1.0 INTRODUCTION - Tamesideplandocs.tameside.gov.uk/anitepublicdocs/00206758.pdf · 2.2.1 The site...
Transcript of 1.0 INTRODUCTION - Tamesideplandocs.tameside.gov.uk/anitepublicdocs/00206758.pdf · 2.2.1 The site...
Ashton Primary School, Stamford
Contract No. W13/41329 Page 3 of 6
1.0 INTRODUCTION
1.1 It is understood that the proposed development is to comprise a primary school.
1.2 On the instructions of TPS, Consulting Engineers to Carillion Building, a ground investigation was undertaken to determine ground and groundwater conditions at the site.
1.3 This report has been prepared for the sole use of the Client for the purpose described and no extended duty of care to any third party is implied or offered. Third parties using any information contained within this report do so at their own risk.
1.4 The comments given in this report and the opinions expressed herein are based on the information received, the conditions encountered during site works, and on the results of tests made in the field and laboratory. However, there may be conditions prevailing at the site which have not been disclosed by the investigation and which have not been taken into account in the report.
1.5 The comments on groundwater conditions are based on observations made at the time the site work was carried out. It should be noted that groundwater levels vary owing to seasonal or other effects.
2.0 SITE SETTING
2.1 Site Location
2.1.1 The site is situated at playing fields adjacent to Mossley Road, approximately 2 km to the south east of the town centre of Stalybridge and may be located by National Grid reference SD 953 999. A site location plan is included in Appendix 1, Figure A1.1.
2.2 Site Description
2.2.1 The site comprised of a level grassed playing field with trees along the boundaries. The site was accessed via gates off Mossley Road located to the south east.
2.2.2 The site is bounded to the north, east and west by residential properties and gardens and to the south by Mossley Road.
2.2.3 A site plan is included in Appendix 1, Figure A1.2.
Ashton Primary School, Stamford
Contract No. W13/41329 Page 4 of 6
3.0 SITE WORK
3.1 The site work was carried out between the 15th and 23rd January 2014 and on 28th January 2014. The locations of exploratory holes were indicated by the Engineer, and the site works carried out on the basis of the practices set out in BS 10175:2011, ref. 5.3, and BS 5930:1999 ref. 5.4.
3.2 Three boreholes, designated BH01 to BH03 were sunk by light cable percussion method. BH01 was continued by rotary open hole and BH03 was continued by rotary coring methods utilising water flush at positions shown on the site plan, Appendix 1, Figure A1.2. The depths of holes, descriptions of strata encountered, flush loss and comments on ground water conditions are given in the borehole records, Figures A2.1. A photographic record of the core is given in Appendix 5, Figure A5.2.
3.3 Ten hand pits, designated HP01 to HP10 were excavated by hand and three trial pits, designated TP01 to TP03 were dug by mechanical excavator at the positions shown on the site plan, Appendix 1, Figure A1.2. The depths of hand pits and trial pits, descriptions of strata encountered and comments on groundwater conditions are given in the hand pit and trial pit records, Appendix 2, Figures A2.2 and A2.3. A photographic record of the TP01 to TP03 is given in Appendix 5, Figure A5.1.
3.4 Two soakaway tests, designated SA01 and SA02, were undertaken in trial pits TP01 and TP02 and the results are presented in Appendix 2, Figure A2.4.
3.5 Three TRL dynamic cone penetrometer tests, designated CBR1 to CBR3 were carried out at the positions shown on the site plan, Appendix 1, Figure A1.2. The results of the tests are presented in Appendix2, Figure A2.5.
3.6 Representative disturbed and undisturbed samples were taken at the depths shown on the borehole, hand pit and trial pit records and despatched to the laboratory. Standard (split-barrel and cone) penetration tests, ref. 5.5 were carried out in the light cable percussion boreholes in the various strata to assess the relative density or consistency. The values of penetration resistance are given in the borehole records and in greater detail in Appendix 2, Figure A2.6.
3.7 Samples were collected for environmental purposes in amber glass jars and kept in a cool box.
3.8 Perforated standpipes, surrounded by pea shingle and protected by a stopcock cover were installed in boreholes BH01 to BH03, as detailed in the borehole records and in greater detail in Appendix 2, Figure A2.7.
3.9 The ground levels at the exploratory hole locations were determined by survey.
3.10 Groundwater and gas monitoring visits were undertaken subsequent to site works as detailed in Appendix 6.
Ashton Primary School, Stamford
Contract No. W13/41329 Page 5 of 6
4.0 LABORATORY TESTS
4.1 Geotechnical Testing
4.1.1 All soil samples were prepared in accordance with BS1377: Part One: 1990 ref. 5.5 and representative sub-samples were taken for testing. The following tests were carried out:
38 No. Moisture contents 19 No. Plasticity indices 12 No. Particle size distribution by wet sieving 9 No Undrained triaxial 9 No. Water soluble sulphate 9 No pH value 9 No Total Sulphur 4 No. Oedometer consolidation
4.1.2 The results of the testing are given in Appendix 3, Test Reports 41329/1.
4.2 Chemical Testing
4.2.1 The chemical analyses were carried out on 25 samples of soil and 3 samples of water. The nature of the analyses is detailed below:
Soil Suite
4.2.2 Metals screen - arsenic, cadmium, chromium (total & hexavalent), lead, mercury, selenium, boron (water soluble), copper, nickel and zinc
4.2.3 Organic Screen - polyaromatic hydrocarbons (PAH) – USEPA 16 suite, monohydric phenols
4.2.4 Inorganics Screen - cyanide (total, complex & free), sulphate (water soluble).
4.2.5 Others - pH, Total Organic Carbon (TOC), asbestos
4.2.6 Volatile Organic Compounds (VOC) - including: benzene, toluene, ethylbenzene and xylenes (BTEX) and chlorinated solvents
4.2.7 Semi-Volatile Organic Compounds (SVOC) - including: phenols and polyaromatic hydrocarbons (PAH)
Ashton Primary School, Stamford
Contract No. W13/41329 Page 6 of 6
Water Suite
4.2.8 Metals screen - arsenic, cadmium, chromium (total & hexavalent), lead, mercury, selenium, boron (water soluble), copper, nickel and zinc
4.2.9 Organic Screen - polyaromatic hydrocarbons (PAH) – USEPA 16 suite
4.2.10 Inorganics Screen - cyanide (total, complex & free), sulphate (water soluble).
4.2.11 Others - pH,
4.2.12 The results of these tests are shown in Appendix 4, Test Reports 374321-2 and 3777268-1
5.0 REFERENCES
5.1 CLR 3, ‘Documentary research on industrial sites’, Report by RPS Consultants Ltd, DoE 1994.
5.2 CLR 4, ‘Sampling strategies for contaminated land’. Report by The Centre for Research into the Built Environment, the Nottingham Trent University, DoE, 1994.
5.3 British Standards Institute: BS 10175 ‘Code of practice for the investigation of potentially contaminated sites’, BSI 2011.
5.4 British Standards Institute: BS 5930 ‘Code of practice for site investigations’, BSi 1999.
5.5 British Standard 1377:1990, Part 9, ‘Methods of Test for Soils for Civil Engineering Purposes’.
For and on behalf of Ian Farmer Associates (1998) Limited
H L Hadwin J A Latimer BSc (Hons) MSc FGS BSc (Hons) FGS Engineering Geologist Director
Reproduced with the permission of the Controller of Her Majesty’s Stationery Office, Crown copyright. Licence No. AL 100031101
PROJECT: 41329 New Ashton Primary School
FIGURE No. A1.1. SCALE: As Indicated
TITLE: Site Location Plan
N
Site
Me d iu m R e f u se Ve h i c l e (3 a xle )
9.01
1.795 3.5 1.4
Medium Refuse Vehicle (3 axle)Overall Length 9.010mOverall Width 2.450mOverall Body Height 3.742mMin Body Ground Clearance 0.295mTrack Width 2.450mLock to Lock Time 4.00sKerb to Kerb Turning Radius 8.200m
F T A D e s i gn L G R i g i
d V e h i c l e ( 1 9 9 8 )
7.17
1.2 4.19
FTA Design LG Rigid Vehicle (1998)Overall Length 7.170mOverall Width 2.300mOverall Body Height 3.580mMin Body Ground Clearance 0.375mTrack Width 2.120mLock to Lock Time 3.00sKerb to Kerb Turning Radius 7.000m
D B 3 2 F i r e
A p pl i a n c
e
8.68
1.52 3.81
DB32 Fire ApplianceOverall Length 8.680mOverall Width 2.180mOverall Body Height 3.452mMin Body Ground Clearance 0.337mMax Track Width 2.121mLock to Lock Time 6.00sKerb to Kerb Turning Radius 7.910m
M AI N
E NT RA NC E
DROP
OFF
P AR KI NG
L AY OU T
4 6N O. SP AC ES
I NC LU DI NG
3 NO .
A CC ES SI BL E
B AY S
&
2 NO
M OT OR CY CL E
B AY S
WI DENED
EXI ST ING
ACCESS
M UG A
U ND ER
1 1- 12
F OO TB AL L
P IT CH
I NC LU DI I NG
R UN
O FF
7 9M
X 5 2M
( PI T C
H M AR KI NG S I N
D IC AT I VE O NL Y)
U ND ER
7 -8
F OO TB AL L
P IT CH
I NC LU DI I NG
R UN
O FF
4 3M
X 3 3M
( PI T C
H M AR KI NG S I ND IC AT I VE O NL Y)
B UI L DI NG
F OO TP RI NT
PROPOSED HOUSI NG DEVELOPMENT SI TE
N UR SE RY
&
C OM MU NI T Y
E NT RA NC E
S UB
S TA TI ON
N UR SE RY
M AI NT EN AN CE
A CC ES S
R OU TE
R EC EP TI ON
K S1
&
K S2
I NF OR MA L
P LA Y
EXISTI NG
MARSHY
GRASSLAND
RETAINED
W IL DF LO WE R
M EA DO W
P LA NT I NG
B IN
S TO RE
E X I S T I N G M A RS H Y GRA S S L A N D RE T A I N E D
1 0N O
C YC LE
S PA CE S
MM
S PR IN KL ER
T AN K
&
P UM P
H OU SE
M i n i B u s
6.33
0.82 3.7
Mini BusOverall Length 6.330mOverall Width 2.192mOverall Body Height 2.601mMin Body Ground Clearance 0.374mTrack Width 2.192mLock to Lock Time 4.00sKerb to Kerb Turning Radius 6.450m
3952
80E
3952
80E
3953
70E
3953
70E
3954
60E
3954
60E
3955
50E
3955
50E
399870N 399870N
399960N 399960N
400050N 400050N
158.23BH01
157.75BH02
157.32BH03
157.15CBR01156.93
CBR02
157.02CBR03
157.37HP01
158.34HP02
156.86HP03
157.32HP04
158.22HP05
157.50HP06
157.67HP07
158.45HP08
157.97HP09
158.35HP10
158.19TP01
157.67TP02 158.34
TP03
TP (Trial Pit)
Key: heights refer to code
N
CBR(Cbr test)
Date: 27/01/2014
Revision: A
Drawn By: MR Checked By: HW
FIGURE No.A1.2
Additional Comments:
Drawing Number: sss-5259-IFA-41329 Ashton Primary School
Client Ian Farmer Associates
Scale 1:2000, A3
Site Surveying Services - A.M.I.C.E.S
70A Downham Road
Chatburn
BB7 4AU
Tel: 01200 438320
Fax07092376338
www.sitesurvey.co.uk
Land/ Engineering Surveyors
Topographic/ Volumetric Surveys
Setting Out & Control Surveys
GPS Specialists using also
To ostn02/osgm02 see spec
to OS without trig point or BM
GPS Post Process to tie any site
Primary, Stamford
all work to sss spec, some by gps
Construction Line Registered
TSA member
THE
SURVEY
ASSOCIATION
construction line
contact us for details
PROJECT: 41329-New Ashton
with same colour
TITLE: Exploratory Hole Location Plan
BH (Borehole)
HP/HDP (Hand dug pit)
Appendix 2 pages ii/i-ii/viii ii/i
APPENDIX 2
GENERAL NOTES ON SITE WORKS
A2.1 SITE WORK
A2.1.1 Rotary Drilling
For exploration within rock rotary drilling methods are employed, where the drill bit is rotated on the bottom of the borehole. This method is occasionally used for drilling within soils. The drilling fluid is transferred from the surface though hollow drilling rods to the bit cooling and lubricating. Drilling fluids commonly comprise clean water, air, foam, mud or polymers which aid the transportation of drill cuttings to the surface and maximise core recovery.
There are two basic types of rotary drilling:
Open hole where the drill bit cuts all the material within the diameter of the borehole. This technique is sometimes used in soils and weak rocks as a rapid and economical means of making holes for taking soil samples, carrying out insitu soil tests, installing instruments and probing for voids such as mine workings or solution cavities. The only samples recovered are the poor quality drill cuttings.
Core drilling where an annular bit fixed to the bottom of the core barrel cuts a core, which is recovered within the innermost tube of the core barrel. Coring is normally carried out by triple tube core barrels. At the end of the core run the core barrel assembly is brought to the surface. The core is prevented from dropping out of the barrel by a core catcher made of spring steel. The non-rotating inner barrel contains a removable sample tube or liner. At the end of each coring run the liner is extracted from the barrel and stored in a core box, where it can be photographed, described and tested.
A2.1.2 Light Cable Percussion Boring
For routine soil exploration to depths in excess of 3m, the light cable percussion rig is generally employed for boring through soils and weak rocks. It consists of a powered winch and tripod frame, with running wheels that are permanently attached so that the rig may be towed behind a suitable vehicle. The rig is towed into position and set up using its own winching system.
The locations of services are checked to make sure the borehole is not situated unacceptably near any services. Regardless of the proximity of services, a CAT scan is undertaken at the borehole location and a trial hole dug to 1.20m by hand.
Boreholes are advanced in soil by the percussive action of the cable tool. The force of the cylindrical tool as it is dropped a short distance cuts a plug of cohesive soil that is removed by the tool.
In non-cohesive soils, the borehole is advanced by a ‘shell’, otherwise known as a ‘bailer’ or ‘sand pump’, which incorporates a clack valve. Material is transferred into the shell and retained by the clack valve. The water level in a borehole is maintained above that in the surrounding granular soil to allow for temporary reductions in the head of water as the shell is withdrawn from the borehole. Water should flow from the borehole into the surrounding soil at all times to prevent ‘piping’ and loosening the soil at the base of the hole. The casing is always advanced with the borehole in granular soil so that material is drawn from the base rather than the borehole sides.
Appendix 2 pages ii/i-ii/viii ii/ii
Obstructions to boring are overcome by fitting a serrated chiselling ring to the base of the percussion tool. For large obstructions, a heavy chisel with a hardened cutting edge may have to be used.
Disturbed samples are taken in polythene bags, jars or tubs that are sealed against air or water loss.
Undisturbed samples are generally taken in cohesive materials at changes in strata and at one metre intervals to 5 metres then at 1.5 metre intervals to the full depths of the borehole. The general purpose open-tube sampler is suitable for firm to stiff clays, but is often used to retrieve disturbed samples of weak rocks, soft or hard clay and also clayey sand or silts. This has been adopted for routine use, and usually consists of a 100mm internal diameter tube (U100), which is capable of taking soil samples up to 450mm in length. The undisturbed samples are sealed at each end using micro-crystalline wax to prevent drying.
Standard penetration tests are generally carried out in non-cohesive soils but also in stiff clays and soft rocks at frequencies similar to that of undisturbed sampling.
A2.2 IN-SITU TESTS
A2.2.1 Standard Penetration Test
The Standard Penetration Test is carried out in accordance with the proposals recommended by BS 1377, Part 9, 1990, ref 5.5.
The standard penetration test, SPT, covers the determination of the resistance of soils to the penetration of a split barrel sampler. A 50mm diameter split barrel sampler is driven 450mm into the soil using a 65kg hammer with a 760mm drop. The penetration resistance is expressed as the number of blows required to obtain 300mm penetration below an initial seating drive of 150mm through any disturbed ground at the bottom of the borehole. The number of blows to achieve the standard penetration of 300mm is reported as the ‘N’ value.
The test is generally carried out in fine soils, however, it may also be carried out in coarse granular soils, weak rocks and glacial tills using the same procedure as for the SPT but with a 50mm diameter, 60° apex solid cone replacing the split spoon sampler, CPT.
When attempting the standard penetration test in very dense material or weathered rocks it 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:
Where the seating drive has been completed, the test drive is terminated if 50 blows are reached before the full penetration of 300mm is achieved. The penetration for 50 blows is recorded and an approximate N value obtained by linear extrapolation of the number of blows for the partial test drive.
If the seating drive of 150mm is not achieved within the first 25 blows, the penetration after 25 blows is recorded and the test drive then commenced.
For tests in soft rocks, the test drive should be terminated after 100 blows where the penetration of 300mm has not been achieved.
The N-value obtained from the Standard Penetration Test may be used to assess the relative density of sands and gravels as follows:
Appendix 2 pages ii/i-ii/viii ii/iii
Term SPT N-Value : Blows/300mm Penetration
Very Loose
Loose
Medium Dense
Dense
Very Dense
0 - 4
4 - 10
10 - 30
30 - 50
Over 50
A2.2.2 Dynamic Cone Penetrometer, DCP
The dynamic cone penetrometer consists of a 16mm diameter rod with a 20mm diameter, 60° cone of tempered steel at one end. The impact is provided by means of an 8kg sliding hammer falling 575mm. The total weight of the instrument is about 12kg.
The correlation of DCP to California Bearing Ratio, CBR, has been determined to be as below.
The correlation for DCP to SPT ‘N’ value has been determined on the basis of equivalent energy imparted per unit area of penetrometer. This provides an approximate correlation of
‘N’ value = 6.0
mm300forblowsDCP
Appendix 2 pages ii/i-ii/viii ii/iv
A2.3 SAMPLES
U(x) represents undisturbed 100mm diameter sample with (x) being the number of blows required to obtain sample.
U NR| indicates undisturbed sample not recovered
HV represents Hand Vane test with equivalent undrained shear strength
B represents large bulk disturbed samples
D represents small disturbed sample
W represents water sample
respresents water strike
represents level to which water rose
A2.4 DESCRIPTION OF SOILS
Appendix 2 pages ii/i-ii/viii ii/v
A2.4.1 General
The procedures and principles given in Section 6 of BS 5930, ref. 5.4 have been used in the soil descriptions contained within this report.
A2.4.2 Predominantly Coarse Soils
A coarse soil (omitting any boulders or cobbles) contains about 65% or more coarse material and is described as a SAND or GRAVEL depending on which of the constituents predominates. The secondary constituents of coarse soils should precede the main soil type e.g. ‘Medium dense brown very gravelly coarse SAND. Gravel is subangular fine and medium of sandstone and mudstone’.
A2.4.3 Deposits containing silt-sized and clay-sized particles
Most soils are mixtures of clay and silt sized particles. Fine soil should be described as either a clay or a silt, depending on the plastic properties. If ambiguous, the term CLAY/SILT should be used.
A2.4.4 Deposits containing mixtures of fine and coarse soil.
The appropriate quantified terms should be used before the principal soil type. It is recommended that the dominant secondary fraction come immediately before the principal soil term. Additional detail can be added in a separate sentence thus, ‘Gravelly very clayey SAND. Gravel (10%) is fine of rounded quartz. Clay is firm’.
The terms ‘silty’ and ‘clayey’ are mutually exclusive as in a coarse soil and based on the plastic properties of the fine fraction.
Appendix 2 pages ii/i-ii/viii ii/vi
Table 1 Deposits containing boulder-size and cobble-size particles
Term Composition
BOULDERS (or COBBLES) with a little finer material BOULDERS (or COBBLES) with some finer material BOULDERS (or COBBLES) with much finer material FINER MATERIAL with many boulders (or cobbles) FINER MATERIAL with some boulders (or Cobbles) FINER MATERIAL with occasional boulders (or cobbles)
Up to 5% finer material 5 to 20% finer material 20 to 50% finer material 50 to 20% boulders (or cobbles) 20 to 5% boulders (or cobbles) up to 5% boulders (or cobbles)
Term Principal Soil Type Approximate proportion of secondary
constituent
Slightly sandy or gravelly
Sandy or gravelly
Very sandy or gravelly
SAND
or
GRAVEL
SAND and GRAVEL
Up to 5%
5 to 20%
over 20%
about equal proportions
Table 2 Mixtures of coarse and fine fractions.
Term Before Principal
Term
Proportion of
secondary Coarse soil
constituent Coarse and/or fine
soil
Slightly clayey or silty and/or
sandy gravelly
Clayey or silty and/or sandy or
gravelly
Very clayey or silty and/or
sandy or gravelly
SAND
and/or
GRAVEL
< 5
5 – 20 %
20 %
Very sandy or gravelly
Sandy and/or gravelly
Slightly sandy an/or gravelly
SILT or CLAY < 65%
35 – 65 %
<35 %
Appendix 2 pages ii/i-ii/viii ii/vii
For clays the strength scale is used as follows:
Term Field Identification Undrained shear strength
(KN/m2)
Very Soft Exudes between fingers when squeezed in hand
< 20
Soft Moulded by light finger pressure 20 - 40
Firm
Can be moulded by strong finger pressure
40 - 75
Stiff
Cannot be moulded by finger. Can be indented by thumb.
75 - 150
Very Stiff Can be indented by thumbnail. 150 - 300
Hard (or very weak mudstone)
> 300
A2.4.5 Man Made Soils
Man made soils (Made Ground or Fill) have been placed by man and can be divided into those composed of natural reworked soils and those composed of man-made materials. Fills are placed in the ground in a controlled manner and soils defined as Made Ground are placed without any engineering control. For example:
‘MADE GROUND comprising plastic bags, window frames, garden refuse and newspapers’.
‘ MADE GROUND dense brown sandy GRAVEL with occasional tiles, wire and glass’.
‘Firm yellow brown slightly sandy CLAY with clods (up to 200mm) of firm to stiff orange CLAY (EMBANKMENT FILL)’.
A2.4.6 Organic Soils
Small quantities of dispersed organic matter can have a marked effect on plasticity and hence the engineering properties of the soil. The following quantifying terms are appropriate:
Term Organic Content Typical Colour
Slightly organic clay or silt
Slightly organic sand
2 - 5
1 – 3
Grey
As mineral
Organic clay or silt
Organic sand
5 – 10
3 – 5
Dark grey
Dark grey
Very organic clay or silt
Very organic sand
>10
>5
Black
Black
Appendix 2 pages ii/i-ii/viii ii/viii
A2.5 GEOLOGICAL LOGGING
A2.5.1 General
The procedures and principles given in Section 6 of BS 5930, ref. 5.4 have been used in the rock descriptions contained within this report.
Open hole drilling (OH) was achieved with a tricone rock bit.
A core run is the length of rock drilled from the base of the hole each time the core barrel is run into the hole.
A2.5.2 Fracture State
Various criteria may be used for quantitative description of the Fracture State of rock cores. The standard terms are as follows.
TCR (%) ratio of core recovered (solid and non intact) to length of core run.
SCR (%) ratio of solid core recovered to length of core run.
RQD (%) ratio of solid core pieces longer than 100mm to length of core run.
Fracture Index a count of the number or spacing of fractures over an arbitrary length of core of similar intensity of fracturing. Commonly reported as either Fracture Index (FI, number of fractures per metre) or as Fracture Spacing (If mm).
NR indicates no core recovery.
NI indicates intensely fractured rock which is not of sufficient quality to allow an assessment of fracture spacing to be made.
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH01
1:40 TB
150mm cased to 14.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH01
BoreholeNumber
158.23
395447.9 E 399981 N20/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable percussion with rotary follow on
(0.15) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.158.08 0.15
(0.75)
Soft, brown mottled grey, silty CLAY of low to intermediate plasticity.
157.33 0.90
(2.60)
Firm, brown mottled light grey, sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
Below 1.00m: occasionally mottled.Below 1.20m: stiff, high strength with occasional silt lenses.
Below 2.00m: mottling absent.
154.73 3.50
(8.70)
Stiff, high strength, brown, sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
At 5.00m: firm, medium strength with occasional lenses of sand.
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.50 D10.50 J2
0.80 D3
1.00 B41.00 D51.20-1.65 U6 0.41 1.20 DRY 54 blows
1.70 D7
2.00-2.45 SPT N=15 2,3/3,4,4,42.00 DRY2.00-2.45 D92.00-2.50 B8
3.00-3.45 U10 0.45 3.00 DRY 49 blows
3.50 D11
4.00-4.45 SPT N=20 3,4/5,5,5,54.00 DRY4.00-4.45 D134.00-4.50 B12
5.00-5.45 U14 0.45 4.80 DRY 96 blows
5.50 D15
6.00 D16
6.50-6.95 SPT N=22 4,4/5,5,6,66.00 DRY6.50-6.95 D186.50-7.00 B17
7.50 D18
Excavating from 0.00m to 1.20m for 1.00 hour.
1/4
Below 10.50m: very stiff.
146.03 12.20
(2.80)
Extremely weak, grey blue SILTSTONE recovered as gravel sized fragments.
143.23 15.00 Grey MUDSTONE (driller's description).
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH01
1:40 TB
150mm cased to 14.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH01
BoreholeNumber
158.23
395447.9 E 399981 N20/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable percussion with rotary follow on
8.00-8.45 U20 0.45 7.50 DRY 72 blows
8.50 D21
9.00 D22
9.50-9.95 SPT N=27 4,5/6,7,7,79.00 DRY9.50-9.95 D259.50-10.00 B23
Between 15.00m and 18.00m: 0.50 hours penetration, 100% flush returns.
10.50 D26
Between 18.00m and 21.00m: 0.50 hours penetration, 100% flush returns.Between 21.00m and 24.00m: 0.50 hours penetration, 100% flush returns.Between 24.00m and 27.00m: 0.50 hours penetration, 100% flush returns.Between 27.00m and 30.00m: 0.50 hours penetration, 100% flush returns.Cable percussion complete at 15.00m - continued by rotary open hole to 30.00m using water flush and continued gas motoring.
11.00-11.45 U27 0.22 10.60 DRY 100 blows
11.50 D28
12.00 D29
12.50-12.83 SPT 25*/145100/180
11,14/31,40,2912.20 DRY
12.50-12.83 D3112.50-13.00 B30
13.50 D32
14.00-14.19 SPT 25*/75100/110
19,6/40,6013.70 DRY
14.00-14.19 D33
14.80-14.97 SPT 25*/75100/95
25/59,4114.80 DRY
14.80-14.97 D34
Chiselling from 14.00m to 15.00m for 1.50 hours.
2/4
(4.50)
138.73 19.50
(1.50)
Grey SILTSTONE (driller's description).
137.23 21.00
(1.00)
Grey MUDSTONE (driller's description).
136.23 22.00
(2.00)
Grey SILTSTONE (driller's description).
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH01
1:40 TB
150mm cased to 14.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH01
BoreholeNumber
158.23
395447.9 E 399981 N20/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable percussion with rotary follow on
3/4
134.23 24.00
(6.00)
Grey SANDSTONE (driller's description).
128.23 30.00Complete at 30.00m
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH01
1:40 TB
150mm cased to 14.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH01
BoreholeNumber
158.23
395447.9 E 399981 N20/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable percussion with rotary follow on
4/4
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH02
1:40 TB
150mm cased to 10.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH02
BoreholeNumber
157.75
395422.3 E 399960.3 N15/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable Percussion
1
1
(0.10) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.
157.65 0.10
(0.70)MADE GROUND: Dark grey, clayey, sandy, angular to subrounded, fine to coarse gravel including clinker, ash, slag, siltstone and sandstone.
156.95 0.80
(1.70)
Firm brown occasionally mottled orange brown and grey, very sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine and medium including sandstone, siltstone and mudstone.
155.25 2.50
(7.95)
Firm, brown, silty, sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
Below 4.00m: stiff, high strength.
At 6.00m medium strength.
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.50 D10.50 J2
0.80 D30.80 J41.00 B51.00 D61.20-1.65 SPT N=10 1,1/2,2,3,3DRY1.20-1.65 D81.20-1.70 B7
2.00-2.45 U9 0.27 1.50 DRY 53 blows
2.50 D10
3.00-3.45 SPT N=9 2,2/2,2,2,33.00 DRY3.00-3.45 D123.00-3.50 B11
4.00-4.45 U13 0.45 4.00 DRY 49 blows
4.50 D14
5.00-5.45 SPT N=11 2,2/2,3,3,35.00 DRY5.00-5.45 D165.00-5.50 B15 Water strike(1) at
5.20m, rose to 4.90m in 20 mins, sealed at 5.80m.
6.00-6.45 U17 0.45 6.00 DRY 45 blows
6.50 D18
7.00 D19
7.50-7.95 SPT N=15 2,3/3,4,4,47.50 DRY7.50-7.95 D217.50-8.00 B20
Excavating from 0.00m to 1.20m for 1.00 hour.
1/2
147.30 10.45Complete at 10.45m
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH02
1:40 TB
150mm cased to 10.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH02
BoreholeNumber
157.75
395422.3 E 399960.3 N15/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable Percussion
8.50 D22
9.00-9.45 U23 0.45 9.00 DRY 89 blows
9.50 D24
10.00-10.45 SPT N=24 3,3/4,5,7,810.00 DRY10.00-10.45 D25
2/2
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH03A
1:40 TB
200mm cased to 9.00m150mm cased to 11.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH03
BoreholeNumber
157.32
395380.3 E 399971 N16/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable percussion with rotary follow on
1
1
(0.40)MADE GROUND: Light grey and light brown, slightly clayey, very sandy, angular to subangular, fine to coarse gravel including limestone, brick and concrete (demolition material).156.92 0.40
(1.40)
Firm, brown mottled light grey and light brown, very sandy, gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, mudstone and siltstone.
At 1.20m: very soft, very low strength.
155.52 1.80
(9.10)
Firm, medium strength, brown, very sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone, mudstone and coal.
Below 4.00m: stiff.
At 5.00m: soft, low strength.
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.25 D10.25 J20.30 B30.50 D40.50 J5
1.00 B6
1.20-1.65 U7 0.45 DRY 48 blows
1.70 D8
2.00-2.45 SPT N=12 2,3/2,3,3,41.50 DRY2.00-2.45 D102.00-2.50 B9
3.00-3.45 U11 0.41 3.00 DRY 52 blows
3.50 D12
4.00-4.45 SPT N=15 2,3/4,4,3,44.00 DRY4.00-4.45 D144.00-4.50 B13
5.00-5.45 U15 0.36 4.50 DRY 56 blows
Water strike(1) at 5.40m, rose to 4.90m in 20 mins, sealed at 5.70m.
5.50 D16
6.00 D17
6.50-6.95 SPT N=13 2,4/4,3,3,36.00 DRY6.50-6.95 D196.50-7.00 B18
7.50 D20
8.00-8.45 SPT N=12 2,2/2,3,3,47.50 DRY
Excavating from 0.00m to 1.20m for 1.00 hour.
1/4
Below 9.50m: very stiff.
146.42 10.90
(1.10)
Extremely weak, dark grey MUDSTONE, recovered as slightly clayey, slightly sandy, fine and medium gravel.
Below 11.80m: recovered as coarse gravel.
145.32 12.00
(3.00)
Dark grey, weathered SILTSTONE (driller's description).
Between 12.00m and 12.60m: assumed zone of core loss.Between 12.60m and 13.00m: non intact, recovered as angular to subrounded, fine to coarse gravel.Between 13.00m and 15.00m: no recovery.
142.32 15.00 Weak, locally very weak, thinly laminated, dark grey, carbonaceous MUDSTONE distinctly weathered. Fractures are extremely to very closely spaced (0-10 degrees) subhorizontal, planar, smooth and undulating. Subvertical (80-90 degrees) planar, smooth and stepped.
Between 15.00m and 15.10m: assumed zone of core loss.Between 15.10m and 15.30m: non intact, recovered as angular to subrounded, fine to
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)
TCR SCR RQD FI
Sample / Tests Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH03A
1:40 TB
200mm cased to 9.00m150mm cased to 11.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH03
BoreholeNumber
157.32
395380.3 E 399971 N16/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Boring Method Casing Diameter
CasingDepth
(m)
WaterDepth
(m)
Cable percussion with rotary follow on
8.00-8.45 D228.00-8.50 B21
8.50 D23
9.50-9.95 SPT N=30 3,5/6,7,8,99.00 DRY9.50-9.95 D25
9.50-10.00 B24
10.50 D26
11.00-11.25 SPT 100/95 10,15/68,3210.80 11.5011.00-11.25 D28
11.00-11.50 B27
11.80-11.98 SPT 25*/75100/100
21,4/72,2811.50 11.5011.80-11.96 D29
12.00
12.60
AZCL
Cable percussion complete at 12.00m - continued by rotary coring to 30.00m using water flush and continued gas monitoring.
13.00
40 0 0
NI
14.00
0 0 0
15.00
0 0 0
NR
15.10AZCL
15.30NI
Chiselling from 11.00m to 12.00m for 1.00 hour.
93 80 0
>25
2/4
(11.60)
coarse gravel and cobbles (90mm x 70mm)
Between 16.50m and 16.70m: assumed zone or core loss.
Between 17.00m and 17.40m: non intact, recovered as angular to subrounded, fine to coarse gravel and cobbles (80mm x 60mm)
Between 18.20m and 18.35m: iron stone bands.
Between 19.00m and 19.70m: non intact, recovered as angular to subrounded, fine to coarse gravel.
Between 19.70m and 22.55m: subhorizontal and subvertical, smooth, undulating discontinues and tight.
Between 22.50m and 22.80m: non intact, recovered as grey, angular gravel.
Between 22.80m and 23.20m: subhorizontal, closely spaced, smooth, undulating and discontinues.
Between 23.20m and 23.80m: subhorizontal and subvertical, smooth, undulating and discontinues.
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH03A
1:40 TB
200mm cased to 9.00m150mm cased to 11.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH03
BoreholeNumber
157.32
395380.3 E 399971 N16/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Casing Diameter
TCR SCR RQD FI
Machine :
Flush :
Core Dia : mm
Method :
16.50
16.70
AZCL
17.00
>25
17.40
NI
18.00
87 60 0
19.00
>25
19.50
100 60 0
19.70
NI
20.40
>40
21.00
100 30 0
22.50
100 50 45
10
22.80
NI
23.20
11
23.80
20
24.00
100 10 0
NI
3/4
Between 23.80m and 24.10m: non intact, recovered as grey, angular gravel.Between 24.10m and 24.30m: subhorizontal and subvertical, smooth, ululating discontinues.Between 24.30m and 24.50m: non intact, recovered as grey gravel.Between 24.50m and 24.80m: subhorizontal and subvertical, smooth, undulating discontinues.Between 24.80m and 25.00m: non intact, recovered as gravel.Between 25.00m and 26.60m: subhorizontal and subvertical, smooth, undulating discontinues.
130.72 26.60(0.10) Black COAL, recovered as black, angular, fine and medium gravel.130.62 26.70(0.10)
Medium strength, grey, thickly laminated SILTSTONE. Discontinues closely spaced, smooth, horizontal and subvertical.
130.52 26.80(0.15)
COAL.
130.37 26.95
(0.55)
Medium strength, grey, thickly laminated SILTSTONE. Discontinues closely spaced, smooth, horizontal and subvertical.
129.82 27.50
(2.50)
Medium strength, grey, thickly laminated SANDSTONE. Discontinues are closely spaced, in places medium spaced, rough, horizontal and subvertical.
127.32 30.00Complete at 30.00m
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
Legend InstrDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Field Records
Remarks Scale(approx)
LoggedBy
Figure No.
41329.BH03A
1:40 TB
200mm cased to 9.00m150mm cased to 11.80m120mm cased to 15.00m
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
BH03
BoreholeNumber
157.32
395380.3 E 399971 N16/01/2014-22/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Casing Diameter
TCR SCR RQD FI
Machine :
Flush :
Core Dia : mm
Method :
24.10
24.30
5
24.50
NI
24.80
20
25.00
NI
25.50
100 40 0
26.60
13
26.70NI
26.801
27.00
100 50 30
27.50
NI
27.70
10
27.80NI
28.50
85 80 50
28.70
21
29.00
NI
30.00
100 70 60
4
4/4
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP01
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP01Number
157.37
395416.5 E 399943.8 N21/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.30) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.
157.07 0.30
(0.90)
Firm, brown occasionally mottled light grey, sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
156.17 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.10 D1
Hand pit remained dry and stable during excavation.
0.10 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP02
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP02Number
158.34
395468.2 E 399989.2 N21/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.30) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.
158.04 0.30
(0.40)MADE GROUND: Dark grey and dark brown, sandy, angular to subrounded, fine to coarse gravel including clinker, slag, ash, brick, concrete and sandstone.
157.64 0.70
(0.50)
Firm, brown occasionally mottled light grey, slightly sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
157.14 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.Hand pit remained dry and stable during excavation.
0.40 D10.40 J2
0.80 D30.80 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP03
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP03Number
156.86
395403.6 E 400091.2 N20/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.30) Grass over MADE GROUND: Dark brown, clayey, sandy TOPSOIL.
156.56 0.30
(0.90)
Firm, brown occasionally mottled grey, slightly sandy, slightly gravelly CLAY of intermediate plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
155.66 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.Hand pit remained dry and stable during excavation.
0.20 D10.20 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP04
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP04Number
157.32
395433.3 E 400087.5 N20/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.20) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.157.12 0.20
(1.00)
Firm, brown occasionally mottled grey, slightly sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, mudstone and siltstone.
Below 0.50m: sandy.
156.12 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.10 D1
Hand pit remained dry and stable during excavation.
0.10 J2
0.40 D30.40 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP05
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP05Number
158.22
395460.9 E 400081.9 N20/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.15) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.158.07 0.15
(1.05)
Firm, brown occasionally mottled light grey, slightly sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
157.02 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.10 D10.10 J2
Hand pit remained dry and stable during excavation.
0.30 D30.30 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP06
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP06Number
157.50
395401.5 E 400019.1 N21/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.20) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.157.30 0.20
(1.00)
Firm, brown occasionally mottled light grey, slightly sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
156.30 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.10 D10.10 J2
Hand pit remained dry and stable during excavation.
0.40 D30.40 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP07
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP07Number
157.67
395427.8 E 400041.3 N20/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.30) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.
157.37 0.30
(0.90)
Firm, brown mottled grey, slightly sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
156.47 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.10 D1
Hand pit remained dry and stable during excavation.
0.10 J2
0.60 D30.60 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP08
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP08Number
158.45
395456.5 E 400052 N20/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.40)Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.
158.05 0.40
(0.80)
MADE GROUND: Soft, grey brown, slightly sandy, slightly gravelly clay. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone (reworked).
157.25 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.Hand pit remained dry and stable during excavation.
0.20 D10.20 J2
0.70 D30.70 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP09
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP09Number
157.97
395406.1 E 399994.5 N21/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
1
(0.15) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.157.82 0.15
(0.55) MADE GROUND: Dark grey, very sandy, angular to subangular, fine to coarse gravel including clinker, ash, slag, sandstone, brick, porcelain, concrete and glass.
157.27 0.70
(0.50)
Firm, brown occasionally mottled grey, slightly sandy, slightly gravelly CLAY of low plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
156.77 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.Spalling of pit walls between 0.20m and 0.70m.
0.30 D10.30 J2 Water strike(1) at 0.40m.
0.80 D30.80 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.HP10
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
HP10Number
158.35
395442.7 E 400007.6 N21/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
Hand excavated0.40m x 0.40m x 1.20m
(0.30) Grass over MADE GROUND: Dark brown, clayey, sandy, slightly gravelly topsoil with rootlets. Gravel is angular to subrounded, fine to coarse including sandstone, mudstone, ash and clinker.
158.05 0.30
(0.90)
Firm, brown occasionally mottled grey, slightly sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
157.15 1.20Complete at 1.20m
Samples marked as J comprise 1 x amber jar and 1 x vial.Hand pit remained dry and stable during excavation.
0.20 D10.20 J2
0.50 D30.50 J4
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.TP01
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
TP01Number
158.19
395428.9 E 399997 N23/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
5T tracked excavator2.00m x 0.60m x 2.60m
Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.
158.09 0.10
MADE GROUND: Dark grey, sandy, angular to subangular, fine to coarse gravel including ash, sandstone, slag and brick.
158.04 0.15
(2.45)
Firm, high strength, light brown occasionally mottled light grey and light brown, silty, sandy, slightly gravelly CLAY of intermediate plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
Below 1.00m: brown occasionally mottled light grey.
Below 1.50m: slightly friable.
Below 2.00m: stiff.
155.59 2.60Complete at 2.60m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.13 D1
Trial pit remained dry and stable during excavation.
0.13 J2
Soakaway test conducted in trial pit (labelled as SA01).
0.40 B30.40 D4
115.5,115.5,115.5/Av. 115.500.50 HV 116kPa
0.40 J5
140,136.5,133/Av. 136.501.50 HV 137kPa1.50 B61.50 D7
2.50 B82.50 D9
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.TP02
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
TP02Number
157.67
395405 E 399967.6 N23/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
5T tracked excavator2.40m x 0.60m x 3.00m
(0.15) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.157.52 0.15
(0.15)
MADE GROUND: Dark grey, slightly clayey, sandy, angular to subangular, fine to coarse gravel including ash, clinker, slag and brick.
157.37 0.30
(1.10)Firm, brown mottled light grey, slightly sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, siltstone and mudstone.
Below 0.60m: stiff, very high strength.
156.27 1.40
(0.50)
Firm, brown occasionally mottled light grey, slightly silty, slightly sandy CLAY.
155.77 1.90
(1.10)
Firm, brown occasionally mottled light grey, slightly silty, slightly sandy, slightly gravelly CLAY. Gravel is subangular to subrounded, fine to coarse including sandstone, mudstone, siltstone and coal.
Below 2.00m: stiff.
154.67 3.00Complete at 3.00m
Samples marked as J comprise 1 x amber jar and 1 x vial.
0.10 D1
Trial pit remained dry and stable during excavation.
0.10 J2
Soakaway test conducted in trial pit (labelled as SA02).
0.20 D30.20 J40.50 B50.50 D6
171.5,171.5,178.5/Av. 173.830.60 HV 173.83kPa
0.50 J7
1.50 B81.50 D9
2.50 B102.50 D11
1/1
Location
Ground Level (mOD)
Dates
Site
Client
Engineer
JobNumber
Sheet
Wat
er
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:40 TB 41329.TP03
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
41329
TP03Number
158.34
395456.6 E 399974.7 N23/01/2014
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Plan.
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Trial Pit
DimensionsExcavation Method
WaterDepth(m)
Field Records
Remarks
Scale (approx) Logged By Figure No.
5T tracked excavator2.40m x 0.60m x 2.80m
(0.30) Grass over MADE GROUND: Dark brown, clayey, sandy topsoil with rootlets.
158.04 0.30
(2.50)
Firm, high strength, brown occasionally mottled light grey, very sandy, slightly gravelly CLAY of low to intermediate plasticity. Gravel is subangular to subrounded, fine to coarse including sandstone, mudstone and siltstone.
Below 1.50m: clay is of low plasticity
Below 2.30m: stiff with occasional lenses of sand.
155.54 2.80Complete at 2.80m
Samples marked as J comprise 1 x amber jar and 1 x vial.Trial pit remained dry and stable during excavation.
0.20 D10.20 J2
105,112,108.5/Av. 108.500.50 HV 109kPa0.50 B30.50 D40.50 J5
140,143.5,136.5/Av. 140.001.00 HV 140kPa
1.50 B61.50 D7
2.50 B82.50 D9
1/1
Client:Site:
Job No: 41329 Test No: SA01 Test 1
Time (min) Depth (mm) Length (m) = 2.000 920 Width (m) = 0.60
0.5 930 Depth (m) = 2.601 9302 930 920mm3 940 970mm4 940 933mm6 950 945mm
10 950 958mm15 950
25 960 1.20030 960 9.80640 960 0.03050 96060 960120 970 2.5180 970 23240 970300 970
2.49E-06 normal testn/a pit with stone
TB Date: 23/01/2014DH Date: 24/01/2014AL Date: 29/01/2014
Soil infiltration rate, f, (m/s) =Soil infiltration rate, f, (m/s) =
Carried out by:
Checked by:
Base area of pit (m2) =Eff area of loss 75 - 25% (m2) =
Volume outflow 75 - 25% (m3) =
Input by:
(1) Soakaway test undertaken in TP01.
CALCULATION OF SOIL INFILTRATION RATE
tp 75 (min) =tp 25 (min) =
Notes
From the graph:
Size of Soakaway
Depth to water at start of test =Depth to water at end of test =
Depth to water at 25% level =
SOAKAWAY DESIGN IN ACCORDANCE WITH BRE DIGEST 365: 1991BRE Digest 365, Figure 2, Page 5
Carillion BuildingNew Ashton Primary School, Stamford
Depth to water at 75% level =Depth to water at 50% level =
910
920
930
940
950
960
970
980
0 50 100 150 200 250 300 350
Dep
th (
mm
)
Time (mins)
Client:Site:
Job No: 41329 Test No: SA02 Test 1
Time (min) Depth (mm) Length (m) = 2.400 1510 Width (m) = 0.601 1510 Depth (m) = 3.003 15105 1520 1510mm
10 1530 1540mm15 1530 1518mm25 1530 1525mm30 1540 1533mm50 1540
60 1540 1.440120 1540 10.290240 1540 0.022300 1540
4.526.5
1.59E-06 normal testn/a pit with stone
TB Date: 23/01/2014DH Date: 24/01/2014AL Date: 29/01/2014
Soil infiltration rate, f, (m/s) =Soil infiltration rate, f, (m/s) =
Carried out by:
Checked by:
Base area of pit (m2) =Eff area of loss 75 - 25% (m2) =
Volume outflow 75 - 25% (m3) =
Input by:
(1) Soakaway test undertaken in TP02.
CALCULATION OF SOIL INFILTRATION RATE
tp 75 (min) =tp 25 (min) =
Notes
From the graph:
Size of Soakaway
Depth to water at start of test =Depth to water at end of test =
Depth to water at 25% level =
SOAKAWAY DESIGN IN ACCORDANCE WITH BRE DIGEST 365: 1991BRE Digest 365, Figure 2, Page 5
Carillion BuildingNew Ashton Primary School, Stamford
Depth to water at 75% level =Depth to water at 50% level =
1505
1510
1515
1520
1525
1530
1535
1540
1545
0 50 100 150 200 250 300 350
Dep
th (
mm
)
Time (mins)
Ian Farmer Associates TRL Dynamic ConeGeotechnical and Environmental Specialists Penetrometer TestProject: New Ashton Primary School, StamfordClient: Carillion Building Project No: 41329Engineer: TBEasting: 395395.4Northing: 399936.1 Date: 28/01/2014Elevations: 157.15
Location: CBR 01 Test: 1 DCP zero reading: 50
Layer Depth below g.l.(mm) Layer Total Blows at DCP value EquivalentTop Base Thickness Base of Layer (mm/blow) CBR (%)
1 50 92 42 3 14.0 18.62 92 160 68 20 4.0 69.83 160 550 390 58 10.3 25.84 550 610 60 59 75.0 3.15 610 937 327 91 10.2 25.9
Derivation of CBR value from DCP based on TRRL Road Note 8 (60 degree cone)
0
100
200
300
400
500
600
700
800
900
1000
0 20 40 60 80 100
DC
P R
ead
ing
(m
m)
Total Blows
DCP Reading vs Total Blows
Ian Farmer Associates TRL Dynamic ConeGeotechnical and Environmental Specialists Penetrometer TestProject: New Ashton Primary School, StamfordClient: Carillion Building Project No: 41329Engineer: TBEasting: 395380.2Northing: 399940.95 Date: 28/01/2014Elevations: 156.93
Location: CBR 02 Test: DCP zero reading: 70
Layer Depth below g.l.(mm) Layer Total Blows at DCP value EquivalentTop Base Thickness Base of Layer (mm/blow) CBR (%)
1 70 163 93 11 8.5 31.62 163 315 152 75 2.4 121.03 315 946 631 116 15.4 16.8
Derivation of CBR value from DCP based on TRRL Road Note 8 (60 degree cone)
0
100
200
300
400
500
600
700
800
900
1000
0 20 40 60 80 100 120 140
DC
P R
ead
ing
(m
m)
Total Blows
DCP Reading vs Total Blows
Ian Farmer Associates TRL Dynamic ConeGeotechnical and Environmental Specialists Penetrometer TestProject: New Ashton Primary School, StamfordClient: Carillion Building Project No: 41329Engineer: TBEasting: 395370.87Northing: 399959.08 Date: 28/01/2014Elevations: 157.02
Location: CBR 03 Test: DCP zero reading: 92
Layer Depth below g.l.(mm) Layer Total Blows at DCP value EquivalentTop Base Thickness Base of Layer (mm/blow) CBR (%)
1 92 311 219 7 31.3 7.92 311 736 425 9 212.5 1.03 736 933 197 20 17.9 14.34 933 939 6 23 2.0 145.1
Derivation of CBR value from DCP based on TRRL Road Note 8 (60 degree cone)
0
100
200
300
400
500
600
700
800
900
1000
0 5 10 15 20 25
DC
P R
ead
ing
(m
m)
Total Blows
DCP Reading vs Total Blows
Standard Penetration Test Results
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
Job Number
41329
Sheet
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Engineer : TPS Consult
BoreholeNumber
Base ofBorehole
(m)
End ofSeatingDrive(m)
End ofTestDrive(m)
TestType
Seating Blowsper 75mm
1 2 1 2 3 4
Blows for each 75mm penetrationResult Comments
BH01 2.00 2.15 2.45 SPT 2 3 3 4 4 4 N=15
BH01 4.00 4.15 4.45 SPT 3 4 5 5 5 5 N=20
BH01 6.50 6.65 6.95 SPT 4 4 5 5 6 6 N=22
BH01 9.50 9.65 9.95 SPT 4 5 6 7 7 7 N=27
BH01 12.50 12.65 12.83 SPT 11 14 31 40 29 25*/145mm100/180mm
BH01 14.00 14.08 14.19 SPT 19 6 40 60 25*/75mm100/110mm
BH01 14.80 14.88 14.97 SPT 25 59 41 25*/75mm100/95mm
BH02 1.20 1.35 1.65 SPT 1 1 2 2 3 3 N=10
BH02 3.00 3.15 3.45 SPT 2 2 2 2 2 3 N=9
BH02 5.00 5.15 5.45 SPT 2 2 2 3 3 3 N=11
BH02 7.50 7.65 7.95 SPT 2 3 3 4 4 4 N=15
BH02 10.00 10.15 10.45 SPT 3 3 4 5 7 8 N=24
BH03 2.00 2.15 2.45 SPT 2 3 2 3 3 4 N=12
BH03 4.00 4.15 4.45 SPT 2 3 4 4 3 4 N=15
BH03 6.50 6.65 6.95 SPT 2 4 4 3 3 3 N=13
BH03 8.00 8.15 8.45 SPT 2 2 2 3 3 4 N=12
BH03 9.50 9.65 9.95 SPT 3 5 6 7 8 9 N=30
BH03 11.00 11.15 11.25 SPT 10 15 68 32 100/95mm
BH03 11.80 11.88 11.98 SPT 21 4 72 28 25*/75mm100/100mm
1 / 1
Standpipe
395447.9 E 399981 N 158.23
157.93 0.30 Concrete
157.23 1.00Cement/Bentonite Grout
145.23 13.00
Slotted Standpipe
128.23 30.00
Cement/Bentonite Grout
Location
Site
Client
Engineer
JobNumber
Sheet
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
BoreholeNumber
BH01
41329
Wat
er
Groundwater Observations During Drilling
Start of Shift End of Shift
DepthHole(m)
DepthHole(m)
CasingDepth
(m)
CasingDepth
(m)
WaterDepth
(m)
WaterDepth
(m)
WaterLevel(mOD)
WaterLevel(mOD)
Date
Date
Time
Time Time
DepthStruck
(m)
CasingDepth(m)
Inflow RateDepthSealed
(m)5 min 10 min 15 min 20 min
Ground Level (mOD)
DimensionsInstallation Type
LegendInstr
Remarks
Description Groundwater Strikes During Drilling
Readings
Remarks
(A)Level(mOD)
Depth(m)
Date
Time Depth(m)
Level(mOD)
Instrument [A]
Instrument Groundwater Observations
Inst. [A] Type :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
1/1
1
1
Standpipe
395422.3 E 399960.3 N 157.75
5.20 4.90 5.80
157.55 0.20 Concrete
157.25 0.50Cement/Bentonite Grout
152.25 5.50
Slotted Standpipe
147.30 10.45
Cement/Bentonite Grout
Location
Site
Client
Engineer
JobNumber
Sheet
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
BoreholeNumber
BH02
41329
Wat
er
Groundwater Observations During Drilling
Start of Shift End of Shift
DepthHole(m)
DepthHole(m)
CasingDepth
(m)
CasingDepth
(m)
WaterDepth
(m)
WaterDepth
(m)
WaterLevel(mOD)
WaterLevel(mOD)
Date
Date
Time
Time Time
DepthStruck
(m)
CasingDepth(m)
Inflow RateDepthSealed
(m)5 min 10 min 15 min 20 min
Ground Level (mOD)
DimensionsInstallation Type
LegendInstr
Remarks
Description Groundwater Strikes During Drilling
Readings
Remarks
(A)Level(mOD)
Depth(m)
Date
Time Depth(m)
Level(mOD)
Instrument [A]
Instrument Groundwater Observations
Inst. [A] Type :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
1/1
11
395380.3 E 399971 N 157.32
5.40 4.90 5.70
157.12 0.20 Concrete
145.32 12.00
Cement/Bentonite Grout
127.32 30.00
Slotted Standpipe
Location
Site
Client
Engineer
JobNumber
Sheet
New Ashton Primary School, Stamford
Carillion Building
TPS Consult
BoreholeNumber
BH03
41329
Wat
er
Groundwater Observations During Drilling
Start of Shift End of Shift
DepthHole(m)
DepthHole(m)
CasingDepth
(m)
CasingDepth
(m)
WaterDepth
(m)
WaterDepth
(m)
WaterLevel(mOD)
WaterLevel(mOD)
Date
Date
Time
Time Time
DepthStruck
(m)
CasingDepth(m)
Inflow RateDepthSealed
(m)5 min 10 min 15 min 20 min
Ground Level (mOD)
DimensionsInstallation Type
LegendInstr
Remarks
Description Groundwater Strikes During Drilling
Readings
Remarks
(A)Level(mOD)
Depth(m)
Date
Time Depth(m)
Level(mOD)
Instrument [A]
Instrument Groundwater Observations
Inst. [A] Type :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved
1/1
Appendix 3 pages iii/i-iii/ii iii/i
APPENDIX 3
GENERAL NOTES ON LABORATORY TESTS ON SOILS
A3.1 GENERAL
A3.1.1 Where applicable all tests are carried out in accordance with the relevant British Standard. The laboratory test procedures are as below:
Test Name Procedures BS1377:1990 Part:Clause Moisture Content 2:3 Liquid Limit 2:4 Plastic Limit and Plastic Index 2:5 Linear Shrinkage 2:6 Particle Size Distribution 2:9 Loss on Ignition 3:4* Sulphate content 3:5 Chloride Content 3:7* pH Value 3:9 Compaction Test 4:3* Moisture condition Value 4:5 California Bearing Ratio 4:7 Consolidation 5:3 Bulk Density 7:2* Laboratory Vane Tests 7:3* Shear Box 7:4* Triaxial Compression Total Stress Single-Stage 7:8 Total Stress Multi-Stage 7:9 Effective Stress Note 1* Permeability Note 2* Desiccation Note 3* In-situ density by Sand replacement Part 9 Core Cutter Part 9 Nuclear density Part 9 BS812 Part:Clause Ten % fines (Dry and Soaked) 111 Aggregate crushing value 110 Particle density and water absorption 2 Particle size distribution 103 Moisture content – oven drying 109 Soundness 121
Appendix 3 pages iii/i-iii/ii iii/ii
BS:1881 Part:Clause Chloride Content 124:10.2 Sulphate content 124:10.3 Curing/density and compressive strength of concrete tubes 116-111-114 Location of reinforcement 204 Carbonation Note 4 Resistivity Note 5 Sampling of concrete dust by drilling Note 6 Half cell potential Note 7 Note 1 - Manual of soils laboratory testing volume 3: 1985, section 19.2 by K.H. Head Note 2 - Manual of soils laboratory testing volume 2: 1985, section 10.7 by K.H. Head Note 3 - BRE Information paper IP4 issued February 1993 Note 4 - BRE Information paper IP6/81 Note 5 - In-house document number 109 Note 6 - In-house document number 112 Note 7 - ASTM C876-91 * Tests are not included in UKAS accreditation
A3.1.2 Any discussion in this report is based on the values and results obtained from the appropriate tests. Due allowance should be made, when considering any result in isolation, of the possible inaccuracy of any such individual result. Details of the accuracy of results are included in this section, where applicable.
Unit 4 Faraday Close, Pattinson North Industrial Estate, Washington, Tyne & Wear, NE38 8QJ.Tel. 0191 4828500 Fax. 0191 4828520 Email. [email protected] Internet.www.ianfarmerassociates.co.uk
Ian Farmer Associates (1998) Ltd17 Rivington CourtWarringtonCheshireWA1 4RT
TEST REPORT - 41329/1
F.A.O. Mr A Latimer
Site : New Ashton Primary School, Stamford
Job Number : 41329
Originating Client : Carillion Building
Originating Reference : 41329
Date Sampled : Not Given
Date Scheduled : 31/01/2014
Date Testing Started : 11/02/14
Date Testing Finished : 20/02/14
Remarks : First Report for above Job Number••Samples will be disposed of 28 days after the report is issued unlessotherwise agreed
•This report may contain results from tests which are not includedwithin the scope of the UKAS accreditation. Please see final sheet fordetails.
Daniel SmithAuthorised By:
Position : Laboratory Supervisor Date : 20/02/14
Ian Farmer Associates (1998) Limited. Registered in England and Wales No. 3661447Registered Office: Unit 4 Faraday Close, Pattinson North Industrial Estate, Washington. NE38 8QJOffices in: Coventry (02476) 456565. Harpenden, Herts. (01582) 460018. Truro (01827) 261775Warrington (01925) 855440. Newcastle upon Tyne (0191) 4828500. Motherwell (01698) 230231.
1464
Page 1 of 51
DETERMINATION OF MOISTURE CONTENT, LIQUID LIMIT AND PLASTIC LIMITAND DERIVATION OF PLASTICITY AND LIQUIDITY INDEX
Laboratory Test Report - 41329
Borehole/Trial Pit
Depth(m) Sample
Natural/
Sieved
NaturalMoistureContent
%
Sample Passing425µm Sieve
Percentage
%
MoistureContent
%
LiquidLimit
%
PlasticLimit
%
PlasticityIndex
%
LiquidityIndex Class Description / Remarks
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.4 Preparation of samples for classification tests BS 1377:PART 2:1990:4.2 & 5.2 Sample preparations
Method of Test : BS 1377:PART 2:1990:3.2 Determination of moisture content 4.3 Determination of the liquid limit 5.3 Determination of the plastic limit and plasticity index
BH01 0.80 D3 Natural 20 98 20 35 20 15 0.00 CL/CI Brown sandy gravelly CLAY
BH01 1.20 U6 Natural 20 99 20 21 4 17 0.94 CL Brown sandy gravelly CLAY
BH01 3.00 U10 Natural 12 Brown sandy gravelly CLAY
BH01 5.00 U14 Natural 13 91 14 25 9 16 0.31 CL Brown sandy gravelly CLAY with sand bands
BH01 6.50 B17 Natural 13 Brown sandy gravelly CLAY
BH01 8.00 U20 Natural 14 Brown gravelly sandy CLAY
BH01 9.50 D25 Natural 12 Brown sandy gravelly CLAY
BH01 11.00 U27 Natural 11 95 12 28 14 14 -0.14 CL Brown sandy gravelly CLAY
BH01 13.50 D32 Natural 17 Grey sandy silty gravelly CLAY
BH02 0.50 D1 Natural 51 MADE GROUND: Brown black organic gravelly sandy clay
BH02 1.00 B5 Natural 20 89 22 31 16 15 0.40 CL Brown very sandy gravelly CLAY
BH02 2.00 U9 Natural 14 99 15 26 13 13 0.15 CL Brown very sandy gravelly CLAY
BH02 4.00 U13 Natural 14 96 14 24 13 11 0.09 CL Brown gravelly sandy CLAY
BH02 6.00 U17 Natural 13 96 14 23 12 11 0.18 CL Brown very sandy gravelly CLAY
BH02 9.00 U23 Natural 13 95 13 26 14 12 -0.08 CL Brown gravelly sandy CLAY
BH03 0.50 D4 Natural 17 Brown gravelly sandy CLAY
BH03 1.00 B6 Natural 19 Brown very sandy gravelly CLAY
BH03 1.20 U7 Natural 20 96 20 22 12 10 0.80 CL Brown very sandy slightly gravelly CLAY
BH03 3.00 U11 Natural 15 97 15 26 8 18 0.39 CL Brown gravelly sandy silty CLAY
BH03 5.00 U15 Natural 15 97 15 28 14 14 0.07 CL Brown sandy silty CLAY
BH03 7.50 D20 Natural 16 Brown sandy gravelly CLAY
BH03 9.50 B24 Natural 16 97 16 30 15 15 0.07 CL Brown sandy slightly gravelly CLAY
BH03 10.50 D26 Natural 16 Brown sandy gravelly CLAY
BH03 11.80 D29 Natural 5.4 Grey MUDSTONE
HP03 0.50 D3 Natural 20 91 21 40 19 21 0.10 CI Brown sandy gravelly CLAY
HP05 0.30 D3 Natural 20 95 20 34 16 18 0.22 CL Brown sandy gravelly CLAY
HP09 0.80 D3 Natural 23 93 24 34 17 17 0.41 CL Brown sandy CLAY
TP01 0.40 B3 Natural 25 99 25 47 25 22 0.00 CI Brown silty sandy slightly gravelly CLAY
TP01 1.50 D7 Natural 17 Brown gravelly sandy CLAY
TP01 2.50 D9 Natural 20 Brown gravelly sandy CLAY
TP02 0.20 D3 Natural 27 MADE GROUND: Grey sandy gravel
TP02 0.50 D6 Natural 13 Brown sandy gravelly CLAY
TP02 1.50 D9 Natural 19 Brown sandy gravelly CLAY
TP02 2.50 D11 Natural 13 Brown sandy gravelly CLAY
TP03 0.50 B3 Natural 23 98 23 35 13 22 0.45 CL/CI Brown very sandy slightly gravelly CLAY
TP03 1.50 B6 Natural 17 96 18 30 17 13 0.08 CL Brown very sandy slightly gravelly CLAY
2 / 51
DETERMINATION OF MOISTURE CONTENT, LIQUID LIMIT AND PLASTIC LIMITAND DERIVATION OF PLASTICITY AND LIQUIDITY INDEX
Laboratory Test Report - 41329
Borehole/Trial Pit
Depth(m) Sample
Natural/
Sieved
NaturalMoistureContent
%
Sample Passing425µm Sieve
Percentage
%
MoistureContent
%
LiquidLimit
%
PlasticLimit
%
PlasticityIndex
%
LiquidityIndex Class Description / Remarks
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.4 Preparation of samples for classification tests BS 1377:PART 2:1990:4.2 & 5.2 Sample preparations
Method of Test : BS 1377:PART 2:1990:3.2 Determination of moisture content 4.3 Determination of the liquid limit 5.3 Determination of the plastic limit and plasticity index
TP03 1.50 D7 Natural 18 Brown sandy gravelly CLAY
TP03 2.50 D9 Natural 14 Brown sandy gravelly CLAY
3 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH01 1.20 U6 Brown sandy gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
6.3 mm 100
5 mm 100
3.35 mm 100
2 mm 99
1.18 mm 99
600 µm 99
425 µm 98
300 µm 96
212 µm 92
150 µm 86
63 µm 69
20 µm 58
6 µm 40
2 µm 27
28.0 µm
-
-
0%
1%
30%
42%
27%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
4 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 89
20 mm 82
14 mm 79
10 mm 78
6.3 mm 76
5 mm 75
3.35 mm 74
2 mm 73
1.18 mm 72
600 µm 70
425 µm 68
300 µm 61
212 µm 54
150 µm 48
63 µm 38
20 µm 33
6 µm 25
2 µm 18
288.6 µm
-
-
0%
27%
35%
20%
18%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
5 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH01 11.00 U27 Brown sandy gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 100
14 mm 98
10 mm 97
6.3 mm 95
5 mm 95
3.35 mm 94
2 mm 93
1.18 mm 92
600 µm 90
425 µm 88
300 µm 82
212 µm 74
150 µm 68
63 µm 57
20 µm 49
6 µm 38
2 µm 27
87.4 µm
-
-
0%
7%
36%
30%
27%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
6 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH02 1.00 B5 Brown very sandy gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 100
14 mm 98
10 mm 97
6.3 mm 95
5 mm 94
3.35 mm 93
2 mm 92
1.18 mm 90
600 µm 88
425 µm 85
300 µm 77
212 µm 68
150 µm 58
63 µm 44
20 µm 36
6 µm 24
2 µm 17
161.4 µm
-
-
0%
8%
48%
27%
17%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
7 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH02 2.00 U9 Brown very sandy gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 100
14 mm 96
10 mm 94
6.3 mm 93
5 mm 92
3.35 mm 91
2 mm 89
1.18 mm 88
600 µm 86
425 µm 84
300 µm 77
212 µm 69
150 µm 62
63 µm 49
20 µm 43
6 µm 31
2 µm 22
138.5 µm
-
-
0%
11%
40%
27%
22%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
8 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH02 6.00 U17 Brown very sandy gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 90
14 mm 89
10 mm 88
6.3 mm 87
5 mm 86
3.35 mm 84
2 mm 83
1.18 mm 81
600 µm 79
425 µm 76
300 µm 68
212 µm 59
150 µm 52
63 µm 42
20 µm 36
6 µm 26
2 µm 19
221.8 µm
-
-
0%
17%
41%
23%
19%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
9 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt/Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
N/ABH03 1.00 B6 Brown very sandy gravelly CLAY
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 100
14 mm 100
10 mm 96
6.3 mm 93
5 mm 91
3.35 mm 89
2 mm 87
1.18 mm 84
600 µm 81
425 µm 78
300 µm 70
212 µm 61
150 µm 53
63 µm 42
203.6 µm
-
-
0%
13%
45%
42%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
10 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH03 1.20 U7 Brown very sandy slightly gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 100
14 mm 99
10 mm 97
6.3 mm 96
5 mm 95
3.35 mm 94
2 mm 92
1.18 mm 90
600 µm 87
425 µm 84
300 µm 73
212 µm 63
150 µm 54
63 µm 41
20 µm 35
6 µm 27
2 µm 19
190.1 µm
-
-
0%
8%
52%
22%
19%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
11 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteBH03 9.50 B24 Brown sandy slightly gravelly CLAY
200 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
20 mm 100
14 mm 97
10 mm 96
6.3 mm 95
5 mm 95
3.35 mm 94
2 mm 93
1.18 mm 92
600 µm 90
425 µm 88
300 µm 84
212 µm 78
150 µm 72
63 µm 62
20 µm 55
6 µm 40
2 µm 2951.3 µm
-
-
0%
7%
32%
32%
29%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
12 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteTP01 0.40 B3 Brown silty sandy slightly gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 100
14 mm 100
10 mm 100
6.3 mm 99
5 mm 99
3.35 mm 98
2 mm 98
1.18 mm 97
600 µm 96
425 µm 94
300 µm 86
212 µm 80
150 µm 74
63 µm 63
20 µm 57
6 µm 44
2 µm 33
39.1 µm
-
-
0%
2%
35%
30%
33%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
13 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteTP03 0.50 B3 Brown very sandy slightly gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 97
14 mm 97
10 mm 97
6.3 mm 96
5 mm 95
3.35 mm 95
2 mm 95
1.18 mm 94
600 µm 92
425 µm 90
300 µm 83
212 µm 75
150 µm 68
63 µm 56
20 µm 49
6 µm 37
2 µm 27
91.7 µm
-
-
0%
5%
39%
28%
27%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
14 / 51
Grading Analysis
D60
D10
Uniformity Coefficient
Particle Proportions
Cobbles + Boulders
Gravel
Sand
Silt
Clay
Sieve /Particle
Size
%Passing
DETERMINATION OF PARTICLE SIZE DISTRIBUTION
Laboratory Test Report - 41329
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.3 Initial preparation 7.4.5 Particle size tests
Preparation Details : Sample washed with no dispersant used, Oven Dried at 105 - 110°C
Method of Test : BS 1377:PART 2:1990:9 Determination of particle size distribution
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample
Pipette/
HydrometerDescription
PipetteTP03 1.50 B6 Brown very sandy slightly gravelly CLAY
200 mm 100
150 mm 100
125 mm 100
90 mm 100
75 mm 100
63 mm 100
50 mm 100
37.5 mm 100
28 mm 100
20 mm 100
14 mm 96
10 mm 96
6.3 mm 95
5 mm 94
3.35 mm 94
2 mm 93
1.18 mm 92
600 µm 89
425 µm 86
300 µm 79
212 µm 71
150 µm 63
63 µm 52
20 µm 45
6 µm 34
2 µm 23
125.3 µm
-
-
0%
7%
41%
29%
23%
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63 200 6300
10
20
30
40
50
60
70
80
90
100
Fine Medium Coarse Fine Medium Coarse Fine Medium CoarseCLAY
SILT SAND GRAVELCOBBLES BOULDERS
15 / 51
DETERMINATION OF THE pH VALUE AND THE SULPHATE CONTENT OF SOIL AND GROUNDWATER
Laboratory Test Report - 41329
Borehole/Trial Pit
Depth(m) Sample
Concentration of Soluble Sulphate
%
SoilS04 in 2:1Total S04water:soil
g /l
Groundwaterg /l
Percentageof samplepassing
2mm Sieve%
pH Description / Remarks
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.5 Preparation of soil for chemical tests BS 1377:PART 3:1990:5.2, 5.3, 5.4 & 9.4
Method of Test : BS 1377:PART 3:1990:5 Determination of the sulphate content of soil and ground water BS 1377:PART 3:1990:9 Determination of the pH value
BH01 0.80 D3 0.08 0.2 91 6.5 Brown sandy gravelly CLAY
BH01 1.20 U6 0.02 <0.1 60 8.2 Brown sandy gravelly CLAY
BH01 5.00 U14 0.04 <0.1 60 8.5 Brown sandy gravelly CLAY with sand bands
BH02 1.00 B5 0.01 <0.1 73 6.9 Brown very sandy gravelly CLAY
BH02 2.00 U9 0.02 <0.1 51 8.6 Brown very sandy gravelly CLAY
BH03 1.20 U7 0.02 <0.1 58 7.9 Brown very sandy slightly gravelly CLAY
BH03 9.50 B24 0.01 <0.1 70 8.4 Brown sandy slightly gravelly CLAY
HP09 0.80 D3 0.01 <0.1 37 7.6 Brown sandy CLAY
TP03 1.50 B6 0.01 0.2 62 6.9 Brown very sandy slightly gravelly CLAY
16 / 51
DETERMINATION OF TOTAL SULPHUR
Laboratory Test Report - 41329
Borehole/Trial Pit
Depth(m)
SamplePercentage
Passing0.150 Sieve
%
TotalSulphur
%Description / Remarks
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PART 1:1990:7.5 Preparation of soil for chemical tests BS 1377:PART 3:1990:5.2, 5.3, 5.4 & 9.4
Method of Test : BS EN 1744:PT1:1998:11 Determination of Total Sulphur
BH01 0.80 D3 44 0.01 Brown sandy gravelly CLAY
BH01 1.20 U6 31 0.01 Brown sandy gravelly CLAY
BH01 5.00 U14 30 0.01 Brown sandy gravelly CLAY with sand bands
BH02 1.00 B5 37 0.01 Brown very sandy gravelly CLAY
BH02 2.00 U9 23 0.01 Brown very sandy gravelly CLAY
BH03 1.20 U7 28 0.01 Brown very sandy slightly gravelly CLAY
BH03 9.50 B24 50 0.02 Brown sandy slightly gravelly CLAY
HP09 0.80 D3 3 0.01 Brown sandy CLAY
TP03 1.50 B6 32 0.01 Brown very sandy slightly gravelly CLAY
17 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
25
50
75
100
125
150
175
200
225
250
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH01 1.20 U6 Brown sandy gravelly CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
209.5
102.8
20
2.15
1.79
0.24
Latex
1.90
50
20
0.9
154
77
Plastic
Tes
t R
esu
lts
18 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
15
30
45
60
75
90
105
120
135
150
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
212.2
101.4
13
2.22
1.96
0.32
Latex
1.88
100
19.8
1.2
118
59
Plastic
Tes
t R
esu
lts
19 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
25
50
75
100
125
150
175
200
225
250
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 38
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH01 8.00 U20 Brown gravelly sandy CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
210.8
101.4
14
2.18
1.90
0.31
Latex
1.90
150
16.1
1.0
155
77
Compound
Tes
t R
esu
lts
20 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
25
50
75
100
125
150
175
200
225
250
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH02 4.00 U13 Brown gravelly sandy CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
211.5
101.5
14
2.29
2.01
0.31
Latex
1.89
100
19.9
1.2
228
114
Plastic
Tes
t R
esu
lts
21 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
15
30
45
60
75
90
105
120
135
150
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH02 6.00 U17 Brown very sandy gravelly CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
211.9
101.2
13
2.27
2.00
0.31
Latex
1.89
150
17
1.0
116
58
Plastic
Tes
t R
esu
lts
22 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
25
50
75
100
125
150
175
200
225
250
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH02 9.00 U23 Brown gravelly sandy CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
212.1
101.3
13
18.08
16.00
0.31
Latex
1.89
70
18.9
1.1
200
100
Plastic
Tes
t R
esu
lts
23 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
5
10
15
20
25
30
35
40
45
50
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 375
Depth from top of sample (mm) 40
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH03 1.20 U7 Brown very sandy slightly gravelly CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
212.1
101.9
20
2.21
1.85
0.31
Latex
1.89
50
18.9
1.1
32
16
Plastic
Tes
t R
esu
lts
24 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
15
30
45
60
75
90
105
120
135
150
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 350
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH03 3.00 U11 Brown gravelly sandy silty CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
210.1
101.6
15
2.31
2.02
0.34
Latex
1.91
75
20
1.3
106
53
Plastic
Tes
t R
esu
lts
25 / 51
Max
Dev
iato
r S
tres
s (k
Pa)
Strain %0 5 10 15 20
0
10
20
30
40
50
60
70
80
90
100
Membrane Type: Latex
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
DETERMINATION OF MOISTURE CONTENT, DENSITY AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE (DEFINITIVE METHOD)
Laboratory Test Report - 41329
BH03 5.00 U15 Brown sandy silty CLAY
41329
Job Number
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Preparation : BS 1377:PT1:1990:7.4.2 Moisture Content, BS 1377:PT1:1990:8.3 Preparation of undisturbed samples for testing or BS 1377:PT1:1990 :7.7.5.2 Preparation of disturbed samples for testing.
Method of Test : BS 1377:PT2:1990:3.2 Determination of moisture content, BS 1377:PT2:1990:7.2 Determination of density by linear measurement and BS1377:PT7:1990:8.4 Determination of undrained shear strength in triaxial compression without measurement of pore pressure (definitive method)
Remarks :
Borehole /
Trial Pit
Depth
(m)Sample Description
Test Type
Length of Specimen (mm)
Diameter of Specimen (mm)
Moisture Content (%)
Bulk Density (Mg/m³)
Dry Density (Mg/m³)
Membrane Thickness (mm)
Membrane Type
Rate of Strain (%/min)
Measured Cell Pressure (kPa)
Strain at Failure (%)
Membrane Correction (kPa)
Corrected Deviator Stress (kPa)
Shear Stress (kPa)
Mode of Failure (B/P/C)
Single Stage
210.1
101.9
15
2.21
1.93
0.34
Latex
1.90
100
20
1.3
69
35
Plastic
Tes
t R
esu
lts
26 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 1.20 U6 Brown sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
Diameter (mm) 75.20
Particle Density (Mg/m³)(Assumed)
2.65
Swelling Pressure (kN/m²)-
Lab Temp (°C) 21
Inital Final
Height (mm) 19.15 17.90
Wet Weight (g) 178.57 174.08
Moisture Content (%) 25 20
Bulk Density (Mg/m³) 2.10 2.19
Dry Density (Mg/m³) 1.68 1.82
Void Ratio 0.577 0.456
Degree of Saturation (%) 114.36 116.58
Pressure
kN/m²
25
50
100
200
25
Mv
m²/MN
1.2
0.48
0.33
0.20
0.07
Cv
m²/year
0.69
1.8
9.9
11
188
Void
Ratio
0.535
0.518
0.494
0.467
0.478
Pressure
kN/m²
Mv
m²/MN
Cv
m²/year
Void
Ratio
0.46
0.47
0.48
0.49
0.50
0.51
0.52
0.53
0.54
10 100
PRESSURE kN/m²
VO
ID R
AT
IO
27 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 1.20 U6 Brown sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
1
1.20
1.08
0.96
0.84
0.72
0.60
0.48
0.36
0.24
0.12
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.20
1.08
0.96
0.84
0.72
0.60
0.48
0.36
0.24
0.12
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
28 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 1.20 U6 Brown sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
2
1.05
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.05
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
29 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 1.20 U6 Brown sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
3
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
30 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 1.20 U6 Brown sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
4
1.55
1.50
1.45
1.40
1.35
1.30
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.55
1.50
1.45
1.40
1.35
1.30
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Square root time (mins)
31 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 1.20 U6 Brown sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
5
1.70
1.65
1.60
1.55
1.50
1.45
1.40
1.35
1.30
1.25
1.20
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.70
1.65
1.60
1.55
1.50
1.45
1.40
1.35
1.30
1.25
1.20
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
32 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
Diameter (mm) 75.02
Particle Density (Mg/m³)(Assumed)
2.65
Swelling Pressure (kN/m²)-
Lab Temp (°C) 21
Inital Final
Height (mm) 19.20 18.07
Wet Weight (g) 191.93 188.82
Moisture Content (%) 15 11
Bulk Density (Mg/m³) 2.26 2.36
Dry Density (Mg/m³) 1.97 2.13
Void Ratio 0.345 0.244
Degree of Saturation (%) 112.14 120.23
Pressure
kN/m²
50
100
200
400
50
Mv
m²/MN
0.54
0.21
0.14
0.09
0.03
Cv
m²/year
101
97
41
4.4
113
Void
Ratio
0.308
0.296
0.278
0.257
0.266
Pressure
kN/m²
Mv
m²/MN
Cv
m²/year
Void
Ratio
0.25
0.26
0.27
0.28
0.29
0.30
0.31
10 100
PRESSURE kN/m²
VO
ID R
AT
IO
33 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
1
1.20
1.08
0.96
0.84
0.72
0.60
0.48
0.36
0.24
0.12
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.20
1.08
0.96
0.84
0.72
0.60
0.48
0.36
0.24
0.12
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
34 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
2
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
35 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
3
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
0.70
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
0.70
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
36 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
4
1.50
1.45
1.40
1.35
1.30
1.25
1.20
1.15
1.10
1.05
0.99
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.50
1.45
1.40
1.35
1.30
1.25
1.20
1.15
1.10
1.05
0.99
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Square root time (mins)
37 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH01 5.00 U14 Brown sandy gravelly CLAY with sand bands
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
5
1.35
1.30
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.35
1.30
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
38 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH02 2.00 U9 Brown very sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Undisturbed
Orientation: Vertical
Diameter (mm) 74.96
Particle Density (Mg/m³)(Assumed)
2.65
Swelling Pressure (kN/m²)-
Lab Temp (°C) 21
Inital Final
Height (mm) 19.08 18.18
Wet Weight (g) 192.54 190.51
Moisture Content (%) 15 13
Bulk Density (Mg/m³) 2.29 2.37
Dry Density (Mg/m³) 1.99 2.11
Void Ratio 0.332 0.256
Degree of Saturation (%) 118.13 131.78
Pressure
kN/m²
25
50
100
200
25
Mv
m²/MN
0.78
0.33
0.25
0.15
0.05
Cv
m²/year
211
122
119
85
194
Void
Ratio
0.307
0.296
0.280
0.262
0.271
Pressure
kN/m²
Mv
m²/MN
Cv
m²/year
Void
Ratio
0.26
0.27
0.28
0.29
0.30
0.31
10 100
PRESSURE kN/m²
VO
ID R
AT
IO
39 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH02 2.00 U9 Brown very sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
1
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
40 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH02 2.00 U9 Brown very sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
2
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
0.45
0.40
0.35
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
0.45
0.40
0.35
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
41 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH02 2.00 U9 Brown very sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
3
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
42 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH02 2.00 U9 Brown very sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
4
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Square root time (mins)
43 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH02 2.00 U9 Brown very sandy gravelly CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
5
1.40
1.35
1.30
1.25
1.20
1.15
1.10
1.05
0.99
0.94
0.89
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.40
1.35
1.30
1.25
1.20
1.15
1.10
1.05
0.99
0.94
0.89
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
44 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH03 3.00 U11 Brown gravelly sandy silty CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
Init
ial S
pec
imen
Length of Sample (mm) 450
Depth from top of sample (mm) 50
Condition of Sample: Vertical
Orientation: Vertical
Diameter (mm) 74.40
Particle Density (Mg/m³)(Assumed)
2.65
Swelling Pressure (kN/m²)-
Lab Temp (°C) 21
Inital Final
Height (mm) 19.09 18.34
Wet Weight (g) 192.11 190.80
Moisture Content (%) 12 13
Bulk Density (Mg/m³) 2.31 2.39
Dry Density (Mg/m³) 2.06 2.12
Void Ratio 0.286 0.250
Degree of Saturation (%) 114.90 136.74
Pressure
kN/m²
25
50
100
200
25
Mv
m²/MN
0.64
0.29
0.21
0.14
0.05
Cv
m²/year
212
68
37
32
149
Void
Ratio
0.266
0.257
0.244
0.227
0.237
Pressure
kN/m²
Mv
m²/MN
Cv
m²/year
Void
Ratio
0.22
0.23
0.24
0.25
0.26
0.27
10 100
PRESSURE kN/m²
VO
ID R
AT
IO
45 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH03 3.00 U11 Brown gravelly sandy silty CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
1
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
46 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH03 3.00 U11 Brown gravelly sandy silty CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
2
0.50
0.48
0.46
0.44
0.42
0.40
0.38
0.36
0.34
0.32
0.30
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
0.50
0.48
0.46
0.44
0.42
0.40
0.38
0.36
0.34
0.32
0.30
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
47 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH03 3.00 U11 Brown gravelly sandy silty CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
3
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
0.45
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
0.95
0.90
0.85
0.80
0.75
0.70
0.65
0.60
0.55
0.50
0.45
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
48 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH03 3.00 U11 Brown gravelly sandy silty CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
4
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
0.70
0.65
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Square root time (mins)
49 / 51
ONE-DIMENSIONAL CONSOLIDATION TEST
Laboratory Test Report - 41329
Borehole /
Trial Pit
Depth
(m)Sample Stage Description
Job Number
41329
Page
Site : New Ashton Primary School, Stamford
Client : Carillion Building
Method of Test : BS 1377:PART 5:1990:3.5
Remarks :
BH03 3.00 U11 Brown gravelly sandy silty CLAY
Method of Preparation : BS 1377:PART 5:1990:3.3, 3.4
5
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0.01 0.1 1 10 100 1000 10000
Log Time (mins)
1.25
1.20
1.15
1.10
1.05
1.00
0.95
0.90
0.85
0.80
0.75
Cu
mu
lati
ve S
ettl
emen
t (m
m)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Square root time (mins)
50 / 51
Test Report : 41329/1
Site : New Ashton Primary School, StamfordJob Number : 41329Originating Client : Carillion Building
All opinions and interpretations contained within this report are outside of our Scope ofAccreditation.
The following tests contained within this report are not UKAS Accredited.Total Sulphur
Date of Issued : 20/02/14
Page 51 of 51
Appendix 4 pages iv/i-iv/iv iv/i
APPENDIX 4
GENERAL NOTES ON CHEMICAL TESTS
A4.1 ANALYTICAL CHEMISTRY TEST METHODS FOR SOILS
Test/Determinand Units LOD UKAS Method Notes
Arsenic (total) mg/kg 2.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Boron (water soluble)
mg/kg 0.2 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Cadmium (total) mg/kg 0.5 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Chromium (hexavalent)
mg/kg 0.1 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Chromium (total) mg/kg 0.5 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Copper (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Cyanide (free) mg/kg 1.0 Free Cyanide is extracted by steam distillation at pH4 which liberates free cyanide. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house based on British Gas
Cyanide (complex) mg/kg 1.0 Complex Cyanide is extracted by steam distillation with hydrochloric acid and copper sulphate after free cyanide has been removed. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house based on British Gas
Cyanide (total) mg/kg 1.0 Total Cyanide is extracted as complex cyanide without first removing the free cyanide and titrated as above. Alternatively the free and complex cyanide values are added to give a total cyanide. In house based on British Gas.
Electrical Conductivity
mS/cm 0.01 A 2:1 water to soil extract is analysed using an EC meter. In house method
Lead (total) mg/kg 5.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Mercury (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Nickel (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Organic Matter % 0.2 Organic matter is oxidised using dichromate. The dichromate left is determined using UV/VIS and the concentration of organic matter calculated. In house based on Walkley and Black.
pH 0.1 Water is added to the soil and the pH determined by pH meter. In house method
Appendix 4 pages iv/i-iv/iv iv/ii
Test/Determinand Units LOD UKAS Method Notes
Phenol (total mono) mg/kg 0.5 Phenol is extracted by steam distillation with sodium chloride and the phenol is determined colourimetrically using UV/VIS. In house method
Polyaromatic Hydrocarbons (total & 16 EPA)
mg/kg 5.0 PAHs are extracted by dichloromethane under pressure in a soxtherm. The extract is then injected into a GC-FID where the separated PAHs are quantitatively determined. In house method, based on British Gas.
Selenium (total) mg/kg 1.0 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Cyclohexane Extract
mg/kg 100 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method
Toluene Extract mg/kg 100 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method
Dichloromethane Extract
mg/kg 100 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method.
Sulphate (2:1 water soluble)
g/l 0.02 Soils are shaken in a 2:1 ratio with water. These are filtered and barium chloride added. Sulphate is then determined by measuring the turbidity by UV/VIS. In house based on MAFF.
Sulphate (total) mg/kg 200 Total Sulphate is extracted using weak hydrochloric acid. The filtrate is then determined as water soluble is using BaCl and UV/VIS. In house based on MAFF.
Sulphide mg/kg 10 Sulphide is extracted by steam distillation using Sulphuric acid and then determined by titration with sodium thiosulphate and iodine using starch as an indicator. In-house method.
Thiocyanate mg/kg 0.1 Thiocyanate is extracted in water and then determined colourimetrically using UV/VIS. In house method.
Total Petroleum Hydrocarbons (C10-40)
mg/kg 50 TPHs are extracted in dichloromethane on soxtherm and determined by GC-FID. In house method.
Zinc (total) mg/kg 10 Metals are extracted from soil in aqua-regia. The extracts are then analysed by ICP-OES. In house based on British Gas.
Anions (Flouride, Chloride, Bromide, Nitrite, Nitrate, Phosphate)
Anions are extracted in water and determined by ion chromatography. In house method
Cations inc. Ammonia
Cations are extracted in water and determined by ion chromatography. In house method
Appendix 4 pages iv/i-iv/iv iv/iii
A4.2 ANALYTICAL CHEMISTRY TEST METHODS FOR WATER
Test/Determinand Units LOD UKAS Method Notes
Arsenic g/l 13 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Boron mg/l 0.05 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Cadmium g/l 0.5 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Chromium g/l 2.5 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Copper g/l 3.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Cyanide (free) mg/l 0.1 Free Cyanide is extracted by steam distillation at pH4 which liberates free cyanide. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house.
Cyanide (complex) mg/l 0.1 Complex Cyanide is extracted by steam distillation with hydrochloric acid and copper sulphate after free cyanide has been removed. Cyanide is then analysed by titration with silver nitrate and rhodanene indicator. In house.
Cyanide (total) mg/l 0.1 Total Cyanide is extracted as complex cyanide without first removing the free cyanide and titrated as above. Alternatively the free and complex cyanide values are added to give a total cyanide. In house.
Electrical Conductivity
ms/cm 0.01 Samples are measured directly with an EC meter. In house method
Lead g/l 10 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Mercury g/l 5.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Nickel g/l 2.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
pH 0.1 Samples are measured directly with an pH meter. In house method
Phenol mg/l 0.05 Phenol is extracted by steam distillation with sodium chloride and the phenol is determined colourimetrically using UV/VIS. In house method
Polyaromatic Hydrocarbons (total & 16 EPA)
g/l 5.0 PAHs are extracted by dichloromethane under pressure in a soxtherm. The extract is then injected into a GC-FID where the separated PAHs are quantitatively determined. In house method.
Selenium g/l 10 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Cyclohexane Extract
g/l 10 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method
Toluene Extract g/l 10 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method
Dichloromethane Extract
g/l 10 Soils are extracted in solvent and dried. Any extractable material is then determined gravimetrically. In house method
Appendix 4 pages iv/i-iv/iv iv/iv
Test/Determinand Units LOD UKAS Method Notes
Sulphate mg/l 20 Samples are filtered, BaCl added and the tubidity determined by UV/VIS. In house method
Sulphide mg/l 0.2 Samples are titrated directly with sodium thiosulphate and iodine using starch as an indicator. In-house method.
Thiocyanate mg/l 0.1 Thiocyanate in water is determined after filtration colourimetrically using UV/VIS. In house method.
Total Petroleum Hydrocarbons (C10-40)
g/l 50 TPHs are extracted in dichloromethane on soxtherm and determined by GC-FID. In house method.
Zinc g/l 5.0 Metals in waters and leachates are filtered and determined by ICP-OES. In house method.
Anions (Flouride, Chloride, Bromide, Nitrite, Nitrate, Phosphate)
Anions are determined after filtration by ion chromatography. In house method
Cations inc. Ammonia
Cations are determined after filtration by ion chromatography. In house method
Scientific Analysis Laboratories Ltd
Certificate of Analysis
Hadfield HouseHadfield Street
CornbrookManchester
M16 9FETel : 0161 874 2400Fax : 0161 874 2468
Report Number: 374321-2
Date of Report: 14-Feb-2014
Customer: Ian Farmer Associates17 Rivington CourtWarringtonCheshireWA1 4RT
Customer Contact: Ms Hannah Hadwin
Customer Job Reference: 41329Customer Purchase Order: 45632Customer Site Reference: New Ashton Primary School
Date Job Received at SAL: 24-Jan-2014Date Analysis Started: 03-Feb-2014
Date Analysis Completed: 14-Feb-2014
The results reported relate to samples received in the laboratoryOpinions and interpretations expressed herein are outside the scope of UKAS accreditationThis report should not be reproduced except in full without the written approval of the laboratoryTests covered by this certificate were conducted in accordance with SAL SOPsAll results have been reviewed in accordance with QP22
This document has been printed from a digitally signed master copy
Scientific Analysis Laboratories is a
limited company registered in England and
Wales (No 2514788) whose address is at
Hadfield House, Hadfield Street, Manchester M16 9FE
1549
Report checkedand authorised by :Lianne BromileyAssistant Customer ServiceManager
Issued by :Lianne BromileyAssistant Customer ServiceManager
Page 1 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
MCERTS Preparation
SAL Reference 374321 001 374321 002 374321 003 374321 004 374321 005 374321 006 374321 007 374321 008 374321 009
Customer Sample Reference BH1 J2 0.5 BH2 J2 0.5 BH2 J4 0.8 BH3 J2 0.25 BH3 J5 0.5 TP01 J20.13
TP02 J2 0.1 TP02 J4 0.2 TP02 J7 0.5
Depth 0.5 0.5 0.8 0.25 0.5 0.13 0.1 0.2 0.5
Date Sampled 20-JAN-2014
15-JAN-2014
15-JAN-2014
16-JAN-2014
16-JAN-2014
23-JAN-2014
23-JAN-2014
23-JAN-2014
23-JAN-2014
Type Sandy Soil Sandy Soil Clay Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Moisture @ 105 C T162 AR 0.1 % 18 23 18 21 16 27 34 25 14
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
MCERTS Preparation
SAL Reference 374321 010 374321 011 374321 012 374321 013 374321 014 374321 015 374321 016 374321 017 374321 018
Customer Sample Reference TP03 J2 0.2 HP01 J2 0.1 HP01 J4 0.5 HP02 J2 0.4 HP02 J4 0.8 HP03 J2 0.2 HP04 J4 0.4 HP05 J2 0.1 HP06 J4 0.4
Depth 0.2 0.1 0.5 0.4 0.8 0.2 0.4 0.1 0.4
Date Sampled 23-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Moisture @ 105 C T162 AR 0.1 % 33 24 16 25 27 41 15 33 20
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
MCERTS Preparation
SAL Reference 374321 019 374321 020 374321 021 374321 022 374321 023 374321 024 374321 025
Customer Sample Reference HP07 J2 0.1 HP07 J4 0.6 HP08 J2 0.2 HP08 J4 0.7 HP09 J2 0.3 HP09 J4 0.8 HP10 J2 0.2
Depth 0.1 0.6 0.2 0.7 0.3 0.8 0.2
Date Sampled 21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Moisture @ 105 C T162 AR 0.1 % 41 15 25 30 36 18 36
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 2 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Heavy Metals(9)
SAL Reference 374321 001 374321 002 374321 003 374321 004 374321 005 374321 006 374321 007 374321 008 374321 009
Customer Sample Reference BH1 J2 0.5 BH2 J2 0.5 BH2 J4 0.8 BH3 J2 0.25 BH3 J5 0.5 TP01 J20.13
TP02 J2 0.1 TP02 J4 0.2 TP02 J7 0.5
Depth 0.5 0.5 0.8 0.25 0.5 0.13 0.1 0.2 0.5
Date Sampled 20-JAN-2014
15-JAN-2014
15-JAN-2014
16-JAN-2014
16-JAN-2014
23-JAN-2014
23-JAN-2014
23-JAN-2014
23-JAN-2014
Type Sandy Soil Sandy Soil Clay Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Arsenic T6 M40 2 mg/kg 9 54 9 6 8 23 24 38 9
Cadmium T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1 <1 <1
Chromium T6 M40 1 mg/kg 29 33 20 19 23 25 21 26 27
Copper T6 M40 1 mg/kg 20 120 23 57 20 69 49 95 23
Lead T6 M40 1 mg/kg 16 130 15 58 14 110 120 400 15
Mercury T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1 <1 <1
Nickel T6 M40 1 mg/kg 18 56 24 13 31 24 22 39 21
Selenium T6 M40 3 mg/kg <3 <3 <3 <3 <3 <3 <3 <3 <3
Zinc T6 M40 1 mg/kg 34 180 50 200 71 68 150 210 44
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Heavy Metals(9)
SAL Reference 374321 010 374321 011 374321 012 374321 013 374321 014 374321 015 374321 016 374321 017 374321 018
Customer Sample Reference TP03 J2 0.2 HP01 J2 0.1 HP01 J4 0.5 HP02 J2 0.4 HP02 J4 0.8 HP03 J2 0.2 HP04 J4 0.4 HP05 J2 0.1 HP06 J4 0.4
Depth 0.2 0.1 0.5 0.4 0.8 0.2 0.4 0.1 0.4
Date Sampled 23-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Arsenic T6 M40 2 mg/kg 19 21 6 34 9 22 9 24 7
Cadmium T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1 <1 <1
Chromium T6 M40 1 mg/kg 22 23 19 32 23 23 24 18 19
Copper T6 M40 1 mg/kg 48 68 10 130 16 31 21 30 6
Lead T6 M40 1 mg/kg 130 190 13 110 19 86 14 38 12
Mercury T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1 <1 <1
Nickel T6 M40 1 mg/kg 22 25 12 60 17 17 36 15 11
Selenium T6 M40 3 mg/kg <3 <3 <3 <3 <3 <3 <3 <3 <3
Zinc T6 M40 1 mg/kg 100 160 24 120 28 52 49 49 29
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 3 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Heavy Metals(9)
SAL Reference 374321 019 374321 020 374321 021 374321 022 374321 023 374321 024 374321 025
Customer Sample Reference HP07 J2 0.1 HP07 J4 0.6 HP08 J2 0.2 HP08 J4 0.7 HP09 J2 0.3 HP09 J4 0.8 HP10 J2 0.2
Depth 0.1 0.6 0.2 0.7 0.3 0.8 0.2
Date Sampled 21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Arsenic T6 M40 2 mg/kg 18 4 10 27 120 18 30
Cadmium T6 M40 1 mg/kg <1 <1 <1 <1 1 <1 <1
Chromium T6 M40 1 mg/kg 20 24 20 18 49 26 23
Copper T6 M40 1 mg/kg 28 17 15 34 320 46 64
Lead T6 M40 1 mg/kg 73 11 30 110 510 55 170
Mercury T6 M40 1 mg/kg <1 <1 <1 <1 <1 <1 <1
Nickel T6 M40 1 mg/kg 15 23 16 14 110 30 23
Selenium T6 M40 3 mg/kg <3 <3 <3 <3 <3 <3 <3
Zinc T6 M40 1 mg/kg 51 35 37 36 430 82 76
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Miscellaneous
SAL Reference 374321 001 374321 002 374321 003 374321 004 374321 005 374321 006 374321 007 374321 008 374321 009
Customer Sample Reference BH1 J2 0.5 BH2 J2 0.5 BH2 J4 0.8 BH3 J2 0.25 BH3 J5 0.5 TP01 J20.13
TP02 J2 0.1 TP02 J4 0.2 TP02 J7 0.5
Depth 0.5 0.5 0.8 0.25 0.5 0.13 0.1 0.2 0.5
Date Sampled 20-JAN-2014
15-JAN-2014
15-JAN-2014
16-JAN-2014
16-JAN-2014
23-JAN-2014
23-JAN-2014
23-JAN-2014
23-JAN-2014
Type Sandy Soil Sandy Soil Clay Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Asbestos ID T27 AR - N.D. - N.D. - N.D. N.D. N.D. -
Boron (water-soluble) T6 AR 1 mg/kg <1 <1 <1 <1 <1 <1 <1 <1 <1
Chromium VI T6 AR 1 mg/kg <1 <1 <1 <1 <1 <1 <1 <1 <1
Cyanide(Complex) T4 AR 1 mg/kg <1 <1 - <1 - <1 <1 <1 -
Cyanide(Total) T546 AR 1 mg/kg <1 <1 - <1 - <1 <1 <1 -
Cyanide(free) T546 AR 1 mg/kg <1 <1 - <1 - <1 <1 <1 -
Phenols(Mono) T546 AR 1 mg/kg - <1 - - - - - - -
Total Organic Carbon T21 M40 0.1 % 0.5 8.6 - 1.0 - 5.2 5.6 7.9 -
pH T7 AR 6.3 6.3 6.5 11.7 8.7 7.0 5.9 6.1 5.6
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 4 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Miscellaneous
SAL Reference 374321 010 374321 011 374321 012 374321 013 374321 014 374321 015 374321 016 374321 017 374321 018
Customer Sample Reference TP03 J2 0.2 HP01 J2 0.1 HP01 J4 0.5 HP02 J2 0.4 HP02 J4 0.8 HP03 J2 0.2 HP04 J4 0.4 HP05 J2 0.1 HP06 J4 0.4
Depth 0.2 0.1 0.5 0.4 0.8 0.2 0.4 0.1 0.4
Date Sampled 23-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Asbestos ID T27 AR - N.D. - N.D. - - - - -
Boron (water-soluble) T6 AR 1 mg/kg <1 <1 2 <1 <1 <1 <1 <1 <1
Chromium VI T6 AR 1 mg/kg <1 <1 <1 <1 <1 <1 <1 <1 <1
Cyanide(Complex) T4 AR 1 mg/kg - <1 - <1 - <1 <1 - <1
Cyanide(Total) T546 AR 1 mg/kg - <1 - <1 - <1 <1 - <1
Cyanide(free) T546 AR 1 mg/kg - <1 - <1 - <1 <1 - <1
Total Organic Carbon T21 M40 0.1 % - 4.9 - 7.9 - 5.7 - - -
pH T7 AR 5.9 6.0 6.7 6.0 5.9 6.3 6.5 5.8 6.2
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Miscellaneous
SAL Reference 374321 019 374321 020 374321 021 374321 022 374321 023 374321 024 374321 025
Customer Sample Reference HP07 J2 0.1 HP07 J4 0.6 HP08 J2 0.2 HP08 J4 0.7 HP09 J2 0.3 HP09 J4 0.8 HP10 J2 0.2
Depth 0.1 0.6 0.2 0.7 0.3 0.8 0.2
Date Sampled 21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Asbestos ID T27 AR - - - N.D. N.D. - -
Boron (water-soluble) T6 AR 1 mg/kg <1 <1 <1 <1 <1 <1 <1
Chromium VI T6 AR 1 mg/kg <1 <1 <1 <1 <1 <1 <1
Cyanide(Complex) T4 AR 1 mg/kg - - <1 <1 <1 <1 -
Cyanide(Total) T546 AR 1 mg/kg - - <1 <1 <1 <1 -
Cyanide(free) T546 AR 1 mg/kg - - <1 <1 <1 <1 -
Phenols(Mono) T546 AR 1 mg/kg - - - <1 <1 - -
pH T7 AR 5.4 6.1 6.3 5.5 6.7 6.6 5.2
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 5 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
PAH US EPA 16 (B and K split)
SAL Reference 374321 001 374321 002 374321 004 374321 006 374321 007 374321 008 374321 011 374321 013 374321 015
Customer Sample Reference BH1 J2 0.5 BH2 J2 0.5 BH3 J2 0.25 TP01 J20.13
TP02 J2 0.1 TP02 J4 0.2 HP01 J2 0.1 HP02 J2 0.4 HP03 J2 0.2
Depth 0.5 0.5 0.25 0.13 0.1 0.2 0.1 0.4 0.2
Date Sampled 20-JAN-2014
15-JAN-2014
16-JAN-2014
23-JAN-2014
23-JAN-2014
23-JAN-2014
21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Naphthalene T207 M105 0.1 mg/kg <0.1 1.3 <0.1 <0.1 0.2 0.2 0.1 <0.1 <0.1
Acenaphthylene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1 <0.1 <0.1 0.1 <0.1 <0.1 <0.1
Acenaphthene T207 M105 0.1 mg/kg <0.1 0.3 <0.1 <0.1 0.2 0.2 <0.1 <0.1 <0.1
Fluorene T207 M105 0.1 mg/kg <0.1 0.2 <0.1 <0.1 <0.1 0.2 <0.1 <0.1 <0.1
Phenanthrene T207 M105 0.1 mg/kg <0.1 2.6 1.2 0.3 1.7 3.1 0.8 0.3 <0.1
Anthracene T207 M105 0.1 mg/kg <0.1 0.8 0.2 <0.1 0.4 0.4 0.2 <0.1 <0.1
Fluoranthene T207 M105 0.1 mg/kg <0.1 6.8 0.6 0.6 5.1 5.4 1.7 0.6 0.2
Pyrene T207 M105 0.1 mg/kg <0.1 6.7 0.5 0.6 4.7 4.7 1.6 0.6 0.2
Benzo(a)Anthracene T207 M105 0.1 mg/kg <0.1 3.1 0.2 0.2 2.0 1.7 0.6 0.2 <0.1
Chrysene T207 M105 0.1 mg/kg <0.1 3.6 0.3 0.2 2.0 1.8 0.7 0.3 <0.1
Benzo(b)fluoranthene T207 M105 0.1 mg/kg <0.1 3.2 <0.1 0.2 2.3 2.0 0.6 0.2 <0.1
Benzo(k)fluoranthene T207 M105 0.1 mg/kg <0.1 2.0 <0.1 <0.1 1.1 0.9 0.4 0.1 <0.1
Benzo(a)Pyrene T207 M105 0.1 mg/kg <0.1 2.7 <0.1 0.2 1.8 1.6 0.6 0.2 <0.1
Indeno(123-cd)Pyrene T207 M105 0.1 mg/kg <0.1 1.4 <0.1 <0.1 1.0 0.8 0.3 <0.1 <0.1
Dibenzo(ah)Anthracene T207 M105 0.1 mg/kg <0.1 0.5 <0.1 <0.1 0.3 0.2 <0.1 <0.1 <0.1
Benzo(ghi)Perylene T207 M105 0.1 mg/kg <0.1 1.3 <0.1 <0.1 1.1 0.9 0.3 <0.1 <0.1
PAH(total) T207 M105 0.1 mg/kg <0.1 42 3.0 2.3 24 24 7.9 2.5 0.4
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
PAH US EPA 16 (B and K split)
SAL Reference 374321 022 374321 023 374321 024
Customer Sample Reference HP08 J4 0.7 HP09 J2 0.3 HP09 J4 0.8
Depth 0.7 0.3 0.8
Date Sampled 21-JAN-2014
21-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Naphthalene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1
Acenaphthylene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1
Acenaphthene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1
Fluorene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1
Phenanthrene T207 M105 0.1 mg/kg 0.6 0.5 <0.1
Anthracene T207 M105 0.1 mg/kg 0.1 0.2 <0.1
Fluoranthene T207 M105 0.1 mg/kg 1.4 1.0 <0.1
Pyrene T207 M105 0.1 mg/kg 1.3 0.8 <0.1
Benzo(a)Anthracene T207 M105 0.1 mg/kg 0.6 0.4 <0.1
Chrysene T207 M105 0.1 mg/kg 0.6 0.3 <0.1
Benzo(b)fluoranthene T207 M105 0.1 mg/kg 0.6 0.4 <0.1
Benzo(k)fluoranthene T207 M105 0.1 mg/kg 0.3 0.2 <0.1
Benzo(a)Pyrene T207 M105 0.1 mg/kg 0.5 0.3 <0.1
Indeno(123-cd)Pyrene T207 M105 0.1 mg/kg 0.3 0.2 <0.1
Dibenzo(ah)Anthracene T207 M105 0.1 mg/kg <0.1 <0.1 <0.1
Benzo(ghi)Perylene T207 M105 0.1 mg/kg 0.3 0.2 <0.1
PAH(total) T207 M105 0.1 mg/kg 6.6 4.5 <0.1
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 6 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Semi-Volatile Organic Compounds (USEPA 625)
SAL Reference 374321 002
Customer Sample Reference BH2 J2 0.5
Depth 0.5
Date Sampled 15-JAN-2014
Type Sandy Soil
Determinand Method TestSample LOD Units
1,2,4-Trichlorobenzene T207 M105 0.1 mg/kg <0.1
1,2-Dichlorobenzene T207 M105 0.1 mg/kg <0.1
1,3-Dichlorobenzene T207 M105 0.1 mg/kg <0.1
1,4-Dichlorobenzene T207 M105 0.1 mg/kg <0.1
2,4,5-Trichlorophenol T207 M105 0.1 mg/kg <0.1
2,4,6-Trichlorophenol T207 M105 0.1 mg/kg <0.1
2,4-Dichlorophenol T207 M105 0.1 mg/kg <0.1
2,4-Dimethylphenol T207 M105 0.1 mg/kg <0.1
2,4-Dinitrophenol T207 M105 0.1 mg/kg <0.1
2,4-Dinitrotoluene T207 M105 0.1 mg/kg <0.1
2,6-Dinitrotoluene T207 M105 0.1 mg/kg <0.1
2-Chloronaphthalene T207 M105 0.1 mg/kg <0.1
2-Chlorophenol T207 M105 0.1 mg/kg <0.1
2-methyl phenol T207 M105 0.1 mg/kg <0.1
2-Methylnaphthalene T207 M105 0.1 mg/kg 1.0
2-Nitroaniline T207 M105 0.1 mg/kg <0.1
2-Nitrophenol T207 M105 0.1 mg/kg <0.1
3-Nitroaniline T207 M105 0.1 mg/kg <0.1
3/4-Methylphenol T207 M105 0.1 mg/kg 0.2
4-Bromophenyl phenylether T207 M105 0.1 mg/kg <0.1
4-Chloro-3-methylphenol T207 M105 0.1 mg/kg <0.1
4-Chloroaniline T207 M105 0.1 mg/kg <0.1
4-Chlorophenyl phenylether T207 M105 0.1 mg/kg <0.1
4-Nitroaniline T207 M105 0.1 mg/kg <0.1
4-Nitrophenol T207 M105 0.1 mg/kg <0.1
Acenaphthene T207 M105 0.1 mg/kg 0.3
Acenaphthylene T207 M105 0.1 mg/kg <0.1
Anthracene T207 M105 0.1 mg/kg 0.8
Azobenzene T207 M105 0.1 mg/kg <0.1
Benzo(a)Anthracene T207 M105 0.1 mg/kg 3.1
Benzo(a)Pyrene T207 M105 0.1 mg/kg 2.7
Benzo(b/k)Fluoranthene T207 M105 0.1 mg/kg 5.4
Benzo(ghi)Perylene T207 M105 0.1 mg/kg 1.3
Bis (2-chloroethoxy) methane T207 M105 0.1 mg/kg <0.1
Bis (2-chloroethyl) ether T207 M105 0.1 mg/kg <0.1
Bis (2-chloroisopropyl) ether T207 M105 0.1 mg/kg <0.1
Bis (2-ethylhexyl)phthalate T207 M105 0.1 mg/kg 0.2
Butyl benzylphthalate T207 M105 0.1 mg/kg <0.1
Carbazole T207 M105 0.1 mg/kg 0.5
Chrysene T207 M105 0.1 mg/kg 3.6
Di-n-butylphthalate T207 M105 0.1 mg/kg 0.2
Di-n-octylphthalate T207 M105 0.1 mg/kg <0.1
Dibenzo(ah)Anthracene T207 M105 0.1 mg/kg 0.5
Dibenzofuran T207 M105 0.1 mg/kg 0.4
Diethyl phthalate T207 M105 0.1 mg/kg <0.1
Dimethyl phthalate T207 M105 0.1 mg/kg <0.1
Fluoranthene T207 M105 0.1 mg/kg 6.8
Fluorene T207 M105 0.1 mg/kg 0.2
Hexachlorobenzene T207 M105 0.1 mg/kg <0.1
Hexachlorobutadiene T207 M105 0.1 mg/kg <0.1
Hexachlorocyclopentadiene T207 M105 0.1 mg/kg <0.1
Hexachloroethane T207 M105 0.1 mg/kg <0.1
Indeno(123-cd)Pyrene T207 M105 0.1 mg/kg 1.4
Isophorone T207 M105 0.1 mg/kg <0.1
Naphthalene T207 M105 0.1 mg/kg 1.3
Nitrobenzene T207 M105 0.1 mg/kg <0.1
Pentachlorophenol T207 M105 0.1 mg/kg <0.1
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 7 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Semi-Volatile Organic Compounds (USEPA 625)
SAL Reference 374321 002
Customer Sample Reference BH2 J2 0.5
Depth 0.5
Date Sampled 15-JAN-2014
Type Sandy Soil
Determinand Method TestSample LOD Units
Phenanthrene T207 M105 0.1 mg/kg 2.6
Phenol T207 M105 0.1 mg/kg <0.1
Pyrene T207 M105 0.1 mg/kg 6.7
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 8 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Soil Analysed as Soil
Volatile Organic Compounds (USEPA 624) (MCERTS)
SAL Reference 374321 002 374321 022
Customer Sample Reference BH2 J2 0.5 HP08 J4 0.7
Depth 0.5 0.7
Date Sampled 15-JAN-2014
21-JAN-2014
Type Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
1,1,1,2-Tetrachloroethane T209 M105 50 µg/kg <50 <50
1,1,1-Trichloroethane T209 M105 50 µg/kg <50 <50
1,1,2,2-Tetrachloroethane T209 M105 50 µg/kg <50 <50
1,1,2-Trichloroethane T209 M105 50 µg/kg <50 <50
1,1-Dichloroethane T209 M105 50 µg/kg <50 <50
1,1-Dichloroethylene T209 M105 50 µg/kg <50 <50
1,1-Dichloropropene T209 M105 50 µg/kg <50 <50
1,2,3-Trichloropropane T209 M105 50 µg/kg <50 <50
1,2,4-Trimethylbenzene T209 M105 50 µg/kg <50 <50
1,2-dibromoethane T209 M105 50 µg/kg <50 <50
1,2-Dichlorobenzene T209 M105 50 µg/kg <50 <50
1,2-Dichloroethane T209 M105 50 µg/kg <50 <50
1,2-Dichloropropane T209 M105 50 µg/kg <50 <50
1,3,5-Trimethylbenzene T209 M105 50 µg/kg <50 <50
1,3-Dichlorobenzene T209 M105 50 µg/kg <50 <50
1,3-Dichloropropane T209 M105 50 µg/kg <50 <50
1,4-Dichlorobenzene T209 M105 50 µg/kg <50 <50
2,2-Dichloropropane T209 M105 50 µg/kg <50 <50
2-Chlorotoluene T209 M105 50 µg/kg <50 <50
4-Chlorotoluene T209 M105 50 µg/kg <50 <50
Benzene T209 M105 10 µg/kg <10 <10
Bromobenzene T209 M105 50 µg/kg <50 <50
Bromochloromethane T209 M105 50 µg/kg <50 <50
Bromodichloromethane T209 M105 50 µg/kg <50 <50
Bromoform T209 M105 50 µg/kg <50 <50
Bromomethane T209 M105 50 µg/kg <50 <50
Carbon tetrachloride T209 M105 50 µg/kg <50 <50
Chlorobenzene T209 M105 50 µg/kg <50 <50
Chlorodibromomethane T209 M105 50 µg/kg <50 <50
Chloroethane T209 M105 50 µg/kg <50 <50
Chloroform T209 M105 50 µg/kg <50 <50
Chloromethane T209 M105 50 µg/kg <50 <50
Cis-1,2-Dichloroethylene T209 M105 50 µg/kg <50 <50
Cis-1,3-Dichloropropene T209 M105 50 µg/kg <50 <50
Dibromomethane T209 M105 50 µg/kg <50 <50
Dichlorodifluoromethane T209 M105 50 µg/kg <50 <50
Dichloromethane T209 M105 50 µg/kg <50 <50
EthylBenzene T209 M105 10 µg/kg <10 <10
Isopropyl benzene T209 M105 50 µg/kg <50 <50
M/P Xylene T209 M105 10 µg/kg <10 <10
n-Propylbenzene T209 M105 50 µg/kg <50 <50
O Xylene T209 M105 10 µg/kg <10 <10
p-Isopropyltoluene T209 M105 50 µg/kg <50 <50
S-Butylbenzene T209 M105 50 µg/kg <50 <50
Styrene T209 M105 50 µg/kg <50 <50
T-Butylbenzene T209 M105 50 µg/kg <50 <50
Tetrachloroethene T209 M105 50 µg/kg <50 <50
Toluene T209 M105 10 µg/kg <10 <10
Trans-1,2-Dichloroethene T209 M105 50 µg/kg <50 <50
Trans-1,3-Dichloropropene T209 M105 50 µg/kg <50 <50
Trichloroethene T209 M105 50 µg/kg <50 <50
Trichlorofluoromethane T209 M105 50 µg/kg <50 <50
Vinyl chloride T209 M105 50 µg/kg <50 <50
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 9 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Leachate to BS EN 12457-2 (10:1) Analysed as Water
Heavy Metals(9)
SAL Reference 374321 003 374321 013 374321 022 374321 023
Customer Sample Reference BH2 J4 0.8 HP02 J2 0.4 HP08 J4 0.7 HP09 J2 0.3
Depth 0.8 0.4 0.7 0.3
Date Sampled 15-JAN-2014 21-JAN-2014 21-JAN-2014 21-JAN-2014
Type Clay Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
As (Dissolved) T281 10:1 0.2 µg/l 0.6 1.0 0.9 1.7
Cd (Dissolved) T281 10:1 0.02 µg/l <0.02 <0.02 <0.02 <0.02
Cr (Dissolved) T281 10:1 1 µg/l 5 4 4 6
Cu (Dissolved) T281 10:1 0.5 µg/l 1.9 5.5 4.1 6.5
Pb (Dissolved) T281 10:1 0.3 µg/l <0.3 0.5 0.6 1.1
Hg (Dissolved) T281 10:1 0.05 µg/l <0.05 <0.05 <0.05 <0.05
Ni (Dissolved) T281 10:1 1 µg/l 1 <1 <1 3
Se (Dissolved) T281 10:1 0.5 µg/l <0.5 <0.5 <0.5 <0.5
Zn (Dissolved) T281 10:1 2 µg/l 6 6 4 13
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Leachate to BS EN 12457-2 (10:1) Analysed as Water
Miscellaneous
SAL Reference 374321 003 374321 013 374321 022 374321 023
Customer Sample Reference BH2 J4 0.8 HP02 J2 0.4 HP08 J4 0.7 HP09 J2 0.3
Depth 0.8 0.4 0.7 0.3
Date Sampled 15-JAN-2014 21-JAN-2014 21-JAN-2014 21-JAN-2014
Type Clay Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Boron T6 10:1 0.01 mg/l <0.01 <0.01 <0.01 <0.01
Chromium VI T686 10:1 0.003 mg/l <0.003 <0.003 <0.003 <0.003
Cyanide(Complex) T85 10:1 0.05 mg/l <0.05 <0.05 <0.05 <0.05
Cyanide(Total) T4 10:1 0.05 mg/l <0.05 <0.05 <0.05 <0.05
Cyanide(free) T4 10:1 0.05 mg/l <0.05 <0.05 <0.05 <0.05
Phenols(Mono) T4 10:1 0.1 mg/l - - <0.1 <0.1
pH T7 10:1 5.7 6.3 6.3 7.2
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 10 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Leachate to BS EN 12457-2 (10:1) Analysed as Water
PAH US EPA 16 (B and K split)
SAL Reference 374321 003 374321 013 374321 022 374321 023
Customer Sample Reference BH2 J4 0.8 HP02 J2 0.4 HP08 J4 0.7 HP09 J2 0.3
Depth 0.8 0.4 0.7 0.3
Date Sampled 15-JAN-2014 21-JAN-2014 21-JAN-2014 21-JAN-2014
Type Clay Sandy Soil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Naphthalene T149 10:1 0.01 µg/l 0.03 0.03 0.05 <0.01
Acenaphthylene T149 10:1 0.01 µg/l (100) <0.02 <0.01 0.02 <0.01
Acenaphthene T149 10:1 0.01 µg/l (100) <0.02 0.03 0.07 0.03
Fluorene T149 10:1 0.01 µg/l (100) <0.02 0.03 0.04 0.04
Phenanthrene T149 10:1 0.01 µg/l (100) <0.02 0.07 0.18 0.07
Anthracene T149 10:1 0.01 µg/l (100) <0.02 <0.01 0.04 0.02
Fluoranthene T149 10:1 0.01 µg/l (100) <0.02 0.04 0.22 0.05
Pyrene T149 10:1 0.01 µg/l (100) <0.02 0.04 0.15 0.04
Benzo(a)Anthracene T149 10:1 0.01 µg/l (100) <0.02 0.02 0.12 0.02
Chrysene T149 10:1 0.01 µg/l (100) <0.02 0.04 0.16 0.03
Benzo(b)fluoranthene T149 10:1 0.01 µg/l (100) <0.02 0.06 0.26 0.03
Benzo(k)fluoranthene T149 10:1 0.01 µg/l (100) <0.02 0.04 0.16 0.02
Benzo(a)Pyrene T149 10:1 0.01 µg/l (100) <0.02 0.04 0.16 0.03
Indeno(123-cd)Pyrene T149 10:1 0.01 µg/l (100) <0.02 0.04 0.13 0.02
Dibenzo(ah)Anthracene T149 10:1 0.01 µg/l (100) <0.02 <0.01 0.04 <0.01
Benzo(ghi)Perylene T149 10:1 0.01 µg/l (100) <0.02 0.04 0.11 0.02
PAH(total) T149 10:1 0.01 µg/l 0.03 0.52 1.9 0.42
This document has been printed from a digitally signed master copy
Produced by Scientific Analysis Laboratories Ltd, Hadfield House, Hadfield Street, Cornbrook, Manchester, M16 9FE Page 11 of 16
SAL Reference: 374321
Project Site: New Ashton Primary School
Customer Reference: 41329
Leachate to BS EN 12457-2 (10:1) Analysed as Water
Volatile Organic Compounds (USEPA 624)
SAL Reference 374321 022 374321 023
Customer Sample Reference HP08 J4 0.7 HP09 J2 0.3
Depth 0.7 0.3
Date Sampled 21-JAN-2014 21-JAN-2014
Type Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
1,1,1,2-Tetrachloroethane T54 10:1 1 µg/l <1 <1
1,1,1-Trichloroethane T54 10:1 1 µg/l <1 <1
1,1,2,2-Tetrachloroethane T54 10:1 1 µg/l <1 <1
1,1,2-Trichloroethane T54 10:1 1 µg/l <1 <1
1,1,2-Trichloroethylene T54 10:1 1 µg/l <1 <1
1,1-Dichloroethane T54 10:1 1 µg/l <1 <1
1,1-Dichloroethylene T54 10:1 1 µg/l <1 <1
1,1-Dichloropropene T54 10:1 1 µg/l <1 <1
1,2,3-Trichloropropane T54 10:1 1 µg/l <1 <1
1,2,4-Trimethylbenzene T54 10:1 1 µg/l <1 <1
1,2-dibromoethane T54 10:1 1 µg/l <1 <1
1,2-Dichlorobenzene T54 10:1 1 µg/l <1 <1
1,2-Dichloroethane T54 10:1 1 µg/l <1 <1
1,2-Dichloropropane T54 10:1 1 µg/l <1 <1
1,3,5-Trimethylbenzene T54 10:1 1 µg/l <1 <1
1,3-Dichlorobenzene T54 10:1 1 µg/l <1 <1
1,3-Dichloropropane T54 10:1 1 µg/l <1 <1
1,4-Dichlorobenzene T54 10:1 1 µg/l <1 <1
2,2-Dichloropropane T54 10:1 1 µg/l <1 <1
2-Chlorotoluene T54 10:1 1 µg/l <1 <1
4-Chlorotoluene T54 10:1 1 µg/l <1 <1
Benzene T54 10:1 1 µg/l (13) <1 (13) <1
Bromobenzene T54 10:1 1 µg/l <1 <1
Bromochloromethane T54 10:1 1 µg/l <1 <1
Bromodichloromethane T54 10:1 1 µg/l <1 <1
Bromoform T54 10:1 1 µg/l <1 <1
Bromomethane T54 10:1 1 µg/l <1 <1
Carbon tetrachloride T54 10:1 1 µg/l <1 <1
Chlorobenzene T54 10:1 1 µg/l <1 <1
Chlorodibromomethane T54 10:1 1 µg/l <1 <1
Chloroethane T54 10:1 1 µg/l <1 <1
Chloroform T54 10:1 1 µg/l <1 <1
Chloromethane T54 10:1 1 µg/l <1 <1
Cis-1,2-Dichloroethylene T54 10:1 1 µg/l <1 <1
Cis-1,3-Dichloropropene T54 10:1 1 µg/l <1 <1
Dibromomethane T54 10:1 1 µg/l <1 <1
Dichlorodifluoromethane T54 10:1 1 µg/l <1 <1
Dichloromethane T54 10:1 50 µg/l <50 <50
EthylBenzene T54 10:1 1 µg/l <1 <1
Isopropyl benzene T54 10:1 1 µg/l <1 <1
M/P Xylene T54 10:1 1 µg/l <1 <1
n-Propylbenzene T54 10:1 1 µg/l <1 <1
O Xylene T54 10:1 1 µg/l <1 <1
p-Isopropyltoluene T54 10:1 1 µg/l <1 <1
S-Butylbenzene T54 10:1 1 µg/l <1 <1
Styrene T54 10:1 1 µg/l <1 <1
T-Butylbenzene T54 10:1 1 µg/l <1 <1
Tetrachloroethene T54 10:1 1 µg/l <1 <1
Toluene T54 10:1 1 µg/l <1 <1
Trans-1,2-Dichloroethene T54 10:1 1 µg/l <1 <1
Trans-1,3-Dichloropropene T54 10:1 1 µg/l <1 <1
Trichlorofluoromethane T54 10:1 1 µg/l <1 <1
Vinyl chloride T54 10:1 1 µg/l <1 <1
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Index to symbols used in 374321-2
Method Index
Accreditation Summary
Value Description
M105 Analysis conducted on an "as received" aliquot. Resultsare reported on a dry weight basis where moisture contentwas determined by assisted drying of sample at 105C
M40 Analysis conducted on sample assisted dried at no morethan 40C. Results are reported on a dry weight basis.
10:1 Leachate to BS EN 12457-2 (10:1)
AR As Received
N.D. Not Detected
13 Results have been blank corrected.
100 LOD determined by sample aliquot used for analysis
S Analysis was subcontracted
M Analysis is MCERTS accredited
U Analysis is UKAS accredited
N Analysis is not UKAS accredited
Value Description
T21 OX/IR
T209 GC/MS(Head Space)(MCERTS)
T149 GC/MS (SIR)
T162 Grav (1 Dec) (105 C)
T85 Calc
T54 GC/MS (Headspace)
T27 PLM
T546 Colorimetry (CF)
T4 Colorimetry
T686 Discrete Analyser
T6 ICP/OES
T7 Probe
T207 GC/MS (MCERTS)
T281 ICP/MS (Filtered)
Determinand Method TestSample LOD Units Symbol SAL References
Asbestos ID T27 AR SU 002,004,006-008,011,013,022-023
Boron (water-soluble) T6 AR 1 mg/kg N 001-025
Chromium VI T6 AR 1 mg/kg N 001-025
Cyanide(Complex) T4 AR 1 mg/kg N 001-002,004,006-008,011,013,015-016,018,021-024
Cyanide(Total) T546 AR 1 mg/kg M 001-002,004,006-008,011,013,015-016,018,021-024
Cyanide(free) T546 AR 1 mg/kg M 001-002,004,006-008,011,013,015-016,018,021-024
Phenols(Mono) T546 AR 1 mg/kg M 002,022-023
Total Organic Carbon T21 M40 0.1 % N 001-002,004,006-008,011,013,015
pH T7 AR M 001-025
Boron T6 10:1 0.01 mg/l N 003,013,022-023
Chromium VI T686 10:1 0.003 mg/l U 003,013,022-023
Cyanide(Complex) T85 10:1 0.05 mg/l N 003,013,022-023
Cyanide(Total) T4 10:1 0.05 mg/l U 003,013,022-023
Cyanide(free) T4 10:1 0.05 mg/l U 003,013,022-023
Phenols(Mono) T4 10:1 0.1 mg/l U 022-023
pH T7 10:1 U 003,013,022-023
Arsenic T6 M40 2 mg/kg M 001-025
Cadmium T6 M40 1 mg/kg M 001-025
Chromium T6 M40 1 mg/kg M 001-025
Copper T6 M40 1 mg/kg M 001-025
Lead T6 M40 1 mg/kg M 001-025
Mercury T6 M40 1 mg/kg M 001-025
Nickel T6 M40 1 mg/kg M 001-025
Selenium T6 M40 3 mg/kg M 001-025
Zinc T6 M40 1 mg/kg M 001-025
As (Dissolved) T281 10:1 0.2 µg/l U 003,013,022-023
Cd (Dissolved) T281 10:1 0.02 µg/l U 003,013,022-023
Cr (Dissolved) T281 10:1 1 µg/l U 003,013,022-023
Cu (Dissolved) T281 10:1 0.5 µg/l U 003,013,022-023
Pb (Dissolved) T281 10:1 0.3 µg/l U 003,013,022-023
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Determinand Method TestSample LOD Units Symbol SAL References
Hg (Dissolved) T281 10:1 0.05 µg/l U 003,013,022-023
Ni (Dissolved) T281 10:1 1 µg/l U 003,013,022-023
Se (Dissolved) T281 10:1 0.5 µg/l U 003,013,022-023
Zn (Dissolved) T281 10:1 2 µg/l U 003,013,022-023
Moisture @ 105 C T162 AR 0.1 % N 001-025
Naphthalene T149 10:1 0.01 µg/l U 003,013,022-023
Acenaphthylene T149 10:1 0.01 µg/l U 003,013,022-023
Acenaphthene T149 10:1 0.01 µg/l U 003,013,022-023
Fluorene T149 10:1 0.01 µg/l U 003,013,022-023
Phenanthrene T149 10:1 0.01 µg/l U 003,013,022-023
Anthracene T149 10:1 0.01 µg/l U 003,013,022-023
Fluoranthene T149 10:1 0.01 µg/l U 003,013,022-023
Pyrene T149 10:1 0.01 µg/l U 003,013,022-023
Benzo(a)Anthracene T149 10:1 0.01 µg/l U 003,013,022-023
Chrysene T149 10:1 0.01 µg/l U 003,013,022-023
Benzo(b)fluoranthene T149 10:1 0.01 µg/l U 003,013,022-023
Benzo(k)fluoranthene T149 10:1 0.01 µg/l U 003,013,022-023
Benzo(a)Pyrene T149 10:1 0.01 µg/l U 003,013,022-023
Indeno(123-cd)Pyrene T149 10:1 0.01 µg/l U 003,013,022-023
Dibenzo(ah)Anthracene T149 10:1 0.01 µg/l U 003,013,022-023
Benzo(ghi)Perylene T149 10:1 0.01 µg/l U 003,013,022-023
PAH(total) T149 10:1 0.01 µg/l U 003,013,022-023
Naphthalene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Acenaphthylene T207 M105 0.1 mg/kg U 001-002,004,006-008,011,013,015,022-024
Acenaphthene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Fluorene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Phenanthrene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Anthracene T207 M105 0.1 mg/kg U 001-002,004,006-008,011,013,015,022-024
Fluoranthene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Pyrene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Benzo(a)Anthracene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Chrysene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Benzo(b)fluoranthene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Benzo(k)fluoranthene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Benzo(a)Pyrene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Indeno(123-cd)Pyrene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Dibenzo(ah)Anthracene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
Benzo(ghi)Perylene T207 M105 0.1 mg/kg M 001-002,004,006-008,011,013,015,022-024
PAH(total) T207 M105 0.1 mg/kg U 001-002,004,006-008,011,013,015,022-024
1,1,1,2-Tetrachloroethane T54 10:1 1 µg/l U 022-023
1,1,1-Trichloroethane T54 10:1 1 µg/l U 022-023
1,1,2,2-Tetrachloroethane T54 10:1 1 µg/l U 022-023
1,1,2-Trichloroethane T54 10:1 1 µg/l U 022-023
1,1,2-Trichloroethylene T54 10:1 1 µg/l U 022-023
1,1-Dichloroethane T54 10:1 1 µg/l U 022-023
1,1-Dichloroethylene T54 10:1 1 µg/l U 022-023
1,1-Dichloropropene T54 10:1 1 µg/l U 022-023
1,2,3-Trichloropropane T54 10:1 1 µg/l U 022-023
1,2,4-Trimethylbenzene T54 10:1 1 µg/l U 022-023
1,2-dibromoethane T54 10:1 1 µg/l U 022-023
1,2-Dichlorobenzene T54 10:1 1 µg/l U 022-023
1,2-Dichloroethane T54 10:1 1 µg/l U 022-023
1,2-Dichloropropane T54 10:1 1 µg/l U 022-023
1,3,5-Trimethylbenzene T54 10:1 1 µg/l U 022-023
1,3-Dichlorobenzene T54 10:1 1 µg/l U 022-023
1,3-Dichloropropane T54 10:1 1 µg/l U 022-023
1,4-Dichlorobenzene T54 10:1 1 µg/l U 022-023
2,2-Dichloropropane T54 10:1 1 µg/l U 022-023
2-Chlorotoluene T54 10:1 1 µg/l U 022-023
4-Chlorotoluene T54 10:1 1 µg/l U 022-023
Benzene T54 10:1 1 µg/l U 022-023
Bromobenzene T54 10:1 1 µg/l U 022-023
Bromochloromethane T54 10:1 1 µg/l U 022-023
Bromodichloromethane T54 10:1 1 µg/l U 022-023
Bromoform T54 10:1 1 µg/l U 022-023
Bromomethane T54 10:1 1 µg/l U 022-023
Carbon tetrachloride T54 10:1 1 µg/l U 022-023
Chlorobenzene T54 10:1 1 µg/l U 022-023
Chlorodibromomethane T54 10:1 1 µg/l U 022-023
Chloroethane T54 10:1 1 µg/l U 022-023
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Determinand Method TestSample LOD Units Symbol SAL References
Chloroform T54 10:1 1 µg/l U 022-023
Chloromethane T54 10:1 1 µg/l U 022-023
Cis-1,2-Dichloroethylene T54 10:1 1 µg/l U 022-023
Cis-1,3-Dichloropropene T54 10:1 1 µg/l U 022-023
Dibromomethane T54 10:1 1 µg/l U 022-023
Dichlorodifluoromethane T54 10:1 1 µg/l U 022-023
Dichloromethane T54 10:1 50 µg/l N 022-023
EthylBenzene T54 10:1 1 µg/l U 022-023
Isopropyl benzene T54 10:1 1 µg/l U 022-023
M/P Xylene T54 10:1 1 µg/l U 022-023
n-Propylbenzene T54 10:1 1 µg/l U 022-023
O Xylene T54 10:1 1 µg/l U 022-023
p-Isopropyltoluene T54 10:1 1 µg/l U 022-023
S-Butylbenzene T54 10:1 1 µg/l U 022-023
Styrene T54 10:1 1 µg/l U 022-023
T-Butylbenzene T54 10:1 1 µg/l U 022-023
Tetrachloroethene T54 10:1 1 µg/l U 022-023
Toluene T54 10:1 1 µg/l U 022-023
Trans-1,2-Dichloroethene T54 10:1 1 µg/l U 022-023
Trans-1,3-Dichloropropene T54 10:1 1 µg/l U 022-023
Trichlorofluoromethane T54 10:1 1 µg/l U 022-023
Vinyl chloride T54 10:1 1 µg/l U 022-023
1,2,4-Trichlorobenzene T207 M105 0.1 mg/kg M 002
1,2-Dichlorobenzene T207 M105 0.1 mg/kg M 002
1,3-Dichlorobenzene T207 M105 0.1 mg/kg M 002
1,4-Dichlorobenzene T207 M105 0.1 mg/kg M 002
2,4,5-Trichlorophenol T207 M105 0.1 mg/kg U 002
2,4,6-Trichlorophenol T207 M105 0.1 mg/kg U 002
2,4-Dichlorophenol T207 M105 0.1 mg/kg U 002
2,4-Dimethylphenol T207 M105 0.1 mg/kg U 002
2,4-Dinitrophenol T207 M105 0.1 mg/kg U 002
2,4-Dinitrotoluene T207 M105 0.1 mg/kg M 002
2,6-Dinitrotoluene T207 M105 0.1 mg/kg U 002
2-Chloronaphthalene T207 M105 0.1 mg/kg M 002
2-Chlorophenol T207 M105 0.1 mg/kg M 002
2-methyl phenol T207 M105 0.1 mg/kg M 002
2-Methylnaphthalene T207 M105 0.1 mg/kg M 002
2-Nitroaniline T207 M105 0.1 mg/kg M 002
2-Nitrophenol T207 M105 0.1 mg/kg U 002
3-Nitroaniline T207 M105 0.1 mg/kg U 002
3/4-Methylphenol T207 M105 0.1 mg/kg M 002
4-Bromophenyl phenylether T207 M105 0.1 mg/kg M 002
4-Chloro-3-methylphenol T207 M105 0.1 mg/kg M 002
4-Chloroaniline T207 M105 0.1 mg/kg U 002
4-Chlorophenyl phenylether T207 M105 0.1 mg/kg M 002
4-Nitroaniline T207 M105 0.1 mg/kg U 002
4-Nitrophenol T207 M105 0.1 mg/kg U 002
Azobenzene T207 M105 0.1 mg/kg M 002
Benzo(b/k)Fluoranthene T207 M105 0.1 mg/kg M 002
Bis (2-chloroethoxy) methane T207 M105 0.1 mg/kg M 002
Bis (2-chloroethyl) ether T207 M105 0.1 mg/kg M 002
Bis (2-chloroisopropyl) ether T207 M105 0.1 mg/kg M 002
Bis (2-ethylhexyl)phthalate T207 M105 0.1 mg/kg M 002
Butyl benzylphthalate T207 M105 0.1 mg/kg U 002
Carbazole T207 M105 0.1 mg/kg U 002
Di-n-butylphthalate T207 M105 0.1 mg/kg M 002
Di-n-octylphthalate T207 M105 0.1 mg/kg M 002
Dibenzofuran T207 M105 0.1 mg/kg M 002
Diethyl phthalate T207 M105 0.1 mg/kg U 002
Dimethyl phthalate T207 M105 0.1 mg/kg U 002
Hexachlorobenzene T207 M105 0.1 mg/kg M 002
Hexachlorobutadiene T207 M105 0.1 mg/kg M 002
Hexachlorocyclopentadiene T207 M105 0.1 mg/kg U 002
Hexachloroethane T207 M105 0.1 mg/kg U 002
Isophorone T207 M105 0.1 mg/kg U 002
Nitrobenzene T207 M105 0.1 mg/kg M 002
Pentachlorophenol T207 M105 0.1 mg/kg U 002
Phenol T207 M105 0.1 mg/kg M 002
1,1,1,2-Tetrachloroethane T209 M105 50 µg/kg M 002,022
1,1,1-Trichloroethane T209 M105 50 µg/kg M 002,022
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Determinand Method TestSample LOD Units Symbol SAL References
1,1,2,2-Tetrachloroethane T209 M105 50 µg/kg U 002,022
1,1,2-Trichloroethane T209 M105 50 µg/kg M 002,022
1,1-Dichloroethane T209 M105 50 µg/kg M 002,022
1,1-Dichloroethylene T209 M105 50 µg/kg M 002,022
1,1-Dichloropropene T209 M105 50 µg/kg M 002,022
1,2,3-Trichloropropane T209 M105 50 µg/kg U 002,022
1,2,4-Trimethylbenzene T209 M105 50 µg/kg M 002,022
1,2-dibromoethane T209 M105 50 µg/kg M 002,022
1,2-Dichlorobenzene T209 M105 50 µg/kg M 002,022
1,2-Dichloroethane T209 M105 50 µg/kg M 002,022
1,2-Dichloropropane T209 M105 50 µg/kg M 002,022
1,3,5-Trimethylbenzene T209 M105 50 µg/kg M 002,022
1,3-Dichlorobenzene T209 M105 50 µg/kg M 002,022
1,3-Dichloropropane T209 M105 50 µg/kg M 002,022
1,4-Dichlorobenzene T209 M105 50 µg/kg M 002,022
2,2-Dichloropropane T209 M105 50 µg/kg U 002,022
2-Chlorotoluene T209 M105 50 µg/kg U 002,022
4-Chlorotoluene T209 M105 50 µg/kg U 002,022
Benzene T209 M105 10 µg/kg M 002,022
Bromobenzene T209 M105 50 µg/kg M 002,022
Bromochloromethane T209 M105 50 µg/kg M 002,022
Bromodichloromethane T209 M105 50 µg/kg M 002,022
Bromoform T209 M105 50 µg/kg M 002,022
Bromomethane T209 M105 50 µg/kg U 002,022
Carbon tetrachloride T209 M105 50 µg/kg M 002,022
Chlorobenzene T209 M105 50 µg/kg M 002,022
Chlorodibromomethane T209 M105 50 µg/kg M 002,022
Chloroethane T209 M105 50 µg/kg M 002,022
Chloroform T209 M105 50 µg/kg M 002,022
Chloromethane T209 M105 50 µg/kg U 002,022
Cis-1,2-Dichloroethylene T209 M105 50 µg/kg M 002,022
Cis-1,3-Dichloropropene T209 M105 50 µg/kg M 002,022
Dibromomethane T209 M105 50 µg/kg M 002,022
Dichlorodifluoromethane T209 M105 50 µg/kg M 002,022
Dichloromethane T209 M105 50 µg/kg U 002,022
EthylBenzene T209 M105 10 µg/kg M 002,022
Isopropyl benzene T209 M105 50 µg/kg M 002,022
M/P Xylene T209 M105 10 µg/kg M 002,022
n-Propylbenzene T209 M105 50 µg/kg M 002,022
O Xylene T209 M105 10 µg/kg M 002,022
p-Isopropyltoluene T209 M105 50 µg/kg M 002,022
S-Butylbenzene T209 M105 50 µg/kg M 002,022
Styrene T209 M105 50 µg/kg U 002,022
T-Butylbenzene T209 M105 50 µg/kg M 002,022
Tetrachloroethene T209 M105 50 µg/kg M 002,022
Toluene T209 M105 10 µg/kg M 002,022
Trans-1,2-Dichloroethene T209 M105 50 µg/kg M 002,022
Trans-1,3-Dichloropropene T209 M105 50 µg/kg M 002,022
Trichloroethene T209 M105 50 µg/kg M 002,022
Trichlorofluoromethane T209 M105 50 µg/kg M 002,022
Vinyl chloride T209 M105 50 µg/kg M 002,022
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Scientific Analysis Laboratories Ltd
Certificate of Analysis
Hadfield HouseHadfield Street
CornbrookManchester
M16 9FETel : 0161 874 2400Fax : 0161 874 2468
Report Number: Supplement 377268-1
Date of Report: 04-Mar-2014
Customer: Ian Farmer Associates17 Rivington CourtWarringtonCheshireWA1 4RT
Customer Contact: Ms Hannah Hadwin
Customer Job Reference: 41329Customer Purchase Order: 45706Customer Site Reference: Ashton School
Date Job Received at SAL: 13-Feb-2014Date Analysis Started: 17-Feb-2014
Date Analysis Completed: 27-Feb-2014
The results reported relate to samples received in the laboratoryOpinions and interpretations expressed herein are outside the scope of UKAS accreditationThis report should not be reproduced except in full without the written approval of the laboratoryTests covered by this certificate were conducted in accordance with SAL SOPsAll results have been reviewed in accordance with QP22
This document has been printed from a digitally signed master copy
Scientific Analysis Laboratories is a
limited company registered in England and
Wales (No 2514788) whose address is at
Hadfield House, Hadfield Street, Manchester M16 9FE
1549
Report checkedand authorised by :Lianne BromileyAssistant Customer ServiceManager
Issued by :Lianne BromileyAssistant Customer ServiceManager
Page 1 of 3
SAL Reference: 377268
Project Site: Ashton School
Customer Reference: 41329
Water Analysed as Water
Heavy Metals(9)
SAL Reference 377268 001 377268 002 377268 003
Customer Sample Reference BH01 BH02 BH03
Date Sampled 12-FEB-2014 12-FEB-2014 12-FEB-2014
Determinand Method TestSample LOD Units
As (Total) T301 AR 0.2 µg/l 5.7 8.6 7.6
Cd (Total) T301 AR 0.02 µg/l 0.22 0.64 0.27
Cr (Total) T301 AR 1 µg/l 39 47 34
Cu (Total) T301 AR 0.5 µg/l 27 53 17
Pb (Total) T301 AR 0.3 µg/l 11 26 21
Hg (Total) T301 AR 0.05 µg/l <0.05 <0.05 <0.05
Ni (Total) T301 AR 1 µg/l 15 19 20
Se (Total) T301 AR 0.5 µg/l 1.0 2.0 2.2
Zn (Total) T301 AR 2 µg/l 26 34 34
SAL Reference: 377268
Project Site: Ashton School
Customer Reference: 41329
Water Analysed as Water
Miscellaneous
SAL Reference 377268 001 377268 002 377268 003
Customer Sample Reference BH01 BH02 BH03
Date Sampled 12-FEB-2014 12-FEB-2014 12-FEB-2014
Determinand Method TestSample LOD Units
Boron T6 AR 0.01 mg/l 0.06 0.04 0.07
Chromium VI T686 AR 0.003 mg/l <0.003 <0.003 <0.003
Cyanide(Complex) T85 AR 0.05 mg/l <0.05 <0.05 <0.05
Cyanide(Total) T4 AR 0.05 mg/l <0.05 <0.05 <0.05
Cyanide(free) T4 AR 0.05 mg/l <0.05 <0.05 <0.05
Sulphate T686 AR 0.5 mg/l 59 54 30
pH T7 AR 7.2 7.3 8.0
SAL Reference: 377268
Project Site: Ashton School
Customer Reference: 41329
Water Analysed as Water
PAH US EPA 16 (B and K split)
SAL Reference 377268 001 377268 002 377268 003
Customer Sample Reference BH01 BH02 BH03
Date Sampled 12-FEB-2014 12-FEB-2014 12-FEB-2014
Determinand Method TestSample LOD Units
Naphthalene T149 AR 0.01 µg/l 0.02 0.01 <0.01
Acenaphthylene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
Acenaphthene T149 AR 0.01 µg/l 0.05 <0.01 <0.01
Fluorene T149 AR 0.01 µg/l 0.17 0.02 <0.01
Phenanthrene T149 AR 0.01 µg/l 0.27 0.03 0.03
Anthracene T149 AR 0.01 µg/l 0.02 <0.01 <0.01
Fluoranthene T149 AR 0.01 µg/l 0.03 <0.01 <0.01
Pyrene T149 AR 0.01 µg/l 0.11 <0.01 0.01
Benzo(a)Anthracene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
Chrysene T149 AR 0.01 µg/l 0.02 <0.01 <0.01
Benzo(b)fluoranthene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
Benzo(k)fluoranthene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
Benzo(a)Pyrene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
Indeno(123-cd)Pyrene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
Dibenzo(ah)Anthracene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
Benzo(ghi)Perylene T149 AR 0.01 µg/l <0.01 <0.01 <0.01
PAH(total) T149 AR 0.01 µg/l 0.69 0.06 0.04
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Index to symbols used in Supplement 377268-1
Notes
Method Index
Accreditation Summary
Value Description
AR As Received
U Analysis is UKAS accredited
N Analysis is not UKAS accredited
Supplement issued to include the date sampled.
Value Description
T4 Colorimetry
T85 Calc
T149 GC/MS (SIR)
T301 ICP/MS (Total)
T7 Probe
T6 ICP/OES
T686 Discrete Analyser
Determinand Method TestSample LOD Units Symbol SAL References
Boron T6 AR 0.01 mg/l N 001-003
Chromium VI T686 AR 0.003 mg/l U 001-003
Cyanide(Complex) T85 AR 0.05 mg/l N 001-003
Cyanide(Total) T4 AR 0.05 mg/l U 001-003
Cyanide(free) T4 AR 0.05 mg/l U 001-003
Sulphate T686 AR 0.5 mg/l U 001-003
pH T7 AR U 001-003
As (Total) T301 AR 0.2 µg/l U 001-003
Cd (Total) T301 AR 0.02 µg/l U 001-003
Cr (Total) T301 AR 1 µg/l U 001-003
Cu (Total) T301 AR 0.5 µg/l U 001-003
Pb (Total) T301 AR 0.3 µg/l U 001-003
Hg (Total) T301 AR 0.05 µg/l U 001-003
Ni (Total) T301 AR 1 µg/l U 001-003
Se (Total) T301 AR 0.5 µg/l U 001-003
Zn (Total) T301 AR 2 µg/l U 001-003
Naphthalene T149 AR 0.01 µg/l U 001-003
Acenaphthylene T149 AR 0.01 µg/l U 001-003
Acenaphthene T149 AR 0.01 µg/l U 001-003
Fluorene T149 AR 0.01 µg/l U 001-003
Phenanthrene T149 AR 0.01 µg/l U 001-003
Anthracene T149 AR 0.01 µg/l U 001-003
Fluoranthene T149 AR 0.01 µg/l U 001-003
Pyrene T149 AR 0.01 µg/l U 001-003
Benzo(a)Anthracene T149 AR 0.01 µg/l U 001-003
Chrysene T149 AR 0.01 µg/l U 001-003
Benzo(b)fluoranthene T149 AR 0.01 µg/l U 001-003
Benzo(k)fluoranthene T149 AR 0.01 µg/l U 001-003
Benzo(a)Pyrene T149 AR 0.01 µg/l U 001-003
Indeno(123-cd)Pyrene T149 AR 0.01 µg/l U 001-003
Dibenzo(ah)Anthracene T149 AR 0.01 µg/l U 001-003
Benzo(ghi)Perylene T149 AR 0.01 µg/l U 001-003
PAH(total) T149 AR 0.01 µg/l U 001-003
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New Ashton Primanry School, Stamford
Rock Core Photographs BH03
Contract No. W13/41329
12.00m to 16.00m
16.00m to 19.00m
New Ashton Primanry School, Stamford
Rock Core Photographs BH03
Contract No. W13/41329
19.00m to 22.00m
22.00m to 25.00m
New Ashton Primanry School, Stamford
Rock Core Photographs BH03
Contract No. W13/41329
25.00m to 28.00m
28.00m to 30.00m
O2% CO2% CH4% CO H2S
v/v v/v v/v ppm ppm
Hole No:VOC ppm
CO2% v/v
CO ppm
H2S ppm
RelativePressure
(mb)
Gas flow Rate (l/hr)
Depth to base of
well SWL
LNAPL or
DNAPL
Steady Steady Peak Steady Steady Steady Steady Range mBGL mBGL mBGL
BH01 0.0 0.0 0.0 0.0 0 0 - 0.0 12.10 Groundlevel NRBH02 0.0 0.0 0.0 0.0 0 0 - 0.0 5.35 1.70 NRBH03 0.0 0.7 0.0 0.0 0 0 - 0.0 29.86 8.50 NR
>>>> = Flow above detection limit of 30 l/hr, <<< = Negative flow greater than -10 l/hr. >Max = In excess of lower explosive limit.
Remarks:
20.0 012.2 0
20.1 0
20.1 0.0 0.0
O2% v/v
CH4% v/v
LEL
Steady Steady
0 0Atmospheric Pressure (Finish): 987mb
Background Ground Conditions (dry / wet etc): WetReadings: Atmospheric Pressure (Start): 988mb
Gas and Groundwater Monitoring Results
Contract Name: Ashton New Primary School Readings Taken By:GA2000NM
Contract Number: 41329 Gas Monitor:
Date: 31st January 2014 Checked By:
Weather Conditions: Dry, CloudyHH
O2% CO2% CH4% CO H2S
v/v v/v v/v ppm ppm
Hole No:VOC ppm
CO2% v/v
CO ppm
H2S ppm
RelativePressure
(mb)
Gas flow Rate (l/hr)
Depth to base of
well SWL
LNAPL or
DNAPL
Steady Steady Peak Steady Steady Steady Steady Range mBGL mBGL mBGL
BH01 0.0 0.0 0.0 0.0 0 0 0.00 0.0 11.55 Groundlevel NRBH02 0.0 0.0 0.0 0.0 0 0 0.00 0.0 5.60 1.93 NRBH03 0.0 0.0 0.0 0.0 0 0 0.00 0.0 29.40 8.32 NR
>>>> = Flow above detection limit of 30 l/hr, <<< = Negative flow greater than -10 l/hr. >Max = In excess of lower explosive limit.
Remarks:
Contract Name: Ashton New Primary School Readings Taken By: DM
Gas and Groundwater Monitoring Results
Contract Number: 41329 Gas Monitor: GFM
Date: 12th February 2014 Checked By:
Weather Conditions: Overcast & Windy
0 0
Background Ground Conditions (dry / wet etc): Wet, muddyReadings: Atmospheric Pressure (Start): 956mb
Steady Steady
20.6 0.0 0.0Atmospheric Pressure (Finish): 953mb
O2% v/v
CH4% v/v
LEL
20.1 020.0 018.9 0
O2% CO2% CH4% CO H2S
v/v v/v v/v ppm ppm
Hole No:VOC ppm
CO2% v/v
CO ppm
H2S ppm
DiffPressure
(Pa)
Gas flow Rate (l/hr)
Depth to base of
well SWL
LNAPL or
DNAPL
Steady Steady Peak Steady Steady Steady Steady Range mBGL mBGL mBGL
BH01 11.00 Groundlevel NRBH02 0.0 0.0 0.0 0.0 0 0 0.00 0.0 5.55 2.10 NRBH03 0.0 0.2 0.0 0.0 0 0 0.00 0.0 29.40 8.25 NR
>>>> = Flow above detection limit of 30 l/hr, <<< = Negative flow greater than -10 l/hr. >Max = In excess of lower explosive limit.
Remarks:
Contract Name: Ashton New Primary School Readings Taken By: DM
Gas and Groundwater Monitoring Results
Contract Number: 41329 Gas Monitor: GFM
Date: 27th Febraury 2014 Checked By: HHWeather Conditions: Dull, Windy
0 0
Background Ground Conditions (dry / wet etc): WetReadings: Atmospheric Pressure (Start): 982mb
Steady Steady
20.4 0.0 0.0Atmospheric Pressure (Finish): 982mb
O2% v/v
CH4% v/v
LEL
20.2 017.4 0
Flooded
O2% CO2% CH4% CO H2S
v/v v/v v/v ppm ppm
Hole No:VOC ppm
CO2% v/v
CO ppm
H2S ppm
RelativePressure
(mb)
Gas flow Rate (l/hr)
Depth to base of
well SWL
LNAPL or
DNAPL
Steady Steady Peak Steady Steady Steady Steady Range mBGL mBGL mBGL
BH01 0.0 0.0 0.0 0.0 0 0 -0.09 0.0 11.12 0.50 NDBH02 0.0 0.0 0.0 0.0 0 0 -0.09 0.0 5.44 1.90 NDBH03 0.0 1.0 0.0 0.0 0 0 -0.09 0.0 29.84 3.92 ND
>>>> = Flow above detection limit of 30 l/hr, <<< = Negative flow greater than -10 l/hr. >Max = In excess of lower explosive limit.
Remarks:
Contract Name: Ashton New Primary School Readings Taken By: NM
Gas and Groundwater Monitoring Results
Contract Number: 41329 Gas Monitor: GA2000
Date: 12th March 2014 Checked By: HHWeather Conditions: Dry, sunny, 10.2 ˚C
0 0
Background Ground Conditions (dry / wet etc): DryReadings: Atmospheric Pressure (Start): 1019mb
Steady Steady
20.7 0.0 0.0Atmospheric Pressure (Finish): 1019mb
O2% v/v
CH4% v/v
LEL
20.5 020.6 013.4 0
O2% CO2% CH4% CO H2S
v/v v/v v/v ppm ppm
Hole No:VOC ppm
CO2% v/v
CO ppm
H2S ppm
RelativePressure
(mb)
Gas flow Rate (l/hr)
Depth to base of
well SWL
LNAPL or
DNAPL
Steady Steady Peak Steady Steady Steady Steady Range mBGL mBGL mBGL
BH01 10.95 GL NRBH02 0.0 0.0 0.0 0.0 0 0 0.00 0.0 5.50 1.87 NDBH03 0.0 0.2 0.0 0.0 0 0 0.00 0.0 29.35 8.40 ND
>>>> = Flow above detection limit of 30 l/hr, <<< = Negative flow greater than -10 l/hr. >Max = In excess of lower explosive limit.
Remarks:
Contract Name: Ashton New Primary School Readings Taken By: DM
Gas and Groundwater Monitoring Results
Contract Number: 41329 Gas Monitor: GFM
Date: 26th March 2014 Checked By: HHWeather Conditions: Dull, showers, 7.5 ˚C
0 0
Background Ground Conditions (dry / wet etc): Wet/dampReadings: Atmospheric Pressure (Start): 998mb
Steady Steady
20.4 0.0 0.0Atmospheric Pressure (Finish): 999mb
O2% v/v
CH4% v/v
LEL
20.3 019.2 0
Flooded
O2% CO2% CH4% CO H2S
v/v v/v v/v ppm ppm
Hole No:VOC ppm
CO2% v/v
CO ppm
H2S ppm
RelPressure
(mb)
Gas flow Rate (l/hr)
Depth to base of
well SWL
LNAPL or
DNAPL
Steady Steady Peak Steady Steady Steady Steady Range mBGL mBGL mBGL
BH01 0.0 0.0 0.0 0.0 0 0 0.00 0.0 10.93 GL NDBH02 0.0 0.0 0.0 0.0 0 0 0.00 0.0 5.45 2.05 NDBH03 0.0 0.2 0.0 0.0 0 0 0.00 0.0 29.35 7.96 ND
>>>> = Flow above detection limit of 30 l/hr, <<< = Negative flow greater than -10 l/hr. >Max = In excess of lower explosive limit.
Remarks:
20.5
19.5
0.0
0.020.5 0.0
Steady Steady
20.7 0.0 0.0Atmospheric Pressure (Finish): 991mb
O2% v/v
CH4% v/v
LEL
0 0
Background Ground Conditions (dry / wet etc): DryReadings: Atmospheric Pressure (Start): 990mb
Date: 21st May 2014 Checked By: ALWeather Conditions: Sunny, Mild, 21 °C
Contract Name: Ashton New Primary School Readings Taken By: DM
Gas and Groundwater Monitoring Results
Contract Number: 41329 Gas Monitor: GFM
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