appendix d - warrington

Appendix D :

Ground Investigation Report

Report No. 14254

Barbauld Street

Warrington

Issue : Interim Draft

Issue Date : 25th April 2008

Strata House, Holmes Chapel Road, Middlewich, Cheshire. CW10 0JB

Tel. 01606 834637 Fax. 01606 836657 email: [email protected]

REPORT NO. 14254

Barbauld Street

Warrington

For

PTS

requested by

Bailey Johnson Hayes Consulting Engineers

16 Kennedy Street

Manchester

M2 4BY

compiled by

NF Johnson BSc.MSc.MIM³.C.Eng A Tosh BSc

ReportStatus Interim

IssueDate 25

th April 2008

Strata House, Holmes Chapel Road, Middlewich, Cheshire. CW10 0JB

Tel 01606 834637 Fax 01606 836657 -e-mail:- [email protected]

CONTENTS

1. INTRODUCTION 1

2. SITE DESCRIPTION 1

3. HISTORICAL SETTING 3

4. ENVIRONMENTAL ISSUES. 3

5. SITE GEOLOGY 4

6. FIELDWORK 4

7. LABORATORY TESTING 5

8. SUMMARY OF GROUND CONDITIONS 5

9. GEOTECHNICAL ASSESSMENT 6

APPENDICES

APPENDIX 1 STANDARD STATEMENTS

Terminology used in Soil Descriptions

Standard Penetration Tests

Concrete in Aggressive Conditions

APPENDIX 2 RECORDS OF FIELDWORK

APPENDIX 2.1 Boreholes

APPENDIX 2.2 Detailed Results of Standard Penetration Tests

APPENDIX 3 LABORATORY TEST RESULTS

APPENDIX 3.1 Summary of Test Results

APPENDIX 3.2 Particle Size Distribution Tests

APPENDIX 4 BOREHOLE LOCATION PLAN

APPENDIX 5 SITE LOCATION PLAN

SITE Barbauld Street GROUND INVESTIGATION

Report 14254 Barbauld Street, Warrington Page 1

1. INTRODUCTION

This report sets out the results of the field work and laboratory testing for a ground investigation

carried out by Strata Surveys Limited for PTS Limited at the request of Bailey Johnson Hayes

Consulting Engineers

The works were carried out under the instruction given in the letter of instruction dated 11th

February 2008.

The investigation was required in connection with the initial assessment of the geological and

geotechnical conditions prior to demolition of the current factory buildings.

This report must be read in conjunction with the Desk Study Phase 1 Risk Assessment Report

issued as a separate volume and dated 14th March 2008..

The object of the investigation was to obtain information on the ground conditions and soil

properties for use in the design and construction of foundations on the site.

2. SITE DESCRIPTION

The development site is located in the centre of urban Warrington and thje arrangement of the

streets and buildings can be clearly seen.

In the eastern part (fronting Barbauld Street) is the furniture works, in the centre is the old Sunday

Liverpoolemail

New Stamp


school and in the south west (fronting Cairo Street) is the former Council Office.

The Garnett works is a 7 storey industrial building with load bearing masonry. There is an extensive

basement over a substantial proportion of the plan area.

The boreholes were located at the two entrances off Barbauld Street, no boreholes were

undertaken within the centre of the building.

Borehole 2 encountered a large culvert and was eventually carried out between the culvert and the

basement wall to the factory.

BH1 is located at a higher elevation than BH2.


3. HISTORICAL SETTING

The site lies very close to Warrington town centre just to the west of Bridge Street, one of the

principal thoroughfares to the city.

The earliest mapping shows the school in the western part of the development site and smaller

buildings in the eastern part of the site. The major redevelopment of the site occurred in the late

1890’s with the building of the Garnetts Works.

The factory has been redeveloped internally but as the site curtilage was fixed prior to the

development no external building works have been carried out.

The Garnett Works was originally a furniture works and latterly was used as a printing works.

4. ENVIRONMENTAL ISSUES.

The site developed in the middle to late Victorian period from small yards and dwellings on the edge

of the town centre. The western part of the site was associated with the Unitarian Chapel with the

school and Sunday school. In the late 1800’s the Garnett’s Cabinet Works was built with the factory

and the water tower. The 7 storey factory was use for furniture manufacture.

The later maps show the site to have been taken over as a printing works. A basic inspection of the

ground floor of the main building was undertaken and there is no visible evidence of any remnants

of the printing works, inks solvent etc and there was no visible evidence of any domestic heating oil

or heavy fuel oil storage tanks.

Of note is the extreme amount of pigeon droppings, which can pose a risk to health in the form of

respiratory disease.

The main factory building is to be demolished and the site developed with basement parking. The

post development open landscaped areas are located in the west, to the front of the old Sunday

School.

Some preliminary intrusive investigation has been undertaken to assess the ground conditions in

the area of the main works. The preliminary information shows broken brick and general rubble over

the sand of the drift soils.

Access to the main body of the factory ground floor is hazardous and precludes any pre-demolition

investigation beyond the frontage of the site.

It is proposed that a thorough contamination investigation is undertaken on completion of the

demolition works.


5. SITE GEOLOGY

The published 1inch geological map, Sheet 97 – Runcorn, shows the site underlain by drift

comprising Blown Sand (Shridley Hill Sand), with Glacio-Fluvial Sand and Gravels. To the south of

the site are the recent Alluvial deposits of the River Mersey.

The bedrock geology is shown to be Upper Mottled Sandstone of the Sherwood Sandstone Group.

6. FIELDWORK

The fieldwork was carried out during the period from12th March to 18th March 2008 and consisted

of boring two 150mm diameter boreholes to depths varying between 9.6m and 11.0m below the

existing ground surface level using a light weight demountable rig shell, clay cutter and light cable

percussion techniques. A CAT services screen was undertaken followed by a hand excavated

services pit.

The hand excavation at BH2 was extend across the alley way to expose the culvert and the

basement wall to allow the borehole casing to be installed.

Undisturbed 100mm diameter samples were taken in the cohesive strata. Standard penetration

tests were carried out in the granular strata and to prove bedrock. Selected disturbed samples and

bulk samples were also taken and together with the undisturbed samples and samples from the

standard penetration tests returned to our laboratory for inspection and testing as appropriate.

Groundwater samples were obtained where ground conditions allowed.

Detailed results of the strata met, depths and levels of changes, thickness of strata, samples taken,

groundwater observations and N100 values from the dynamic penetration tests are given on the

borehole record sheets in Appendix 2.1.

The detailed results of standard Penetration Tests (SPT) are given in Appendix 2.2.

Ground levels at the borehole were not available for the compilation of this report.

Appendix 1 contains statements of

• the Terminology used in Soil Descriptions

• the Standard Penetration Tests

• Concrete in aggressive ground

The positions of the boreholes are given on the Borehole Location Plan in Appendix 4.

A Site Location Plan is given in Appendix 5.


7. LABORATORY TESTING

A testing programme was agreed with the project engineer and the tests were carried out as

specified by B.S. 1377:1990 Methods of Test for Soils for Civil Engineering Purposes.

The following tests were undertaken:-

Moisture Content Soluble Sulphate Content of Soil

Particle Size Distribution pH Value

(The Sulphate Contents are reported as SO4 for ease of use with BRE Digest 363 and BRE Special

Digest 1.

No contamination testing was undertaken as part of this invesigation.

The results of all the geotechnical tests are presented in Appendix 3.

8. SUMMARY OF GROUND CONDITIONS

The boreholes, CDSa (continuous dynamic sampling), show the following sequence of strata.

Made Ground In BH1 the Made Ground is just 500mm thick comprising a concrete

screed over a brick rubble and sand fill. In BH2 the excavation for

the culvert and the basement wall has resulted in 3.0m of loose

(soft) clayey sandy fill with broken brick.

Alluvial Sand from 0.5-5.0m at BH1. Loose-medium dense brown fine-medium

grained Sand with variable clay and silt content and gravel content.

The SPT N value is in the range 7-16.

Absent in BH2

Glacial Sand present from 5.0m-5.8m in BH1 and consists of a medium dense

slightly gravelly sand. Present below the Clay band to a depth of

10m generally dense. Present. Present in BH2. From 3.0-5.2m with

an SPT N value of 13 and 16

Glacial Clay Present from 5.8-6.5m in BH1 only comprising very stiff brown

slightly gravelly Clay

Sandstone Highly-completely weathered Triassic sandstone. Present from

10.m in BH1 and 5.2m in BH2. Recovered as a dense and very

dense reddish brown fine-medium grained Sand slightly gravelly in

places. Proved to a depth of 11.0m in BH1 and to 9.26m in BH2.

No groundwater was encountered during the fieldwork. In BH2 the Sand (weathered sandstone)

was noted as wet.


9. GEOTECHNICAL ASSESSMENT

Foundation Assessment

This investigation forms a limited part of the full ground investigation that can only be completed

when the demolition is complete and the existing basement is made safe for access.

The investigation shows that the Alluvial Sand is relatively weak with SPT N values falling from 11-7

in the upper 5m of BH1. In BH2 the SPT N values below the Made Ground are 12 and 16 in the

Glacial Sand.

A spread foundation option is possible where the Sand has an SPT N value of 13 or more which is

at a depth of 5m in BH1 and 3.0m in BH2.

For a spread foundation option the allowable bearing capacity would be of the order of 175-

200kN/m² dependent on the settlement criteria for the structures.

No details regarding the basement have been seen so we have no information of how the basement

retaining walls are to be constructed. If new walls are proposed options include a contiguous pile

retaining wall, a permanent steel sheet pile wall either fully driven or using a drilled king-post option

or a conventional construction in a fully supported excavation.

A piled option could be used for both the basement retaining wall and for the building foundations if

excavation to a suitable founding depth would prove problematic.

Piles would be taken in to the weathered Sandstone at depth. This has only been proved by a small

amount of penetration as the light-weight demountable cable percussion rig used does not have the

capacity to work in weathered sandstone to any great extent. To fully evaluate the weathered

Sandstone the additional boreholes required must be undertaken with a full sized cable percussion

rig and penetrate as far in to the sandstone is economically possible.

As noted above no groundwater was encountered but the Sand / weathered sandstone below 6.2m

in BH2 was wet. This may be a function of a leak in the culvert or from the building basement

Concrete in Aggressive Ground

With reference to BRE Special Digest 1 the site should be considered as brownfield with static

groundwater.

The testing for sulphates shows low concentration of soluble sulfate in the Made Ground and low

sulfate content in the ground water.

Therefore the Site Design Sulphate Class is DS1 and the Aggressive Chemical Environment for

Concrete (ACEC) is AC1s.

Report 14254 Barbauld Street, Warrington

APPENDIX 1 STANDARD STATEMENTSTerminology used in Soil Descriptions

Standard Penetration Tests

Concrete in Aggressive Conditions

Soil Descriptions

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The procedure and principles given in BS 5930 (1992)Revision Section 8 have been adopted in producing the soils description contained in thisreport.The classification is therefore based on the following.In a soil description the main characteristics should be preferably given in a standard word order, the word order can be adjusted whereappropriate forclarity.

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1) Field Strength, density orcompactness 1) Colour

2)Discontinuities 2)Particle shape, particle grading and composition.

3)Bedding 3)Soil name(capital e.g. SAND),based on grading and plasticity.

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For clay the strength scale is used as follows

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Very soft Fingers easily pushed in up to25mm 20

Soft Fingers pushed in up to 10mm 20-40Firm Thumb makes impression easily 40-75Stiff Indented slightly by thumb. 75-150Very Stiff Can be indented by thumb nail 150-300

HardWeak Mudstone Can be scratched by thumb nail greater than 300

Clays with undrained strength greater than 300 kN/m2 can be described as very weak mudstone or as hard clay (Spink and Norbury 1993)

Relative density of sands and gravel only may be determined by the standard penetration test scale in terms of N-Values(see BS 1377:1990) is asfollows:-

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Very loose Can be excavated with a spade 0 to 4Loose 50mm wooden peg easily 4 to 10Medium dense driven(Loose) 10 to 30Dense requires pick for excavation 30 to 50Very Dense 50mm wooden peg hard to drive wooden

pegover 50

Silts are described as fine soils(see 41.3) but depending on their grading may behave as a granular rather than cohesive material..The terms uncompacted:-easily moulded or crush in fingers or Compacted:-can be moulded or crush by strong pressure in the fingers can be used.Relative densities for use in field where N-values are not available are given in brackets; these terms are unquantified and should be used withcaution.

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When describing discontinuities the type should be stated e.g. fissures, faults, shear planes and the spacing detailed as below. Their openness andsurface texture e.g. rough, smooth, polished,striated should be described and where possible orientation and trend should be stated.

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�� "��:- breaks in �� #�� Alternating layersVery Over 2000 blocks along unpolished Very thickly Over 2000 of different typesWidely Discontinuities. Bedded #��

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Prequalified by

Widely 2000 to ��:- breaks in Thickly 2000 to600 thickness term600 Blocks along polished Bedded if in equal

Medium 600 to 200 Discontinuities. Medium 600 to 200 proportions.Bedded Otherwise

Closely 200 to 60 Spacing terms also Thinly 200 to 60 thickness of andused for distance between Bedded spacing between

Very 60 to 20 Partings, isolated Very thinly 60 to 20 subordinate layersClosely Beds or laminae, Bedded defined.

Desiccation cracks rootsExtremely

under 20 etc. Thickly 20 to 6

Closely laminatedThinly under 6

Laminated

Page 2 Soil Descriptions

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Material characteristics refer to those characteristics that can be described from visual and mutual examination of disturbed or undisturbedsamples.Characteristics include colour, particle shape, particle grading and particle composition.��

Colour given should be an overall impression. Strata with more than one colour can be described as mottled or multicoloured. Details of colours aregiven below:-Red, orange, yellow, brown, green, blue, white cream, grey, black etc. and supplemented as necessary with: light dark mottled and reddishorangish brownish etc. (Changes due to oxidization, desiccation for example should be noted.)

'��/0� Where appropriate, particle shape may be described. Some recommended terms are as follows.1�� "��

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Angular flat roughSub-angular elongated smoothSub-roundedRounded

The distribution of particle sizes within sands and gravels shouldbe described stating predominant size fraction present e.g. fine tocoarse SAND. Subangular elongated smooth.

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The soil name is based on particle size of the coarse fraction and/or the plasticity of the fine fractionFines soils:- contain 35% or more of fine material (omitting boulder and cobbles)is described as CLAY or SILT dependent on plasticity.With less than 35% fine material it is described as a coarse material SAND or GRAVEL.For mixtures involving very coarse soils see 41.3.2.4.The basic soil types and their subdivisions are defined by the range of their particle sizes as shown below .BS5930 Section 8 recommends that thesecondary constituents can be used before or after the principal soil type to avoid ambiguity with the qualifying adjectives.

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200 BOULDERS Slightly (sandy*) with a little (sand*) 5VeryCoarse

COBBLES or gravelly SAND or occasional

60 (cobbles+)Coarse (Sandy*) Or with some(sand*) 5-20 **

20 or gravelly or someMedium GRAVEL (Cobbles+)

CoarseSoils

6 (Very Sandy*) GRAVEL with much(sand*) >20 **

(over about Fine or gravelly or many65% sandand

2 (cobbles+)

Gravel) Coarse SAND and and(sand*) or about equalproportions

0.6 GRAVEL and (Cobbles*)Medium SAND * Fine soil type as appropriate clayey/or silty. + Very coarse soil type as appropriate.

0.2 ** or describe as a fine soil depending on assessed engineering behaviourFine ��.�� '�� 1�� 1��2!�4

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0.06 Slightly (sandy*) with a little (sand*) <35

Coarse or gravelly CLAY or occasionalFine Soil 0.02 (cobbles+)

Over 35%silt

Medium SILT (Sandy*) Or with some(sand*) 35-65

And claysize)

0.006 or gravelly or some

Fine (cobbles+)0.002 CLAY/SILT (Very Sandy*) SILT with much(sand*) >65 **

CLAY or gravelly /many (cobbles+)** describe as coarse soil depending on assessed engineering behaviour.* coarse soil as appropriate.

BS5930 Section 6 indicates fine soils shall be described as either SILT or CLAY depending on plastic properties;these terms are mutually exclusiveterms such as silty CLAY are not to be used..Where hand test are genuinely indecisive or ambiguous the hybrid term CLAY/SILT may be usedThis is also true for deposits containing mixtures of fine and coarse soil(see 41.3.2.6)Minor constituents.Where soil contain minor quantities <10% in fine soil and 1% coarse,which are relevant to geology can be included using slightlyor very slightly.

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Term Field Test Transported MixturesFirm Fibres compressed Fibrous Plant remains Slightly organic clay/silt or sand Divided or discreteSpongy Very compressed and

openpseudo-fibrous Plant remains Organic clay or silt organic sand Organic,smell

Structure Fibrous Recognisable Very organic clay or silt very ,describe as forPlastic Can be moulded in

handamorphous Recognisable plant Organic sand Inorganics

And smears alongfingers

Remains absent PEAT Predominantly plant remains usually dark brown blackin colour distinctive smell,low bulk density

References:BS 5930:1999 Revision 'Code of Practice for Site Investigation.'Norbury D.R;, G.H Child and T.W Spink 1986:'A critical Review of Section 8(BS 5930)Soil and Rock Descriptions'. Proc 20th Regional meeting of the

Engineering Group of the Geological Society. Site Investigation Practice. Assessing BS5930. Univ of Surrey pp353-369(original proceedings).

The Standard Penetration Test

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The full procedure of carrying out the Standard Penetration Tests (SPT) is given in BS 1377:1990 : Methods of Testsfor Soils and Civil Engineering Purposes Test 9:3.

Essentially the tests consists of driving a 50mm external diameter split barrel sampler into the soil using a 65kg hammer dropping760mm. The penetration resistance is expressed as the number of blows required to obtain 300mm penetration (test drive)below a seating drive of 150mm through any disturbed ground at the bottom of the borehole.

The number of blows for the 300mm test drive penetration is recorded on the borehole logs as the N value.A full record of the number of blows required to drive the sample at 75mm intervals throughout the total 450mm drive is alsotabulated along with the groundwater levels at the time of test.

The test is normally performed on sands, but may also be used in gravels, weak rocks and glacial tills in which case the drivingshoe may be replaced by a cone. When attempting the standard penetration tests in very dense materials or weathered bedrockit may be necessary to terminate the test before completion to prevent damage to the equipment.

In these circumstances it is important to distinguish how the blow count relates to the penetration of the sampler.This may be achieved in the following manner:

a) Seating Drive using standard blows the seating drive is apenetration of 150mm or 25 blows whichever is first reached

b) Test Drive the number of blows required for a furtherpenetration of 300mm. If 300mm cannot be achieved in 50blows the test can be terminated Record the number of blowsper 75mm for both seating and test drives. If either theseating drive or the test drive is terminated before fullpenetration record the depth of penetration for the 25 blowsor 50 blows respectively

c) In soft rock the test drive should be terminated after 100blows if a penetration of 300mm has not been achieved

The N value obtained from the Standard Penetration Tests may be used to assess the relative density of sands andgravels in accordance with Clause 41.3.2 of BS 5930:1999 : Code of Practice for Site Investigation as follows:

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Very Loose 0 4

Loose 4 10

Medium Dense 10 30

Dense 30 50

Very Dense Over 50

In soft strata when the sampler assembly is lowered to the bottom of the borehole on the drive rods with the drive assembly ontop the sampler may penetrate under self weight. This initial penetration should be measured and recorded. If the initialpenetration exceeds 450mm omit the seating and test drives and report the N value as zero.

Page 1 – Continuous Dynamic Sounding

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Table 1, Page 22 gives details of the equipment used for the two test methods, i.e. DPH (dynamic probing heavy) and DPSH(dynamic probing super heavy). The DPSH method equates to the Standard Penetration Test (SPT) and the DPH is theconventional dynamic probe test (DPT).

The test method requires the recording of the blows required to drive the 90º cones and driving rods into the soil over an intervalof 100 mm. At the end of each 1.0m rod the torque resistance of the rod shall be measured and recorded.

DPSH Equipment Details

DPSH DPH

Driving Mass 63.5 ± 0.5 kg 50 ± 0.5 kg

Standard Drop 750 ± 20 mm 500 ± 10 mm

Anvil diameter 100 < d < 0.5 dmm

100 < d < 0.5 dmm

Maximum Mass of Anvil and Guide Rod 30 kg 18 kg

90º Cone

Nominal Area 20 cm² 15 cm²

Cone Base Diameter (New) 50.5 ± 0.5 mm 43.7 ± 0.3 mm

Cone Mantle Length 50.5 ± 2 mm 43.7 ± 1 mm

Cone Taper 11 degrees 11 degrees

Cone Tip Length 25.3 ± 0.4 mm 21.9 ± 0.1 mm

Extension Rods

Mass of Rod kg/m 8 kg (maximum) 6 kg (maximum)

Diameter 35 mm(maximum) 35 mm (maximum)

Length mm Up to 2.0 ± 0.1% Up to 2.0 ± 0.1%

Continuous Dynamic Sounding

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The correlation’s have been taken from a number of papers suggesting a correlation between Dynamic Probe Super Heavy(DPSH) and Standard Penetration Test (SPT) for sand and gravel.

Cearns PJ and McKenzie.A used a DCP test using the Borros automatic ‘SPT’ configuration (viz. hammer 63 kg mass x 760 mmdrop; cone 50.5 mm diameter, 90º, torque measurement frequency 1m). The data used was collected from approximately 100locations.

From the results, the generalised equation gained was DCP100 = 0.25 x SPT ‘N’ value. The DCP100 is equivalent to DPSH100

Therefore, the DPSH300 (sum of three consecutive DPSH100) x 1.33 is equivalent to the SPT ‘N’ value.

Correlation’s from Card GB and Roche DP, Tonks DM and Whyte IL, and the German Standard Institute Specifications DIN 4094Part II show typical correlation’s for DPH300 against SPT to be in the range of:

DPH300 = 1.5 2.1 x SPT ‘N; value (DPH300 x 0.7 0.5 = SPT ‘N’ value)

The latter three publications used a Dynamic Probe Heavy, with a 50 Kg drop weight over a 500mm length, and relate a DPH300 x0.5 0.7 equal to an equivalent SPT ‘N’ value

From initial work carried out by Strata Surveys Limited (see below) the equivalent SPT ‘N’ value is at least about 0.7 x DPSH300,which is the upper bound value for the Dynamic Probe Heavy Test.

For correlation of sand and gravel the PJ Cearns and A McKenzie comparison is considered to give an overestimation of theequivalent SPT ‘N’ value, and for sites with sand and gravel the equivalent SPT ‘N’ value will be taken as the upper bound valuesuggested by Card and Roche; Tonks and Whyle, and DIN 4094 Part II for the DPH300 of 0.7.

During the DPSH probing the torque required to turn the rods in the ground is measured at every 1.0m interval in accordancewith BS1377, and a correction placed on the DPSH100 value in accordance with DIN4094, where the torque is > 0.

From DIN 4094 the NSKIN (the number of blows required to overcome skin friction resistance is given by the formula).

NSKIN = 2MveDM0gh

Where e = standard depth increment, D = rod diameter, M0 = hammer mass, and h = hammer drop height, Mv = torquemeasurement on rods, g = gravity.

For the AEC 150 equipment used, NSKIN = Mv x 0.039

Where NSKIN is blows per 300mm depth increment and Mv is torque measurement on the rods in Newton metres.

The Strata Surveys Limited DPSH system uses a lost point with narrow rods, and the torque in stable holes will usually be low,not requiring adjustment. However, a measurement of torque is taken at 1.0m intervals in all soils, and a correction appliedwhere the torque > 0.

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Correlations derived by Butcher, McElmeel and Powell, 1996, showed using equations for rd (assessment of work done by the

machine) and qd (uses rd along with the size and number of rods), give close comparisons between different equipment.

rd = Mgh qd = M rd Ae(M+M’)

were M = mass of hammer (kg)M’ = total mass of extension rods, the anvil and guiding rods (kg)g = gravity (m/sec²)h = height of fall of the hammer (m)A = area of the cone base (m²)e = average penetration in m per blow (0.3/DPSH300)

The use of the two equations and bentonite slurry to reduce skin friction on the rods showed good repeatability for London Clay(stiff over consolidated clay), Glacial Till (stiff clay) and alluvial/marine sediments (soft silty clay).

Page 3 – Continuous Dynamic Sounding

The paper produced correlations between qd and Cu value for both stiff and soft clay and qd and SPT N value for stiff clay. Thefollowing correlations were given:

Stiff clay (sensitivity about 1) Cu = (qd / 22) (kN/m²)

Soft Clay (sensitivity > 4) Cu = (qd / 170) + 20 (kN/m²)

All clay soils Cu = 0.043 (qd / St) + 10 (kN/m²)

Where St = sensitivity

Stiff Clay (sensitivity about 1) SPT N = 8 x DPH100 6

The Strata Surveys Limited DPSH system uses a lost point with narrow rods, and the torque in stable holes will usually be low,not requiring adjustment, and therefore the use of bentonite slurry should not be required. However, a measurement of torque istaken at 1.0m intervals in all soils, and a correction factor carried out where torque > 0.

The shear strength parameters for cohesive soils are determined with 84mm diameter samples for clays up to firm and 100mmdiameter samples in clays of firm and greater strength. These samples are tested by the Quick Undrained Triaxial Method, todetermine a Cu value.

The correlations given by Butcher, McElmeel and Powell (1996) are used to report qd and Cu and are carried out in unison withthe methodology of Quick Undrained Triaxial tests, until a high level of confidence with the correlations has been established.

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DCP a test using the Borros automatic ‘SPT’ configuration (63kg mass; 760mm drop; 50.5mm cone at 90°), equivalent to aDynamic Probe Super Heavy (DPSH)

DPH a Dynamic Probe Heavy (50kg mass; 500mm drop; 50mm cone)

DPSH Dynamic Probe Super Heavy (same as DCP)

N100 number of blows to drive the probe 100mm

DPSH100 number of blows using the DPSH to drive the probe 100mm

DPSH300 number of blows using the DPSH to drive the probe 300mm (sum of three consecutive DPSH100 blow counts)

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Butcher AP, McElmeel K, Powell JJM, Building Research Establishment, Watford, Herts, UK. 1996 “Dynamic Probing and its use inclay soils” Advances in site investigation practice. Thomas Telford, London

Card GB and Roche DP: (1988) “The use of continuous dynamic probing in ground investigation”, Paper 11 Proc. Conf.Penetration testing in the UK. ICE. Thomas Telford, London

Cearns PJ and McKenzie A: (1988) “Applications of Dynamic Cone Penetrometer testing in East Anglia” Paper 12 Proc. Conf.Penetration testing in the UK. ICE. Thomas Telford, London.

DIN 4094: Dynamic and Static Penetrometers Part I 1974. Part II, 1982. Deutsche Normen

Tonks DM and Whyte IL: (1988) “Dynamic Soundings in site investigations: some observations and correlations”, Paper 10 Proc.Conf. Penetration testing in the UK. ICE. Thomas Telford, London

Concrete in Aggressive Soil Conditions

Durability of Concrete in Aggressive Ground and Groundwater Conditions

Reference should be made to BRE Special Digest 1: 2005 for the detailed assessment of the potential forSulfate and Acid attack on concrete.Figures C4 C5 and C6 give the procedure for assessing the Aggressive Chemical Environment (ACEC)based on the nature of the site and the potential hazards on the site.Sites are “greenfield without pyritic soil”, “greenfield with pyritic soil”, “brownfield without pyritic soil” and“brownfield with pyritic soil”. Thus suitable samples of soil and groundwater should be selected for analysesof Soluble Sulfate (2:1 water soil extract) and pH (1:2.5 water soil extract).The table extracts below give the relevant information from the document.

Page 2 Concrete in Aggressive Soil Conditions

Concrete in Aggressive Soil Conditions Page 4 Concrete in Aggressive Soil Conditions

Durability of Concrete in Aggressive Ground and Groundwater Conditions - cont

A series of precautions required against acid attack by organic acids in peaty soils are given by Tomlinson (1980).Where mineral acids are present special precautions will be required to protect concrete against attack. Harrison brieflydescribes certain of the techniques available and refers to detailed references as appropriate. Alkaline groundwater isnot generally aggressive to concrete unless in relatively high concentrations (pH's above 14) or if the aggregate is of areactive type. The pH value of soil or groundwater may also be linked to sulphate concentrations in particular inborderline cases.If the pH value is below six it is considered that acids present will tend to break down the concrete making it moresusceptible to sulphate attack.

References

BRE Special Digest 1 Concrete in Aggressive Ground BRE 2005

Bartholomew R.F. 1979 The protection of concrete piles in aggressive groundconditions' Proc. Conf on Recent Developments in theDesign and Construction of Piles ICE London pp99 - 109

BS 1377:1990 Methods of Tests for Soils and Civil Engineering Purposes'British Standards Institution

BRE Digest 363 : 1996 Sulfate and Acid Resistance of Concrete in the Ground'Building Research Establishment

Harrison W.H. : 1987Feb.

Durability of Concrete in Acidic Soils and Waters':Concrete 1987. pp18 - 24

Tomlinson M.J. : 1980 Foundation Design and Construction'


APPENDIX 2 RECORDS OF FIELDWORK


APPENDIX 2.1 Boreholes

Light Cable Percussion

Barbauld Street, Warrington

Made Ground (Concrete (300mm) over brick floor(rubble) with fine medium grained Sand Fill)

Loose medium dense brown slightly clayey gravellyfine coarse grained Sand. Gravel is subrounded,subangular and flat

Loose medium dense brown slightly clayey slightlysilty fine coarse grained Sand

Medium dense brown slightly gravelly fine mediumgrained Sand

Very stiff brown slightly sandy gravelly Clay

Dense and very dense brown clayey slightly gravellyfine medium grained Sand. Gravel angular andsubangular medium and coarse

Very dense reddish brown spotted pale green slightlygravelly fine coarse grained Sand.Gravel is fine medium subrounded

1) CAT scan and services inspection pit 1½ hrs 2) 2 hrs to set up demountable rig at borehole

(27)5.455.00 5S

5.50

5.805.90

6.40

6.60

7.107.20

7.70

8.50

9.00

10.00

location. 3) No groundwater encountered during boring

4, 5 8.50

,12

23/0

4/2

008

05

03

41

SS

L--

cab

lep

er

- 08/9

6R

ev

a1

Remarks

5 ,6 ,7

7, 12 10.00

--{14/08/2008}--

7 ,7 ,8 ,9

4, 56 ,6 ,7 ,8

5, 7

5.00

[U38]

6.60

(30)8.95 7S

9D

10.45 8S (59)

7D7.65 2U

8D

4D

5D6.35 1U

6D

7.05 6S (31)

Equipment and methods

Start Date:

Client:

Location

12/03/2008

0.30

0.60

1.101.20

1.70

2.00

2.50

3.00

3.50

4.00

4.50

3 ,3 ,2 ,3

2 ,2 ,3 ,2

1, 23 ,2 ,1 ,1

1, 12 ,2 ,2 ,2

1, 2

4.00

2.00

3.00

FIELD RECORDS

14254

2, 3

Job No.:

Casing(Water)Depth

(m)

2D

4.45 4S

3D

4CD

2.45 2S

1D

3.45 3S

(7)

(8)

(9)

Samples / Tests

SAMPLEType & No

Bailey Johnson Hayes

Depth (m)from to

1CD

2CD

3CD1.65 1S

SPT (N) {Cu}

(11)

End Date:

14/03/2008

5.00

8.50

Ground level

Co-ordinates:

Logged by

AT

(1.50)

10.00

Drilled by

RC

(2.00)

(0.80)

5.80

(0.70)

6.50

Diameter 150mm

Project Ref.:

Description

Final Depth:

11.00m

3.90

(1.10)

(3.40)

Borehole No.

Depth10.90m

Depth&

Thicknessm

(0.50)

0.50

Casing

BH1

StrataReduced

Level(m)

Legend



Very dense (highly weathered) reddish brown spottedpale green Sandstonerecovered as fine medium grained Sand

23/0

4/2

008

05

03

41

SS

L--

cab

lep

er

- 08/9

6R

ev

a1

Remarks


Start Date:

Client:

Location

12/03/2008

10.5010.60

11.00

FIELD RECORDS

14254

,16

,52

--{14/08/2008}--

14 ,14 ,15

20,,28 ,37

Job No.:

Casing(Water)Depth

(m)

10.60

Samples / Tests

SAMPLEType & No


Depth (m)from to

10D10.90 9S

11D

SPT (N) {Cu}

(117)

End Date:

14/03/2008

Ground level

Co-ordinates:

Logged by

ATDrilled by

RC

Diameter

Project Ref.:

Description

Final Depth:

Borehole Complete

11.00m

Borehole No.

Depth

Depth&

Thicknessm

(1.00)

11.00

Casing

BH1

StrataReduced

Level(m)

Legend



Made Ground (Concrete 300mm) over dark brown slightlyclayey sandy Fill with much broken brick brokenconcrete and ceraminc tile)

Medium dense brown slightly clayey and clayeyslightly silty fine medium grained Sand

.. water added to assist boring

Very dense (completely weathered) reddish brownSandstone recovered asslightly clayey siltyfine medium grained Sand

1) Major difficulty with finding suitable borehole location, overhead telecoms wires and deep culvert2) Demountable cable percussion rig used. 3) No water strike but sand wet below 6.2m 4) No standing

5.205.205.20

6.206.20

7.707.70

8.408.40

9.20

water level on the completion of the borehole

--{18/03/2008}-- {8.40}

,30

--{18/03/2008}--,100

23/0

4/2

008

05

03

55

SS

L--

cab

lep

er

- 08/9

6R

ev

a1

Remarks

20,20 ,30

25, /40mm 9.20{9.20}

/60mm

,17

,14

,15

4, 46 ,8 ,10

10, 15

3, 68 ,12 ,15

4, 56 ,9 ,11

7.70{7.70}

8.40

5.20{5.20}

6.20{6.20}

8.85 8S

9.26 9S (100)((500))

8.158.20

77

SB

9.20 8B

5.655.655.70

565

SSB

6.656.70

66

SB

(39)

(100)

(52)

(40)


Start Date:

Client:

Location

12/03/2008

0.20

0.50

1.00

1.201.20

2.00

2.202.20

3.00

3.203.20

4.00

4.204.20

0 ,0 ,1 ,1

2, 33 ,3 ,3 ,4

2, 33 ,4 ,4 ,5

1, 22 ,1 ,1 ,2

3.20

4.20

2.20

FIELD RECORDS

14254

--{17/03/2008}--

1, 0

Job No.:

Casing(Water)Depth

(m)

1.20

1.70 1B

3.65 3S3.70 3B

6CD

4.654.70

44

SB

4CD

2.652.70

22

SB

5CD

(13)

(16)

(6)

Samples / Tests

SAMPLEType & No


Depth (m)from to

1CD

2CD

3CD

1.65 1S

SPT (N) {Cu}

(2)

End Date:

18/03/2008

Borehole Complete

Ground level

Co-ordinates:

Logged by

AT

9.26

Drilled by

AL

(4.06)

5.20

Diameter 150mm

Project Ref.:

Description

Final Depth:

9.26m

(2.20)

(3.00)

3.00

Borehole No.

Depth

Depth&

Thicknessm

Casing

BH2

9.20m

StrataReduced

Level(m)

Legend

RECORD SHEET SYMBOL KEY

SAMPLES/TESTSU Undisturbed 100mm open tube driven sample (depth records recovered length from start of test).

* Indicates a sample with Nil RecoveryD Small disturbed sample (depth records the interval of sample).B Large disturbed sample (Bulk) depth records recorded interval.S Standard penetration test (SPT; BS1377 Part 9) recovered as a small disturbed sample.

* Indicates a sample with Nil Recovery.C Cone penetration test.W Water sample.L Continuous Dynamic Sample 84mm 1.0m long

Note for special sampling the container type shall be notede.g. j = glass jar, V = 40ml vial and septa

FIELD RECORD COLUMN

This column is used to present depth related information of site activity. The column will alwaysshow progress, details of water strikes and rises, field records of the SPT test and the Undisturbedsample blows. Other data may be present in this column and details of codes will be given in theremarks box at the bottom of the record sheet page.

Water Level Codes

M1 2.00 Water strike (with sequential number of the strike).T1 1.90 Temporary rest level after 20 minutes.

Progress Codes

-{07/08/2002}-Records the date at the depth of the borehole when the borehole takes more than one day tocomplete.

(TSL 3.00m) Represents the rest level at the start of the shift (AM) or the end of the borehole shown with the date oobservation.

Field Records

1,2-3,4,5,6 Detailed SPT records for each 75mm test interval (incomplete penetration tests will be recordedshowing blows for measured penetration).

[U60] U100 open tube sampler blows to drive the sampler the full length i.e. sample plus cutting shoe.

ROTARY CORE DRILLING RECORDS

Details of the rock fracture state are given in the Mechanical Log portion of the sheet SCR TCR andRQD are described in BS5930:1999. If is average fracture spacing over a particular lithology, Wherethe core is fully broken 0 indicates Non-Intact

Legend symbols are in accordance with BS5930:1999 but for clarity may only the show major constituent.

Strata descriptions are compiled by visual examination of samples obtained during boring, after BS 5930 and modified in accordance

with Norbury et al (1986) and laboratory test results where applicable.


APPENDIX 2.2 Detailed Results of Standard Penetration Tests

Client: Bailey Johnson Hayes

Job No.: 14254

Site Name: Barbauld Street, Warrington.

Detailed SPT Summary

Borehole

Number

Depth

m

Test

Type

Sampl

e RefSample Description

SPT N

Value

Depth to

water

Depth

of

casing

at test

depth

Extrapolated

SPT N Value

Blows (mm) Blows (mm) Blows (mm) Blows (mm) Blows (mm) Blows (mm)

BH1 1 20 S 1reddish brown slightly gravelly fine medium

grained Sand. Gravel is fine medium subrounded11 2 3 3 3 2 3

BH1 2.00 S 2brown fine medium fine coarse grained Sand.

Gravel is subangular, subrounded and flat.8 2.00 1 1 2 2 2 2

BH1 3.00 S 3brown slightly clayey slightly silty fine medium

grained Sand9 3.00 1 2 2 2 3 2

BH1 4.00 S 4

brown slightly clayey slightly silty slightly gravelly

fine medium grained Sand. Gravel is subrounded

fine medium

7 4.00 1 2 3 2 1 1

BH1 5.00 S 5



fine medium

27 5.00 4 5 6 6 7 8

BH1 6.60 S 6 brown silty very clayey fine Sand 31 6.60 5 7 7 7 8 9

BH1 8 50 S 7reddish brown slightly clayey slightly gravelly fine

medium grained Sand. Gravel is fine subrounded30 8.50 4 5 5 6 7 12

BH1 10.00 S 8Weathered Sandstone reddish brown spotted pale

green fine medium grained59 10.00 7 12 14 14 15 16


green fine medium grained117 10.60 20 28 37 52

BH2 1 20 S 1 NIL Recovery 2 1.20 1 0 0 0 1 1

BH2 2 20 S 2 NIL Recovery 6 2.20 1 2 2 1 1 2

BH2 3 20 S 3 brown slightly clayey fine coarse grained Sand 13 3.20 2 3 3 3 3 4

BH2 4 20 S 4 reddish brown clayey fine medium grained Sand 16 4.20 2 3 3 4 4 5

Increment 5 Increment 6Increment 1 Increment 2 Increment 3 Increment 4

Note: See Appendix sheet in the

main report for the explanation

of the Extrapolated SPT N Value. DETAILED SPT TABLE Page 1


Job No.: 14254



Borehole

Number

Depth

m

Test

Type

Sampl


SPT N

Value

Depth to

water

Depth

of

casing

at test

depth

Extrapolated

SPT N Value



BH2 5 20 S 5reddish brown slightly silty fine medium grained

Sand52 5.20 5.20 3 6 8 12 15 17

BH2 5 20 S 6 52 5.20 5.20 3 6 8 12 15 17

BH2 6 20 S 6reddish brown slightly clayey slightly silty fine

medium grained Sand40 6.20 6.20 4 5 6 9 11 14

BH2 7.70 S 7reddish brown slightly clayey slightly silty fine


BH2 8.40 S 8reddish brown slightly silty fine medium grained

Sand100 8.40 8.40 10 15 20 20 30 30

BH2 8.40 S 8 100 8.40 8.40 10 15 20 20 30 30

BH2 9 20 S 9 Nil Recovery 100 9 20 9.20 25 40 100 60 500





APPENDIX 3 LABORATORY TEST RESULTS


APPENDIX 3.1 Summary of Test Results


Job No.: 14254



Borehole

Number

Depth

m

Test

Type

Sampl


SPT N

Value

Depth to

water

Depth

of

casing

at test

depth

Extrapolated

SPT N Value


BH1 1 20 S 1reddish brown slightly gravelly fine medium

grained Sand. Gravel is fine medium subrounded11 2 3 3 3 2 3

BH1 2.00 S 2brown fine medium fine coarse grained Sand.

Gravel is subangular, subrounded and flat.8 2.00 1 1 2 2 2 2

BH1 3.00 S 3brown slightly clayey slightly silty fine medium

grained Sand9 3.00 1 2 2 2 3 2

BH1 4.00 S 4



fine medium

7 4.00 1 2 3 2 1 1

BH1 5.00 S 5



fine medium

27 5.00 4 5 6 6 7 8

BH1 6.60 S 6 brown silty very clayey fine Sand 31 6.60 5 7 7 7 8 9

BH1 8 50 S 7reddish brown slightly clayey slightly gravelly fine

medium grained Sand. Gravel is fine subrounded30 8.50 4 5 5 6 7 12


green fine medium grained59 10.00 7 12 14 14 15 16


green fine medium grained117 10.60 20 28 37 52

BH2 1 20 S 1 NIL Recovery 2 1.20 1 0 0 0 1 1

BH2 2 20 S 2 NIL Recovery 6 2.20 1 2 2 1 1 2

BH2 3 20 S 3 brown slightly clayey fine coarse grained Sand 13 3.20 2 3 3 3 3 4

BH2 4 20 S 4 reddish brown clayey fine medium grained Sand 16 4.20 2 3 3 4 4 5






Job No.: 14254



Borehole

Number

Depth

m

Test

Type

Sampl


SPT N

Value

Depth to

water

Depth

of

casing

at test

depth

Extrapolated

SPT N Value



BH2 5 20 S 5reddish brown slightly silty fine medium grained

Sand52 5.20 5.20 3 6 8 12 15 17

BH2 5 20 S 6 52 5.20 5.20 3 6 8 12 15 17

BH2 6 20 S 6reddish brown slightly clayey slightly silty fine


BH2 7.70 S 7reddish brown slightly clayey slightly silty fine


BH2 8.40 S 8reddish brown slightly silty fine medium grained

Sand100 8.40 8.40 10 15 20 20 30 30

BH2 8.40 S 8 100 8.40 8.40 10 15 20 20 30 30

BH2 9 20 S 9 Nil Recovery 100 9 20 9.20 25 40 100 60 500





APPENDIX 3.2 Particle Size Distribution Tests

Job No 14254

Site:

Borehole No BH1 Sample S 2 Depth: 2.00 m

Sieve Size mm

% Passing

Sieve Size mm

% Passing

125 100 3.35 77

100 100 2 74 Cobbles75 100 1.18 70 Gravel 26

63 100 0.6 62 Sand 72

50 100 0.425 51 Silt/Clay 2

38 100 0.3 36

28 100 0.212 21

20 100 0.15 11

14 95 0.063 2

10 92 0.02

6.30 86 0.006

5 82 0.002

Barbauld St, Warrington

SAMPLE DESCRIPTION

brown gravelly fine coarse grained Sand. Gravel is subangular, subrounded and flat.

Particle Size Distribution BS1377 :1990 Part 2

Test 9.2 Wet Sieving, 9.4 Sedimentation Pipette Method

0

10

20

30

40

50

60

70

80

90

100

00

01

00

1

01 1

10

10

0

Particle Size mm

% P

ass

ng

COBBLES60

Fine Medium Coarse

GRAVEL 2.0 6.0 20

Fine Medium Coarse

SAND0.06 0.2 0.6

Fine Medium Coarse

SILT0.002 0.006 0.02

CLAY

©nj SSL 2008 15 18

Job No 14254

Site:

Borehole No BH1 Sample D 3 Depth 4.50 m

Sieve Size mm

% Passing

Sieve Size mm

% Passing

125 100 3.35 99

100 100 2 99 Cobbles75 100 1.18 98 Gravel 1

63 100 0.6 97 Sand 81

50 100 0.425 93 Silt/Clay 18

38 100 0.3 83

28 100 0.212 70

20 100 0.15 54

14 100 0.063 18

10 100 0.02

6.30 100 0.006

5 100 0.002


SAMPLE DESCRIPTION

Brown silty slightly gravely fine coarse grained Sand. Gravel is sub angular



0

10

20

30

40

50

60

70

80

90

100

00

01

00

1

01 1

10

10

0

Particle Size mm

% P

ass

ng

COBBLES60

Fine Medium Coarse

GRAVEL 2.0 6.0 20

Fine Medium Coarse

SAND0.06 0.2 0.6

Fine Medium Coarse

SILT0.002 0.006 0.02

CLAY

©nj SSL 2008 15 23

Job No 14254

Site:

Borehole No BH1 Sample D 8 Depth: 7.70 m

Sieve Size mm

% Passing

Sieve Size mm

% Passing

125 100 3.35 99

100 100 2 98 Cobbles75 100 1.18 97 Gravel 2

63 100 0.6 95 Sand 79

50 100 0.425 90 Silt/Clay 20

38 100 0.3 77

28 100 0.212 59

20 100 0.15 40

14 100 0.063 20

10 100 0.02

6.30 100 0.006

5 100 0.002


SAMPLE DESCRIPTION

brown clayey slightly gravelly fine coarse grained Sand. Gravel is fine medium subangular. Some very soft brown clay lumps.



0

10

20

30

40

50

60

70

80

90

100

00

01

00

1

01 1

10

10

0

Particle Size mm

% P

ass

ng

COBBLES 60

Fine Medium Coarse

GRAVEL 2.0 6.0 20

Fine Medium Coarse

SAND0.06 0.2 0.6

Fine Medium Coarse

SILT0.002 0.006 0.02

CLAY

©nj SSL 2008 15 28

Job No 14254

Site:

Borehole No BH2 Sample B 1 Depth: 1.20 m

Sieve Size mm

% Passing

Sieve Size mm

% Passing

125 100 3.35 52

100 100 2 50 Cobbles75 100 1.18 47 Gravel 50

63 100 0.6 41 Sand 45

50 83 0.425 34 Silt/Clay 5

38 77 0.3 25

28 72 0.212 17

20 69 0.15 12

14 63 0.063 5

10 59 0.02

6.30 55 0.006

5 54 0.002


SAMPLE DESCRIPTION

Made Ground (dark brown slightly clayey fine coarse Gravel and fine coarse Sand. Gravel of broken brick tiles broken

concrete generally angular.



0

10

20

30

40

50

60

70

80

90

100

00

01

00

1

01 1

10

10

0

Particle Size mm

% P

ass

ng

COBBLES60

Fine Medium Coarse

GRAVEL 2.0 6.0 20

Fine Medium Coarse

SAND0.06 0.2 0.6

Fine Medium Coarse

SILT0.002 0.006 0.02

CLAY

©nj SSL 2008 15 38

Job No 14254

Site:


Sieve Size mm

% Passing

Sieve Size mm

% Passing

125 100 3.35 80

100 100 2 79 Cobbles75 100 1.18 78 Gravel 21

63 100 0.6 75 Sand 65

50 100 0.425 70 Silt/Clay 14

38 86 0.3 58

28 85 0.212 40

20 83 0.15 27

14 82 0.063 14

10 82 0.02

6.30 81 0.006

5 80 0.002


SAMPLE DESCRIPTION

Made Ground (dark brown slightly clayey fine coarse gravelly fine coarse Sand. Gravel of broken brick tiles broken concrete

generally angular.



0

10

20

30

40

50

60

70

80

90

100

00

01

00

1

01 1

10

10

0

Particle Size mm

% P

ass

ng

COBBLES 60

Fine Medium Coarse

GRAVEL 2.0 6.0 20

Fine Medium Coarse

SAND0.06 0.2 0.6

Fine Medium Coarse

SILT0.002 0.006 0.02

CLAY

©nj SSL 2008 15 41

Job No 14254

Site:


Sieve Size mm

% Passing

Sieve Size mm

% Passing

125 100 3.35 100

100 100 2 100 Cobbles75 100 1.18 100 Gravel63 100 0.6 100 Sand 78

50 100 0.425 98 Silt/Clay 22

38 100 0.3 90

28 100 0.212 67

20 100 0.15 43

14 100 0.063 22

10 100 0.02

6.30 100 0.006

5 100 0.002


SAMPLE DESCRIPTION

reddish brown clayey fine medium grained Sand



0

10

20

30

40

50

60

70

80

90

100

00

01

00

1

01 1

10

10

0

Particle Size mm

% P

ass

ng

COBBLES 60

Fine Medium Coarse

GRAVEL 2.0 6.0 20

Fine Medium Coarse

SAND0.06 0.2 0.6

Fine Medium Coarse

SILT0.002 0.006 0.02

CLAY

©nj SSL 2008 15 44


APPENDIX 4 BOREHOLE LOCATION PLAN

Liverpoolemail

New Stamp


Reproduceby Permission of Ordnance Survey on behalf of The Controller of Her Majesty's Stationery Office © Crown Copyright.

All rights reserved. Licence number 100042476

APPENDIX 5 SITE LOCATION PLAN

Liverpoolemail

New Stamp

appendix d - warrington

Documents