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



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



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

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0.001 0.01 0.1 1 10 100 1000

Per

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Pas

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%

Particle Size mm

mmmmmmmm


Laboratory Test

Report 42315 / 1




Borehole /










1.18 180.63 170.425 140.3 100.2 6

0.15 50.063 3



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Laboratory Test

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Borehole /


BH03 5.00 B15 Wet Sieve Brown slightly silty, sandy GRAVEL








1.18 350.63 340.425 310.3 240.2 21

0.15 200.063 7



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Laboratory Test

Report 42315 / 1




Borehole /







Fines <0.063mm 2

28 100 Grading Analysis



1.18 430.63 310.425 180.3 90.2 6

0.15 50.063 2



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Laboratory Test

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Borehole /


WS03 4.80 B13 Wet Sieve + Pipette Brown silty SAND




0.0201 120.0060 7 Sample Proportions % dry mass0.0020 4 Very coarse 0

Gravel 0Sand 77Silt 19Clay 4

Grading Analysis


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

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Laboratory Test

Report 42315 / 1




Borehole /


WS04 3.50 B10 Wet Sieve + Pipette Brown slighlty clayey, silty SAND




0.0201 160.0060 10 Sample Proportions % dry mass0.0020 5 Very coarse 0

Gravel 0Sand 70Silt 25Clay 5

Grading Analysis


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

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Laboratory Test

Report 42315 / 1



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)

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kP

a

Axial Strain %

Deviator Stress v Axial Strain

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Normal Stresses kPa

Mohr Circles

Laboratory Test

Report 42315 / 1



Unconsolidated Undrained Triaxial Compression Test without measurement of pore pressure -

single specimen (Definitive Method)

Borehole /

Trial Pit

Depth


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



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)

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Axial Strain %

Deviator Stress v Axial Strain

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th k

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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



UNCONFINED COMPRESSIVE STRENGTH OF SOIL - LOAD FRAME METHOD

Borehole /

Trial Pit

Depth


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



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

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Axial Compressive Stress v Axial Strain


Remarks


Laboratory Test

Report 42315 / 1




Borehole /

Trial Pit

Depth


WS02 1.10 U5 Brown silty CLAY





Moisture Content (%) 25 Mode of Failure Plastic




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Borehole /

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WS03 3.00 D10 Brown silty CLAY





Moisture Content (%) 25 Mode of Failure Compound




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Laboratory Test

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Borehole /

Trial Pit

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WS04 1.20 U5 Brown CLAY/SILT





Moisture Content (%) 23 Mode of Failure Brittle




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Laboratory Test

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Borehole /

Trial Pit

Depth


WS06 2.00 U7 Brown sandy SILT





Moisture Content (%) 26 Mode of Failure Compound




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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

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

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

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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.

of 4

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.

APPENDIX E Geotechnical Laboratory Results · 2019. 8. 19. · BS EN ISO 17892 : Part 1 : 2014 :...

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