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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: mailbox@stratasurveys.co.uk
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:- mailbox@stratasurveys.co.uk
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
Report 14254 Barbauld Street, Warrington Page 2
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.
Report 14254 Barbauld Street, Warrington Page 3
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.
Report 14254 Barbauld Street, Warrington Page 4
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.
Report 14254 Barbauld Street, Warrington Page 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.
Report 14254 Barbauld Street, Warrington Page 6
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
Page 1 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).
Page 1 – 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%
Page 2 – 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)
9���������
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
Page 1 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
Page 3 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'
Report 14254 Barbauld Street, Warrington
APPENDIX 2 RECORDS OF FIELDWORK
Report 14254 Barbauld Street, Warrington
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
Light Cable Percussion
Barbauld Street, Warrington
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
Equipment and methods
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
Bailey Johnson Hayes
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
Light Cable Percussion
Barbauld Street, Warrington
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)
Equipment and methods
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
Bailey Johnson Hayes
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.
Report 14254 Barbauld Street, Warrington
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
brown slightly clayey slightly silty slightly gravelly
fine medium grained Sand. Gravel is subrounded
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
BH1 10.60 S 9Weathered Sandstone reddish brown spotted pale
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
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)
Increment 5 Increment 6Increment 1 Increment 2 Increment 3 Increment 4
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
medium grained Sand39 7.70 7.70 4 4 6 8 10 15
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
Note: See Appendix sheet in the
main report for the explanation
of the Extrapolated SPT N Value. DETAILED SPT TABLE Page 2
Report 14254 Barbauld Street, Warrington
APPENDIX 3 LABORATORY TEST RESULTS
Report 14254 Barbauld Street, Warrington
APPENDIX 3.1 Summary of Test Results
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
brown slightly clayey slightly silty slightly gravelly
fine medium grained Sand. Gravel is subrounded
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
BH1 10.60 S 9Weathered Sandstone reddish brown spotted pale
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
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)
Increment 5 Increment 6Increment 1 Increment 2 Increment 3 Increment 4
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
medium grained Sand39 7.70 7.70 4 4 6 8 10 15
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
Note: See Appendix sheet in the
main report for the explanation
of the Extrapolated SPT N Value. DETAILED SPT TABLE Page 2
Report 14254 Barbauld Street, Warrington
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
Barbauld St, Warrington
SAMPLE DESCRIPTION
Brown silty slightly gravely fine coarse grained Sand. Gravel is sub angular
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 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
Barbauld St, Warrington
SAMPLE DESCRIPTION
brown clayey slightly gravelly fine coarse grained Sand. Gravel is fine medium subangular. Some very soft brown clay lumps.
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
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
Barbauld St, Warrington
SAMPLE DESCRIPTION
Made Ground (dark brown slightly clayey fine coarse Gravel and fine coarse Sand. Gravel of broken brick tiles broken
concrete generally angular.
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 38
Job No 14254
Site:
Borehole No BH2 Sample B 3 Depth: 3.20 m
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
Barbauld St, Warrington
SAMPLE DESCRIPTION
Made Ground (dark brown slightly clayey fine coarse gravelly fine coarse Sand. Gravel of broken brick tiles broken concrete
generally angular.
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
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:
Borehole No BH2 Sample B 6 Depth: 6.20 m
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
Barbauld St, Warrington
SAMPLE DESCRIPTION
reddish brown clayey fine medium grained Sand
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
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
Report 14254 Barbauld Street, Warrington
APPENDIX 4 BOREHOLE LOCATION PLAN
Report 14254 Barbauld Street, Warrington
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
Recommended