weighing (normally if the asbestos is present as free fibres) quantification by sedimentation is performed. Where ACMs are found a percentage asbestos is assigned to each with reference to 'HSG264, Asbestos: The survey guide' and the calculated asbestos content is expressed as a percentage of the dried soil sample aliquot used. Predominant Matrix Codes: 1 = SAND, 2 = LOAM, 3 = CLAY, 4 = LOAM/SAND, 5 = SAND/CLAY, 6 = CLAY/LOAM, 7 = OTHER, 8 = Asbestos bulk ID sample. Samples with Matrix Code 7 & 8 are not predominantly a SAND/LOAM/CLAY mix and are not covered by our BSEN 17025 or MCERTS accreditations, with the exception of bulk asbestos which are BSEN 17025 accredited. Secondary Matrix Codes: A = contains stones, B = contains construction rubble, C = contains visible hydrocarbons, D = contains glass/metal, E = contains roots/twigs. Key: IS indicates Insufficient Sample for analysis. US indicates Unsuitable Sample for analysis. NDP indicates No Determination Possible. NAD indicates No Asbestos Detected. N/A indicates Not Applicable. Superscript # indicates method accredited to ISO 17025. Superscript "M" indicates method accredited to MCERTS. Subscript "A" indicates analysis performed on the sample as received. Subscript "D" indicates analysis performed on the dried sample, crushed to pass a 2mm sieve Please contact us if you need any further information.
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Envirolab Deviating Samples Report Units 7&8 Sandpits Business Park, Mottram Road, Hyde, SK14 3AR
Tel. 0161 368 4921 email. [email protected] Client: Ian Farmer Associates (Warrington), 14/15 Rufford Court, Hardwick Grange,
Warrington, WA1 4RF
Project No:
Date Received:
19/04632
15/05/2019 (am)
Project: Bleaklow Hall Cool Box Temperatures (°C): 20.1
Clients Project No: 42312
NO DEVIATIONS IDENTIFIED If, at any point before reaching the laboratory, the temperature of the samples has breached those set in published standards, e.g. BS-EN 5667-3, ISO 18400-102:2017, then the concentration of any affected analytes may differ from that at the time of sampling.