Environmental Geotechnical Specialists GEOTECHNICAL ENVIRONMENTAL Rogers Geotechnical Services Ltd Telephone 0843 50 666 87 Fax 0843 51 599 30 Email [email protected]www.rogersgeotech.co.uk Offices 1 & 2, Barncliffe Business Park, Near Bank, Shelley, Huddersfield, West Yorkshire HD8 8LU. REPORT R www.citation.co.uk job number site address date written by checked by issued by
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
EnvironmentalGeotechnical
Specialists
GEOT
ECHN
ICAL
ENVI
RONM
ENTA
LRogers Geotechnical Services LtdTelephone 0843 50 666 87 Fax 0843 51 599 30Email [email protected] 1 & 2, Barncliffe Business Park, Near Bank, Shelley,Huddersfield, West Yorkshire HD8 8LU.
Discussion of Ground Conditions - Geotechnical Comments Foundations General Comments for Construction Ground-floors Hard-standing Areas Effect of Sulphates
Discussion of Ground Conditions - Environmental Discussion of Test Results Soil Samples Waste Acceptance Criteria Gas Concentrations Site Specific Risk Assessment Approach Conceptual Ground Model and Risk Assessment Indicative Remediation Strategy Remediation Objectives Development Requirements Outline Strategy Fill Materials Verification Report
14 14 14 15 17 18 18 18 22 22 22 22 26 27
12. Recommendations for Further Work 28 13. References 28
Appendices 1. Site Plans including Utilities Survey 2. Borehole Records 3. Trialpit Records 4. TRL Dynamic Probe Results 5. Laboratory Testing - Geotechnical 6. Laboratory Testing - Environmental
Location: Burnley FC Turfmoor, Harry Potts Way, Burnley, Lancashire BB10 4BX
For: Momentum Engineering
Report No. J4101/17/E Report date: January 2018
For and on behalf of Rogers Geotechnical Services Ltd
James Farnsworth BEng, FGS Senior Geotechnical Engineer
Steve Rogers CEng, CGeol, MICE, MCIHT, FGS, ACIEH Technical Director
Report Summary1
Item Comments Section
Development Construction of infill structures to the stands of the existing sports stadium.
1.
Geology Till underlain by Pennine Lower Coal Measures Formation. 5.
Strata Conditions Capping of asphalt underlain by variable made ground. From ≈1.5m to ≈2.5m below ground level, a sequence of clays (Till) was revealed to the full depth investigated at 15m.
6.
Groundwater Perched water encountered at shallow depth in the made ground and a more granular horizon within the Till.
6.2.
Foundation Design Piled foundations are likely to represent the most effective solution. 10.2.
Floor slabs Suspended. 10.3.
Hardstanding CBR 3% for existing sub-grade. Recompacted soils may achieve at least 5% CBR, although some recompacted soils could possess significantly higher CBR.
10.4.
Effect of Sulphates DS2; AC-2. 10.6.
Contamination Chemical contamination at the site is not significant in regard to the proposed end-use. Notwithstanding this, asbestos and significant concentrations of carbon dioxide were revealed in the north-west corner development area.
11.
1 This summary should not be relied upon to provide a comprehensive review. All of the information contained in this document should be considered.
1. Introduction It is understood that development is to take place at Burnley Football Club’s Turf Moor Stadium, Harry Potts Way, Burnley. This development is to include infill structures in between the existing stands in the north-west, north-east and south-east corners of the site. Consequently, a site investigation has been undertaken in accordance with the instruction from the client. This work was required in order to determine the nature of the underlying soils, to assess their engineering properties and to assist in the design of safe and economical foundations for the proposed development. This report also takes into consideration the risk of any contamination present. This report describes the work undertaken, presents the data obtained and discusses the ground conditions in relation to the proposed works.
2. Limitations The recommendations made and opinions expressed in this report are based on the ground conditions revealed by the site works, together with an assessment of the site and of the laboratory test results. Whilst opinions may be expressed relating to sub-soil conditions in parts of the site not investigated, for example between borehole positions, these are for guidance only and no liability can be accepted for their accuracy. This report has been prepared in accordance with our understanding of current best practice. However, new information or legislation, or changes to best practice may necessitate revision of the report after the date of issue.
3. Previous Investigation A Geotechnical Investigation was undertaken by Rogers Geotechnical Services in January 2016 and was presented as report number J3347/15/E. However, it should be noted that that work was focused on the south-west and south-east corners of the stadium. In addition, investigation was also carried out on behalf of a constructor by PWA Geo-environmental in the south-east corner of the stadium and was reported as LTR/15208/022 in February 2016. These reports have been reviewed during the current intrusive investigation.
4. Fieldworks
The fieldworks were undertaken between the 30th November and 4th December 2017 and included the following:
Survey of buried utility services.
Three cable percussion boreholes. Three gas monitoring standpipes.
Seven trialpits to expose the foundations of the existing stands. Four TRL dynamic probes.
The investigatory locations are shown on the site plan which is presented in Appendix 1 to this report. With respect to the client’s specification, it may be noted that boreholes were not required in the south-east corner of the site as data for this area was obtained in the previous investigation.
4.1 Utilities Survey
Whilst plans were obtained from statutory services providers and all investigatory positions were scanned with a CAT (Cable Avoidance Tool), in order to scan for all services (including gas, water and drainage) a GPR (Ground Penetrating Radar) was employed. At each location a trained GPR operative scanned the immediate area and provided an assessment of whether there were any Radar returns that may represent buried services. Where any risk of encountering services was present, the investigatory positions were relocated.
As part of the investigation, a site survey was undertaken with a CAT (Cable Avoidance Tool) and a GPR (Ground Penetrating Radar) to assist in determining the location of underground services. The results of the survey are presented on an AutoCAD plot which can also be found within Appendix 1. In this case, it is considered that the findings of the survey provide sufficient data in order to delineate the services at the site. Indeed this data was employed to ensure that the position of the boreholes and trial pits in this investigation were unlikely to encounter buried services. Notwithstanding the above, it should be appreciated that in order to obtain the precise location of buried services during construction it will be necessary to carefully excavate trial pits, using hand-held digging tools, to expose services.
4.2 Light Cable Percussive Boreholes
The boreholes were sunk using a 1.5 tonne capacity light cable percussive (shell and auger) drilling rig with 150mm diameter tools and casing.
During the boring operations, representative disturbed samples of the arisings were taken at regular depth intervals and sealed in plastic bags. Standard penetration tests (SPTs) were undertaken at regular depth increments; accept in cohesive materials where SPTs and undisturbed samples (U100s) were alternated. The SPTs were conducted in accordance with the procedures given in BS1377 : 1990 : Part 9 : 3.3, and the results are summarised on the borehole records. During this work an automatic trip hammer of 63.5kg falling through 760mm was employed to drive either a cone or split barrel sampler assembly into the ground, the barrel samples were retained in air tight plastic containers. The 100mm diameter undisturbed (U100) samples were sealed within a liner with wax and plastic caps. Groundwater levels were recorded when struck and boring stopped for a period of time to allow the water level to be monitored.
All recovered samples were returned to the laboratory for subsequent logging and testing. The chemical test specimens were retained in the appropriate air tight containers within cool boxes for onward transition to the chemical laboratory. The soils were described in general accordance with BS5930: 2015, and full descriptions are given on the borehole records, which are presented as Appendix 2. Also included on these records are the water levels, casing details, standard penetration test results and a record of samples taken.
4.3 Gas Monitoring Standpipes
Gas monitoring standpipes were installed between 1.7m to 4m depth in all of the boreholes and the installation details are shown on the appropriate borehole records. In all cases, the monitoring standpipe consisted of a perforated pipe from the base of the borehole to between 0.4m and 1.0m below surface, with a non-perforated pipe to ground level. The response zone was filled with pea gravel, with a bentonite seal at the base and above, and the installation was capped with a stop box cover in a concrete surround.
4.4 Trial Pits
Trial pits were excavated using hand-held digging equipment immediately adjacent to the existing stands in order to reveal the nature of the near surface soils and extent and type of foundations. The soils were logged on site in general accordance with BS5930: 2015, and full descriptions are given on the trial pit records which are presented in Appendix 3, along with diagrams of the structures encountered. Samples were taken from the trialpits for subsequent inspection and testing. The chemical test specimens were retained in the appropriate air tight containers within cool boxes for onward transition to the chemical laboratory.
It may be noted that it was not possible to expose any foundation details at the location of TP6 due to a significant increase in ground level at the that locale.
4.5 TRL Dynamic Probes
TRL Dynamic Cone Penetrometer tests were undertaken in each of the three investigation areas at the site. The penetrometer consists of an 8kg slide hammer falling through 575mm onto an anvil, which drives a 20mm diameter 60° cone into the ground. The depth of the cone driven per blow of the hammer is recorded. The results of the dynamic penetration tests are presented as Appendix 4 and include graphs of penetration blows and CBR values versus depth. The percentage CBR value has been obtained from the correlation provided in TRRL Road Note 8 which is given below:
Log10(CBR) = 2.48 – 1.057Log10(mm/blow)
It should also be noted that, in order to carry out laboratory testing, samples (bulk from granular soils and U38 from cohesive soils) were obtained from each TRL probe location.
5. Geology The available published geological data for the site has been examined and the following table presents the anticipated geology.
Table 1: Geological Data for the Site
Strata Type Strata Name2 Previous Name3 Description3
Superficial Geology Till Boulder Clay
Group of sediments laid down by the direct action of glacial ice. Variable lithology, usually sandy, silty clay with pebbles, but can contain gravel-rich, or laminated sand layers; varied colour and consistency.
Solid Geology
Pennine Lower Coal Measures Formation
Lower Coal Measures
Interbedded grey mudstone, siltstone and pale grey sandstone, commonly with mudstones containing marine fossils in the lower part, and more numerous and thicker coal seams in the upper part.
It should be appreciated the available data shows that the site is underlain by an expanse of Till, however, just to the south of the site, deposits of Alluvium are indicated to be present. Below the superficial geology, the Pennine Lower Coal Measures Formation is indicated. Whilst the north-western corner of the site lies above undifferentiated strata within this sequence, the majority of the site is located above an unnamed sandstone member. Nearby markers suggest that the solid geology dips at shallow angles (≈5°) to the south-west. In association with the subcrop pattern of the sandstone member, the Low Bottom Mine coal seam is shown, although it should be noted that this is seam is marked as inferred and thus has not been directly observed. This inference will be based on an anticipation of the subcrop at the marked position. However, there are a few reasons for the lack of direct observation, such as the cover above the subcrop preventing it being seen or that the seam is not persistent in this area. In either case, the record of this sub-crop should be noted.
6. Strata Conditions
In accordance with the geology of the area, the succession has been shown to include the following:
2 Sources: British Geological Survey (NERC) Map Sheet 68; Clitheroe; Solid Edition and Drift Edition, Map Sheet 76; Rochdale; Solid and Drift Edition, and Geology of Britain Viewer [online resource from www.bgs.ac.uk] 3 Sources: British Geological Survey (NERC) Lexicon of Named Rock Units [online resource from www.bgs.ac.uk]
0.1 – 0.2 HARDSTANDING (Asphalt with associated sub-base/Concrete) ALL None
+0.22 – 2.3
MADE GROUND (Variable sequence of strata including dark grey GRAVEL with cobbles, grey gravelly CLAY and dark grey/greyish brown gravelly SAND. Where the gravel fraction comprised brick, concrete, sandstone masonry, mortar, earthenware, ash, clinker and metal)
ALL 2.1m (BH2), 1.5m (BH3)
+10 – +15.5
TILL (Variable sequence of strata generally comprising very soft becoming firm, and firm, locally thinly laminated, yellowish grey and greyish brown variably sandy and gravelly CLAY)
BH1 to BH3 3.8m (BH2)
’+’ denotes that the strata extended below the termination depth of the investigated positions, thus the extent of the deposit is only proven to the depths indicated.
6.1 General Strata
The site was found to be capped by hardstanding that typically comprised asphalt, although in one location concrete was present. In some locations, immediately beneath the asphalt, a layer of sandstone boulders, sand sized fragments of ash and brick, or cream, grey or light yellow sandy gravel (likely to be limestone, dolostone or sandstone) was present and is likely to represent a sub-base to the hardstanding. On penetrating the capping, variable made ground was encountered. This horizon included a mixture of granular and cohesive strata with the gravel sized fraction comprising predominately anthropogenic materials. It should be appreciated that all of the trialpits terminated within the made ground, however, the boreholes fully penetrated these layers at depths ranging between 1.6m and 2.3m. Beneath the made ground, variable horizons of very soft, soft and soft to firm yellowish grey sandy clay with some gravel of sandstone and mixed lithologies (quartz), and silt partings, was initially revealed. It may be appreciated that in boreholes BH2 and BH3 plant remnants and organic matter was also observed and it is therefore considered that this may be attributed to the soil being a former growth layer for vegetation. Moreover, the overall hue at these locations was predominately black and dark grey, although the soil itself was still yellowish grey; it is reasoned that this colour is a result of the plant remnants apparent and some possible staining from the made ground above. In addition, a thin seam of grey clayey silt was encountered at 3.6m in BH1, however, as this material was not revealed in the other boreholes, it is likely to represent a lens local to that area. From 4.5m to 5.5m, more consistent conditions across the site were apparent, thinly laminated greyish brown clay being recovered from all three boreholes. This greyish brown clay was found to be soft becoming firm in BH1 and firm in BH2 and BH3. Between depths of 8.4m and 11.5m, firm greyish brown silty clay with gravel of mixed lithologies (quartz) was present to the base of the boreholes. With respect to the published geological data for the site, it is considered that the sequence of soils below the made ground represents the Till anticipated to underlie the site.
6.2 Groundwater It should be appreciated that the normal rate of boring does not permit the recording of an equilibrium water level for any one strike, moreover, groundwater levels are subject to seasonal variation or changes on local drainage conditions. Notwithstanding this, groundwater was encountered toward the base of the made ground in boreholes BH2 and BH3, with a further strike being noted at 3.5m in BH2. It is considered that these strikes represent perched water associated with more granular horizons in the cohesive soils.
7. Insitu Testing 7.1 Standard Penetration Tests
The standard penetration tests were carried out in the boreholes and are summarised in the following table: Table 3: Summary of Standard Penetration Tests
Strata Depth Range
(m)
SPT ‘N’ (Blows/300mm) Comments
Granular soils Cohesive soils
Made Ground 1.2 – 1.5 – 2 – 19 Very soft ranging to stiff in-situ conditions.* Till 3 – 13.5 – 1 – 21 Very soft ranging to stiff in-situ conditions.
* It should be appreciated that SPT results in the made ground should be viewed with some caution given the significant gravel fraction within the soils present.
7.2 Gas and Water Level Monitoring
The standpipes were monitored between the 13th December 2017 and the 12th January 2018. The results of the gas monitoring undertaken to date are tabulated below.
↑ rising pressure ↓ falling pressure → steady pressure This work was undertaken using a Geotechnical Instruments (UK) Ltd. GA5000 (serial No G503524) which was last calibrated on the 10th July 2017.
7.3 TRL Dynamic Probes
TRL dynamic penetration tests were undertaken along the length of the access road and the results are summarised below: Table 5: Summary of TRL Dynamic Probes
Position Depth Range (m)
Range of Average* Equivalent CBR
(%)
Comments
TRL1 0.34 – 1.99 12 – +40 Probes indicate an initial zone of variable but high equivalent CBR values. From ≈0.8m depth equivalent CBR notably decreases to the lower average.
TRL2 0.23 – 2.05 8 – 28 Probes indicate equivalent CBR values that gradually increase to around 18%, with higher averages recorded in discrete bands.
TRL4 0.24 – 2.06 3 – +40
Probes indicate an initial zone of variable but elevated equivalent CBR values. From ≈0.5m depth equivalent CBR notably decreases toward the lower average. From 1.5m depth, equivalent CBRs increase beyond 40%, before a rapid reduction to the lower average was seen at 2m.
TRL6 0.26 – 2.06 15 – +40
Probes indicate an initial zone of variable but high equivalent CBR values. From ≈1m depth equivalent CBR notably decreases to the lower average and then gradually increase with depth.
*It should be appreciated that layers with similar properties have been estimated from the changes in gradient apparent within the cumulative number of blows recorded. As a consequence an average equivalent CBR value has been determined for each layer of these layers.
8. Laboratory Testing - Geotechnical
The following programme of laboratory testing has been undertaken on samples obtained during this investigation: Moisture content determinations BS 1377: 1990: Pt2: 3.2 Index properties (1 point) BS 1377: 1990: Pt2: 4.4, 5.3 & 5.4 Linear shrinkage BS 1377: 1990: Pt2: 6.3 Soluble sulphate content BS 1377: 1990: Pt3: 5 pH value BS 1377: 1990: Pt3: 9 California Bearing Ratio BS 1377: 1990: Pt4: 7 One-dimensional consolidation BS 1377: 1990: Pt5: 3
Undrained shear strength (Triaxial) BS 1377: 1990: Pt7: 8 & 9 The test results are presented in Appendix 5 and are summarised below: Table 6: Summary of Geotechnical Test Results
Test type Number of tests Range of results Comments
Moisture content determinations 16 18% to 38% Cohesive Made Ground and Till – results
generally decrease with depth.
Index Properties (1 Point) 3
LL PL PI LS
53% to 63% 21% to 25% 30% to 38% 15%
Cohesive Made Ground and Till – Clay of high plasticity, Consistency index 0.7 to 0.8, NHBC Class – Medium.
Soluble sulphate 3 SO4 0.29 to 0.68mg/l DS-2, Alkaline conditions. pH pH 8.1 to 10.4 California Bearing Ratio (Recompacted with standard effort, 2.5kg rammer)
3
CBR MC
ρ ρd
5% to +40% 12% to 21% 1.94 to 2.09Mg/m³ 1.60 to 1.88Mg/m³
Granular made ground may be compacted such that high CBR values can be achieved.
One–dimensional consolidation 6
cv mv
1.2 to 2.1m²/yr 0.07 to 1m²/MN
Till (BH1) – Moderate rate of settlement, clays of low to high compressibility.
cv mv
3.6 to 5.2m²/yr 0.082 to 0.43m²/MN
Till (BH3) – Fast rate of settlement, clays of low to high compressibility.
Undrained shear strength (Triaxial) 3
cu ρ ρd
26 to 107kPa 1.9 to 2.15Mg/m³ 1.5 to 1.84Mg/m³
Till - Low to high shear strength.
8.1 Geotechnical Properties
The idealised geotechnical properties employed in design are summarised below.
Table 7: Summary of Geotechnical Properties Property Range of values Comments Volume change potential (NHBC) Medium Cohesive Made Ground and Till
Shear strength parameters cu γ
26 to 107kN/m² 18.6 to 21kN/m³ Based on triaxial testing results
Consolidation characteristics (Assume mv gradually reduces with increasing depth)
cv mv
NW Corner (BH1)
1.2 to 2.1m²/yr 0.07 to 1m²/MN From one-dimensional consolidation test results
mv 0.10 to 2.2m²/MN From SPT and plasticity results, and after Stroud (1974), where mv = 1/f2N
cv mv NE
Corner (BH3)
3.6 to 5.2m²/yr 0.082 to 0.43m²/MN From one-dimensional consolidation test results
mv 0.18 to 0.20m²/MN From SPT and plasticity results, and after Stroud (1974), where mv = 1/f2N
Concrete classification DC-2 Brownfield locations (static water); ACEC class AC-2
9. Laboratory Testing - Environmental A suite of testing was conducted on samples from across the site and the following regime was undertaken. Metals – Cd, CrVI, Cu, Hg, Ni, Pb, V and Zn. Semi and Non-Metals - As, Se, Free CN- and Phenols. Polycyclic aromatic hydrocarbons (PAHs). Petroleum hydrocarbons (TPHs). Others – pH, organic content, total/soluble SO4
2- and asbestos screen.
This testing was undertaken by Chemtest Ltd and the results of the chemical testing are presented in Appendix 6 of this report.
10. Discussion of Ground Conditions - Geotechnical
It is understood that the site is to be developed by the construction of infill structures at the north-west, north-east and south-east corners of the stadium, between the existing stands. At the time of writing this report the precise structural details of the construction are not currently known, thus the discussion below is of a generalised nature.
10.1 Comments
It should be appreciated that within this investigation, the assessment of soils in the south-east corner of the site has been limited to shallow depths, i.e. trialpits and TRL dynamic probes, windowless sample boreholes and dynamic probes were carried out in previous investigation. In general terms, the windowless sample boreholes in that investigation demonstrated comparable ground conditions to the findings of this investigation, with 1.1m of variable cohesive and granular made ground being revealed above a sequence of very soft clays that are considered to represent Till. Moreover, the dynamic probes in the south-east corner demonstrated a gradual increase in resistance, which if approximately equated to SPT, suggest very soft becoming very stiff in-situ conditions. Similarly, if equivalent SPT values are considered alongside the recorded plasticity indices and following Stroud (1974), approximate mv values of between 0.03 to 1.68m2/MN may be considered (N.B. values of mv should be assumed to reduce with depth). In regard to the trial pits excavated adjacent to the existing structures, it may be noted that concrete structures were revealed at the base of the exterior walls. These structures were found at depths below ground level ranging between 0.06m and 0.5m, protruding from 0.2m to 0.55m from the exterior walls, and were 0.1m to 0.6m in thickness. It could therefore be assumed that these structures represent footings to the stadium stands, however, it should be appreciated that they were found to be underlain by the made ground typically revealed across the site. In view of this, it should be noted that it would be somewhat unusual for large structures such as the stands to have been founded within made ground. Whilst it is possible that the concrete structures could extend to depths greater than it was practical to
observe in the trial pits, and thus are founded within the Till, it must also be realised that the Till across the site was found to be in a relatively weak in-situ condition at shallow depths. Therefore, it would be unexpected for large structures such as the stands to be founded in the made ground or weak near surface Till without excessive total and differential settlements occurring. As such, it is felt more likely that the existing stands will be supported on piled foundations and the concrete structures revealed in the trial pits represent piles caps or interconnecting beams.
10.2 Foundations It cannot be recommended that foundations be constructed directly within the made ground or weak near surface Till. These soils are also present in a weak and variable condition, such that excessive total and or differential settlement could occur under moderately light surface loading. It light of this and on the basis that the weaker horizons within the Till are present to significant depths, it is recommended that piles are employed to transfer foundation loads to deeper more competent soils. There are a number of piling options that could be considered for use at this site, which include driven displacement piles and continuous flight auger (CFA) bored piles. In order to formulate a suitable design it is recommended that the advice of specialist piling contractors be sought. However, for preliminary design and estimating purposes the following discussion is presented. It is considered that driven pre-cast concrete piles could be adopted at this site, although, it would be prudent to utilise a driving shoe or a lead steel section to minimise the risk of pile breakages whilst penetrating the piles through the made ground. The risk of pile breakages may further be reduced and greater laterally capacities provided by employing steel tubular driven piles, which could include thin walled bottom drive piles or thick walled top drive piles. It should be appreciated that thin walled piles will need to be concrete filled and possibly reinforced as the steel casing alone would not be sufficient to carry vertical or horizontal imposed loads. However, this is not necessarily the case with thick walled tubular piles. For both pile types care is required to ensure that the connection between the pile and pile cap is adequate. Should the piles be required to resist a combination of axial compression or tension loading and a coexistent bending moment, a positive connection between segmental piles should be employed to transfer loads between the pile segments. Consideration may also be given to the use of bored cast-in-place piles using continuous flight augers (CFA). In this type of piling an auger borehole is formed and concrete placed via the hollow stem of the auger as they are withdrawn. A reinforcement cage is then placed into the fluid concrete filled hole to complete the pile. It should be appreciated that with this method spoil will be produced at the surface which will need to be disposed of. Moreover, should such piles encounter obstructions or bedrock, a condition known as ‘flighting’ may occur. Flighting is where loose soils immediately adjacent to the pile borehole are pulled laterally into the drill string when the augers rotate quickly with little downward penetration. In regard to driven piles be at the site, care will be needed to ensure that the installation of driven piles does not lead to settlement of the existing. It is therefore recommended that existing buildings are
carefully monitored during pile driving and should significant movements be observed, it will be necessary to consider use of bored piles as an alternative. Irrespective of the method of pile installation a working platform must be provided, the thickness of which will be determined by the type of piling rig employed and the strength of the near surface soils. The design of the platform should be undertaken in accordance with the procedures and specification given in the BRE publication entitled Working platforms for tracked plant.
In view of the above comments, it is reiterated that in order to formulate a suitable design, it is recommended that the advice of specialist contractors be sought. However, for preliminary design and costing purposes capacity relating to CFA, precast concrete and drilled piling is provided in the table below.
Table 8: Bearing Capacity for Single Piles
CFA Piles Driven Precast Piles Pile section
(mm) Pile length
(m) Allowable capacity
(kN) Pile section
(mm) Pile length
(m) Allowable capacity
(kN) North-west
Corner North-east
Corner North-west
Corner North-east
Corner 300 10
13 16
50 90
170
95 130 210
200 10 13 16
50 90
165
95 135 205
450 10 13 16
85 140 270
145 205 330
250 10 13 16
65 115 210
120 170 265
600 10 13 16
120 200 385
205 285 465
300 10 13 16
80 140 255
145 205 320
The above analyses are based upon the following assumptions. a) The ground conditions considered are as revealed by the current investigation. Due to the
differences in the ground conditions across the site, two sets of parameters have been employed. b) Skin friction from the made ground has not been considered. c) A factor of safety of 3.0 on skin friction and end bearing was applied. d) The water table is present at significant depth.
It may be noted that in regard to the ground conditions presented by the previous investigation in the south-east corner, the dynamic probes indicate higher pile capacities than those suggested by investigation in the north-east corner. However, careful consideration of the dynamic probe data will be required for the pile design.
In general terms, settlements of piled foundations are likely to be limited to 10mm for a single pile at working load. However, the consolidation characteristics revealed in this investigation should be employed to evaluate anticipated settlements. Notwithstanding this, it should be appreciated that the existing structures at the site will have undergone settlement after construction and any further
settlement is likely to be minimal. Therefore, the settlement of any new foundations will be differential to the existing structures and it will be necessary to ensure that this is considered where old and new structures adjoin.
10.2.1 General Comments for Construction The stability of excavation faces cannot be guaranteed thus temporary support to the excavation faces may become necessary. Under no circumstances should operatives be allowed to enter unsupported excavations. Should the excavations be required to stand open, it is considered that a blinding layer of lean-mixed concrete be placed over the sub-grade. This expedient will reduce loosening or softening of the underling soil due to both physical disturbance and the ingress of surface water. Should seepage of groundwater be encountered it is considered that it could be dealt with using a simple form of de-watering. Such a system could include the excavation of sumps from which the water could be pumped.
10.3 Ground-floors
In light of the made ground and weak near surface soils it is not recommended that ground bearing ground floor slabs be employed. In this instance it would be necessary to suspend floors between foundation positions, such that the floor loads are transmitted via the foundations to competent soils at depth.
10.4 Hard-standing Areas
It is considered that any hard-standing at the site could be constructed employing traditional pavement design. For unmodified soils, a design California Bearing Ratio (CBR) of 3% could be employed in the pavement design in the most onerous case. Notwithstanding this, testing carried out in this investigation suggests that recompacted soils may achieve a minimum CBR of 5%, however, significantly greater CBR values were apparent within some of the made ground at the site. It is recommended that proof rolling of the sub-grade be undertaken to establish the suitability of the soils, to expose any soft or weak ground and to ensure the sub-grade is well compacted prior to construction. Any areas of soft or weak ground should be remediated by increasing the sub-base thickness. Alternatively, weak material could be locally removed and replaced with a compacted granular capping layer. If construction were to be undertaken during the winter or after periods of prolonged rainfall, it may be prudent to employ a geotextile and/or a geogrid between the sub-base and sub-grade.
In view of the nature of the underlying soils it is considered that the design sulphate class be assessed with reference to Table C24, which is provided in BRE Special Digest 1, Concrete in aggressive ground: Part C. On the basis of this table and considering the soluble sulphate contents recorded, it can be shown that well compacted buried concrete should be designed in accordance with Class DS-2 requirements. Assuming static groundwater, the table also indicates that the aggressive chemical environment for concrete (ACEC) classification is AC-2.
In order to evaluate the design chemical (DC) class for the buried concrete at this site reference should be made to Table D15, which can be found in Part D, Specifying concrete for general cast-in-situ use, of BRE Special Digest 1. From this table it may be shown that for an intended working life of at least 50 years the concrete design class DC-2 is required.
11. Discussion of Ground Conditions - Environmental 11.1 Discussion of Test Results
It is understood that the site is to be developed by the construction of infill structures to the existing stadium stands. Consequently, the site may be classified as commercial.
11.1.1 Soil Samples The results of the chemical testing undertaken on soil samples obtained during this investigation have been compared to the ATRISK soil screening values (SSVs) as compiled by WS Atkins plc. With respect to the results it should be appreciated that the soil organic matter (SOM) content for the samples tested was found to range between 17% and 36%. On this basis, it is considered that the screening values associated with 6% SOM should be adopted. These values have been derived in such a way as to adhere to the principles within the revised CLEA model and include the most current release of the SGVs. A list of subscribers is provided within the website6 and these include many local authorities. A comparison of the results of the testing, together with the data given above, can be found within Appendix 6. These results indicate the following:
4 Table C2, Aggressive Chemical Environment for Concrete (ACEC) classification for brownfield locations 5 Table D1, Selection of the DC Class and the number of APMs for concrete elements where the hydraulic gradient due to groundwater is 5 or less: for general in-situ use of concrete. 6 http://www.atrisksoil.co.uk/pages/general/subscribers.asp
Concentrations of chromiumVI, free cyanide, phenols (total) and total petroleum hydrocarbons (aliphatic C5 to C10 and aromatic C5 to C8) were below the detection limits for the tests. Detectable levels of all other contaminants were recorded, but these fell below the associated Atrisk Soil Screening Values. It should be appreciated that the soil screening values for PAHs and TPHs (where appropriate) represents vapour saturation limits. The inhalation of vapour pathway contributes less than 10% of total exposure, which is unlikely to significantly affect the combined assessment criterion7. In view of this, the ATRISK soil SSVs notes that the users may wish to consider using a combined assessment criterion if free product is not observed, the values for which are also provided on the summary of contamination analysis. It is therefore considered that the criteria for no free product should be adopted for the PAHs at this site. The results of the contaminants found to exceed these screening values are tabulated below: Table 10: Summary of areas contaminated by PAHs & TPHs Location Depth
(m) Contaminants found to be exceeding SSVs
(Commercial) BH1 NW Corner 0.6 None.
BH2 NE Corner 0.3 – 0.6 None. TRL6 SE Corner 0.12 – 0.4 None.
On the basis of the above information, the results of the investigation indicate that the levels of contamination at the site are not significant in respect to the proposed end-use. However, it should be realised that Asbestos (Chrysotile fibres/clumps) was apparent within the soil sample from borehole BH1. Given that the Asbestos was only revealed in one location, it is unlikely that this represents a site wide presence of Asbestos. However, on the basis that the locations tested at the site are discrete to separate development areas, it could be that Asbestos is apparent in a limited area in the north-west corner of the site i.e. a ‘hot-spot’, or there is a presence of Asbestos throughout the north-west corner.
11.1.2 Waste Acceptance Criteria
Analysis of test samples was undertaken to assess the suitability of the site material for suitability in a landfill. In order to achieve this, waste acceptance criteria (WAC) testing has been undertaken to demonstrate compliance. The WAC have been set as maximum limit values which must not be exceeded and should not be viewed as minimum treatment specifications for landfill. The following table
7 Ref: ATRISK soil, SSVs derived using CLEA v1.071 for 6% SOM, Commercial land use, 23.06.17.
*Stable, Non-reactive hazardous waste in non-hazardous landfill
The above information suggests that the soil sample tested principally fell within the parameters required for inert waste landfill, however, the level of Total Organic Carbon and PAHs exceed the limits for inert waste. Moreover, the recorded pHs were high and indicated alkaline condition. It is therefore likely waste from the site will need to be disposed of to non-inert landfill and the advice of waste
8 Guidance on sampling and testing of wastes to meet landfill waste acceptance procedures, Version 1, April 2005.
specialists should be sought. Furthermore, the presence of asbestos within the soils at the site will need to be considered.
11.1.3 Gas Concentrations
With respect to ground gas, the results of the monitoring visits indicated negligible concentrations of methane throughout the site. Concentrations of carbon dioxide were found to range between 0.1% and 1.3% in associated with oxygen levels of 18.7% and 20.5%, in the north-western corner of the site, and 2.3% and 10.8% in the north-eastern corner with oxygen levels of 5.6% to 15.4%. It should be appreciated that on non-contaminated sites there is generally about 20% by volume of oxygen, associated with low levels of carbon dioxide. In addition, a maximum flow rate of 0.1 litres per hour was recorded and will be employed in the following calculations. The principal driving force for initiating the movement of gas in the ground is a change in barometric pressure. The most onerous gas condition on a site is usually observed on days of low or falling barometric pressure, preferably below 1000mb. It has been noted that measurements undertaken solely during high pressure conditions may be of lesser value. At this site the readings undertaken to date were at atmospheric pressures of between 973mb and 1019mb. On the basis that the site would appear to be underlain by generally low permeability soils, it is considered that the recorded gas concentrations are most likely attributable to the made ground present on site. In order to establish the gas screening value (GSV) for carbon dioxide or methane, the maximum gas concentration (expressed as a decimal) is multiplied by the borehole flow rate (l/hr). In this case, 0% (0.0) methane was recorded throughout. For the north-west corner of the site, a maximum concentration of 1.3% (0.013) carbon dioxide was recorded and 10.8% (0.108) for the north-east corner of the site. This was all in association with a maximum flow rate of 0.1 l/hr. This results in a GSV of 0 l/hr for methane with 0.0013 l/hr and 0.0108 l/hr for carbon dioxide in the north-west and north-east corners of the site respectively. In accordance with Table 2 of BS8485: 2015, Code of practice for the design of protective measures for methane and carbon dioxide ground gases for new buildings, the north-west corner may be characterised as Characteristic Situation Level 1 (CS1). Whilst the GSV obtained for the north-east of the site may also indicate CS1, it should be realised that the alongside the GSV, the upper boundary for CS1 is a maximum concentration limit of 1% methane and 5% carbon dioxide. In this case, the maximum concentration of 10.8% carbon dioxide exceeds this limit and thus it will be necessary to consider the north-east corner of the site in terms of Characteristic Situation Level 2, which will require protective measures to be employed. With regard to the number of monitoring visits required reference is made to Tables 5.5a and 5.5b of CIRIA report C665 (2007)9. Accepting that the proposed development is of low sensitivity and that the generation potential is very low, these tables suggest that 4 readings could be undertaken over a period of 1 month. However, C665 notes that not all sites will require gas monitoring for the period and frequency indicated in Tables 5.5a and 5.5b.
9 Adapted from tables 5.5a and 5.5b of CIRIA C665, 2007, Assessing risks posed by hazardous ground gas to buildings, p60.
In this case a total of 4 monitoring visits were undertaken over a one month time period, at which point monitoring was terminated because it was decided to assume CS1 for the north-western corner of the site and CS2 for the north-east corner.
In view of the above it is considered that with respect to gas monitoring, the site is fully characterised.
11.2 Site Specific Risk Assessment
11.2.1 Approach The presence of contamination hazards and the risks associated with them should be assessed in accordance with industry practice and the ‘suitable for use’ approach. This has been conducted with reference to The Department for Environment, Food and Rural Affairs (DEFRA) and The Environment Agency10 advice on the assessment of risks arising from the presence of contamination in soils and using the source-pathway-receptor approach.11 This method dictates that there must be a risk of contaminant produced at a ‘source’ in sufficient concentration to cause harm and there must be a ‘pathway’ for the contaminant to reach an identifiable ‘receptor’ for the linkage to be proved and a contamination hazard to be considered present. Not all substances are contaminants and not all contaminants are considered to be a risk. Indeed DEFRA and The Environment Agency state that ‘a contaminant is a substance which has the potential to cause harm, while a risk itself is considered to exist if such a substance is present in sufficient concentration to cause harm and a pathway exists for a receptor to be exposed to the substance.’12
11.2.2 Conceptual Ground Model and Risk Assessment
In view of the results of the testing undertaken the conceptual site model has been produced. Sources of contamination include the following: On-site – Made Ground (Asbestos and Carbon dioxide) The preliminary risk assessment has been evaluated with reference to the following ratings and definitions:
N/A - A source-pathway-receptor linkage is not considered to exist and therefore a risk assessment is not required.
Low - A pollution linkage is unlikely and/or the likelihood of harm occurring is low and of
minor consequence.
10 R&D Publication CLR 8, ‘Assessment of Risks to Human Health from Land Contamination: An overview of the Development of Soil Guideline Values and Related Research’. 11 The pollution linkage approach was developed by ‘Circular 2/2000 Contaminated Land: Implementation of Part II of The Environmental Protection Act 1990’ which provides meanings for the terms contained in The Environmental Protection Act 1990 Part IIA, the primary legislation for addressing the issues of contaminated land. 12 See ‘Circular 2/2000 Contaminated Land: Implementation of Part II of The Environmental Protection Act 1990’, appendix A.
Yes – asbestos was found to be present in the north-west corner of the site which may be harmful if ingested and exposure to soils is likely during works. High
Some contamination is present in the soils underlying the site. Precautionary measures will be required during the construction phase. Remediation will be required to either remove the contamination or break pathways.
End User
Yes – asbestos was found to be present in the north-west corner of the site which may be harmful if ingested via exposed soils. High
Neighbours
No – whilst asbestos was found to be present in one area of the site, the site is principally bordered by areas of hardstanding which will mitigate this pathway to neighbours. Moreover, it is anticipated that the construction areas will be made secure during the development.
N/A
Inhalation of Dust/Vapours
Operative
Yes – asbestos was found to be present in the north-west corner of the site which will be harmful if inhaled and dust may be derived from the exposed soils. However, no vapour-bound contamination is present.
Dust (High)
Vapours
(N/A) Some contamination is present underlying the site. Precautionary measures will be required during the construction phase. Remediation will be required to either remove the contamination or break pathways.
End User
Yes – asbestos was found to be present in the north-west corner of the site which will be harmful if inhaled and dust may be derived from the exposed soils. However, no vapour-bound contamination is present.
Dust (High)
Vapours
(N/A)
Neighbours
Yes – residential and commercial properties located within 250m radius of the site and asbestos was found to be present in the north-west corner of the site which will be harmful if inhaled. Dust may therefore be derived from the exposed soils during the construction. However, no vapour-bound contamination is present.
Dust (High)
Vapours
(N/A)
Ingestion of fruit/vegetables and/or
waters
Operative
No – no edible plants or contained water sources in the area of the proposed new works. Moreover, the asbestos contamination is unlikely to be taken up by plants.
N/A
End User
No – no soft landscaping or contained water sources anticipated in the area of the proposed development. Moreover, the asbestos contamination is unlikely to be taken up by plants.
Neighbours
No – the site generally bordered by areas of hardstanding limiting pathways to nearby gardens. Moreover, the asbestos contamination is not significantly mobile and is unlikely to be taken up by plants.
Migration of hazardous gases via permeable strata or shallow mining activity
Operative
Yes – significant concentrations of carbon dioxide have been found to be present in the north-western corner of the site. Whilst this likely to present a limited risk to operatives, precautions may be necessary where work takes place in enclosed spaces.
High Characteristic Situation Level 2 has been considered for the site thus remediation will be required to either remove the contamination or break pathways.
End User
Yes – significant concentrations of carbon dioxide have been found to be present in the north-western corner of the site which may accumulate in enclosed spaces.
High
Neighbours
Yes – significant concentrations of carbon dioxide have been found to be present in the north-western corner of the site. Whilst the Till below the site is predominately of low permeability and unlikely to represent a significant pathway, the made ground was granular in part and there is a potential for pathways to connect to neighbouring properties.
Moderate Whilst there is limited potential for pathways to connect to neighbours, some precautionary measures will need to be considered.
Spillage/loss/run off direct to receiving water
Controlled
Waters
No – the asbestos contamination at the site is not considered to be significantly mobile and no sources of mobile contamination at surface were observed during the fieldworks.
N/A Migration via permeable
unsaturated strata
Controlled
Waters
No – the asbestos contamination at the site is not considered to be significantly mobile, moreover, the site is mainly underlain by low permeability cohesive soils.
Run off via drainage/sewers etc.
Controlled
Waters
No – the asbestos contamination at the site is not considered to be significantly mobile.
Direct contact with contaminated soils
Plants No – the asbestos contamination at the site is not considered to present a significant risk to plants. N/A
Uptake via root system
Direct contact with contaminated soils
Building Materials
Yes – whilst the asbestos contamination at the site is unlikely to present a risk to building materials and plastic water services, testing indicates that the aggressive chemical environment for concrete classification is AC-2.
N/A (plastic services)
Moderate
(buried concrete)
Precautions will be required to prevent damage to buried concrete.
Direct contact with contaminated groundwater
Exposure to Radon
Operative
No – Not in a radon affected area. Low Less than 1% of properties are above the action level. No radon protection measures required.
11.3 Indicative Remediation Strategy In view of the site specific risk assessment it is considered that remediation will be required at this site. However, it should be appreciated that the asbestos and the significant concentrations of carbon dioxide appear to be limited to the north-western development area. Therefore, remediation may only need to be focused toward these area specific issues. However, it may be noted that determination of the ground gas conditions in the south-eastern development was not within the scope of this investigation. As a consequence, further investigation may be required to clearly delineated contamination at the site, thus in the first instance it may be prudent to employ remedial measures throughout. The strategy for the site should include the following main elements.
11.3.1 Remediation Objectives
Based on the site specific risk assessment the object of the remediation is likely to be as follows. To protect the site operatives during the construction process from the ingestion of soil or dust, and
inhalation of dust. To protect the end user from the ingestion of soil or dust, and inhalation of dust. To protect neighbours from the inhalation and ingestion dust during the construction process. To protect site operatives, end-users and neighbours from elevated concentrations of carbon
dioxide.
To protect buried concrete from slightly elevated levels of sulphates. 11.3.2 Development Requirements
Whilst the precise nature of this development has not been finalised it is understood that it is to be developed by the construction of a new residential dwelling with garden areas. In view of the above a site specific remediation strategy should be undertaken after the proposed development has been finalised. However, for preliminary design and costing the following remediation proposals are offered.
11.3.3 Outline Strategy
In order to fulfil the objectives defined above it is likely that the following remedial strategy could be utilised. It is recommended that a pragmatic approach be undertaken, with observational techniques being employed at each stage of the work.
Ground-works
During the ground-works phase of the development, protection to the site operatives is required. The risk to site operatives is considered under the Health and Safety at Work Act 1974, together with regulations made under the act, which includes the Control of Substances Hazardous to Health
(COSHH) regulations. Therefore the risks to site personnel must be considered under the Construction Design and Management (CDM) regulations at the planning stage and be included in the contractor’s Health and Safety Plan and site specific Method Statements. These documents should include the following main elements. Site operatives at all levels should be made aware of the hazards of working with contaminated
soils, in particular the potential hazards associated with materials containing asbestos and harmful ground gases. Where necessary task specific risk assessments/method statements should be produce, particularly for work in confined or enclosed spaces, and appropriate PPE provide where necessary.
Personal hygiene facilities, including washing and messing, must be provided and site operatives be encouraged to use them.
Where work is undertaken in dry weather the site should be dampened down to avoid dust. In addition, dust masks must be provided to all site operatives for use in dry weather.
Contaminations soils from the site will need to be disposed of to any appropriate waste site and the advice from specialist handlers will be necessary given the results of Waste Acceptance Criteria (WAC) testing.
Any stockpiles of contaminated soil on site should be sheeted over to prevent excessive amounts of airborne dust and cross contamination of imported fill.
Where vehicles are transferring soil to the landfill site they should be covered to prevent contamination of the surrounding area by dust.
Where work is undertaken in wet weather, vehicle and wheel washing facilities are required to ensure that the vehicles leaving the site do not transfer contamination to surrounding areas.
Due to the carbon dioxide present at the site, it will be necessary to ensure that pathways through granular strata do not allow gases to migrate off site. Therefore, the edges of the construction areas should be inspected. If granular soils are present then it will be necessary to provide a preferential pathway, such that gases are vented to atmosphere, along with a barrier to limit lateral movement.
On completion of the ground-works a careful site inspection of the sub-grade would be required. Should visual or olfactory evidence of contamination be revealed then further testing may become necessary.
Construction During the construction phase of the contract the following items are required to protect the end user from the potential contaminants revealed at this site. Beneath buildings, pavements and hard-standings clean inert granular sub-base should be
employed. With respect to good practice, any redundant services revealed at this site should be de-
commissioned and piped services sealed. Any existing services that are to be employed in the new development should be carefully inspected to ensure that they are serviceable.
New plastic services should be constructed in a surround of clean inert material and selected in accordance with the recommendation given in the United Kingdom Water Industry Research (UKWIR) website under Report Ref. No. 10/WM/03/21 - 'Guidance for the Selection of Water Supply Pipes to be used in Brownfield Sites'. The statutory water authority for the area in which site
is located may have a risk assessment form to complete which allows these recommendations to be met. However, further determinand specification contamination testing may be necessary.
For buried concrete the results of the sulphate and pH testing indicate that the design sulphate class for the site should be DS-2.
It will be necessary to provide protection against carbon dioxide ground gas and further requirements for such protection are detailed below.
Gas Protection Measures In order to assess the protection measures required BS8485: 2015: Code of practice for the design of protective measures for methane and carbon dioxide ground gases for new buildings has been employed. In accordance with Table 3, Building types, of the code, the development may be considered to conform to Type C. Therefore, on the basis of Table 4 Gas protection score by CS and type of building, the minimum gas protection score (points) is 2.5. The gas protection system should consist of at least two different elements. The elements work independently and collaboratively, and a single element should not be used because there would be no redundancy to allow for defects in the component.
It should be appreciated that there are number of protection elements that could be provided to yield a sufficient score. However, for preliminary designs the follow elements could be considered in the first instance:
Table 13: Combination of protection elements (BS8485: 2015) for CS2
Table 6 Pressure relief pathway (usually formed of low fines gravel or with a thin geocomposite blanket or strips terminating in a gravel trench external to the building)
0.5
Table 7 Gas resistant membrane complying with the requirements given in Table 7 (Note 1) 2
Total Score 2.5
Note 1: The gas resistant membrane should meet the following criteria: Sufficiently impervious (methane gas transmission rate <40.0ml/day/m2/atm (average) BS ISO
15105-1 manometric method). Sufficiently durable and strong to remain serviceable for the anticipated life of the building, to
withstand in-service stresses and installation process. Capable, after installation, of providing a complete barrier to the entry of the relevant gas. Verified in accordance with CIRIA C735: 2014: Good practice on the testing and verification of
protection systems of buildings against hazardous ground gasses.
In addition to the above, the following points should be considered.
Technical drawings of the incorporation of the gas protection measures into the sub-structure will be provided by a suitably qualified engineer/architect and produced in accordance with the guidance given in BRE 414.
The sequence of construction indicating when the gas protection system will be installed will be included with the remediation statement. Where possible the installation of membranes will take place as a unique activity on site and shall not take place until sub-structure construction is complete.
During and following the installation of the membrane, all parties in attendance at the site shall be made aware that a gas protection system is to be employed within the construction. Such communications should include, but not be limited to, the CDM documentation for the site and site inductions.
The installation of the membrane shall be carried out only by suitable personnel and the qualifications or experience/training should be included as part of the remediation statement. The suitability of personnel will be assessed in accordance with Annex 1 of CIRIA C735.
The installation shall be in strict accordance with manufacturer specifications and recommendations, which should also be included as part of the remediation statement.
The membrane system employed should not be an ensemble (i.e. a system comprising a mixture of products from different manufacturers will not be employed).
Membranes shall be supplied to site on a single wound roll, creased product will not be accepted or employed.
Whilst membranes are exposed, signage will be provided to indicate the access to the installation area is prohibited unless authorised. Footwear will be checked prior to accessing the membrane surface to ensure no sharp objects are apparent, such as stones caught in treads. The use of sharp objects or hot-works around the exposed membrane will be strictly prohibited unless the risk of damaging the membrane has been full assessed and mitigated.
Non-conformance of manufacturer recommendations shall be discussed and agreed as acceptable, in writing, with a suitably qualified person from the manufacturer.
Verification of the installation of the gas protection system will be carried out on each structure, unless agreed with any statutory authorities prior to construction.
Soft-Landscaped Areas
In view of the contamination on site, it is considered that landscaped areas will require some remediation. This could include the provision of a clean cover system including a capping layer of say 500mm of inert material, which will put the contaminated ground out of the end-users’ dig range. At the base of this layer, a granular capillary break of say 100mm of free draining granular soil should be placed in order to prevent mobile contamination rising upward. This expedient should also provide a suitable root barrier to isolate the plants from the underlying contaminated ground. Comments It should be appreciated that the asbestos contamination was only revealed in the north-western corner of the site. Moreover, borehole BH1 only represents one specific location in this area. Therefore, it is possible that the asbestos found may be associated with a limited area. As such, should further asbestos screening specific testing be carried out around this locale, it may be possible to establish that it is associated with a ‘hot-spot’ rather than being present throughout the north-west corner.
Remediation could then be undertaken specifically for the ‘hot-spot’ and the remainder of the site treated in more general terms.
11.4 Fill Materials It should also be appreciated that any fill material, either site-won or imported, to be employed at the site should be subjected to the following assessment to determine its suitability. Fill materials should be initially screened, by a suitably qualified engineer to establish that: It is a suitable growing media if it is to be employed as such, including compliance with BS3883
(2007) It is free from obvious contamination i.e. visual or olfactory evidence It has not come from areas where Japanese Knotweed or other invasive or injurious plants are
suspected to be growing It is not a statutory nuisance, such as being odorous It is free from unsuitable material i.e. whole bricks, brick ties, timber or glass.
It should also be appreciated that any fill should be subjected to validation testing to assess its suitability. The following table has been taken from YALPAG13 documentation and may be used as a guide. Depending on the origin and nature of the material, not all fill will require the sampling frequency and testing indicated, although this should be in agreement with any regulatory bodies (such as the Local Authority). Table 14: Validation sampling and testing
Fill Type Frequency Minimum Determinands Virgin Quarried Material 1 or 2 depending
on the type of stone (to confirm the inert nature of
the material)
Standard metals/metalloids (As, Cd, Cr, CrVI, Cu, Hg, Ni, Pb, Se, Zn)
Crushed Hardcore, Stone, Brick
Minimum 1 per 1000m³
Standard metals/metalloids as above plus PAH (16 USEPA) and Asbestos
Greenfield/ Manufactured Soils
The greater of a minimum of 3 or 1
per 250m³
Standard metals/metalloids as above plus PAH (16 USEPA) and Asbestos
Brownfield/ Screened Soils
The greater of a minimum of 6 or 1
per 100m³
Standard metals/metalloids as above plus PAH (16 USEPA), TPH (CWG banded) and Asbestos Any additional analysis dependant on the history of the donor site.
The screening values for the above regime should also be agreed with any regulatory bodies; however, the following is recommended in the first instance.
13 YALPAG Technical Guidance for Developers, Landowners and Consultants – Verification Requirements for Cover Systems V3.3 Appendix 1a, October 2016.
The above screening values are considered to be appropriate for topsoil (typically 6% SOM). However, for granular fill, the soil organic matter would be different (i.e. 1% SOM), thus different screening values would be required. Testing should comply with UKAS and MCERTS, where applicable, and undertaken by an accredited laboratory. Testing should comply with UKAS and MCERTS, where applicable, and undertaken by an accredited laboratory. Where the material has been derived from a commercial company, certificates or other industry quality protocol compliance i.e. WRAP should be obtained. However, it will be necessary to ensure that this documentation specifically related to the material being imported, it is no more than two months old and complies with the screening and frequency requirements given above. Suitable fill materials should be either placed immediate or sufficiently quarantined to prevent cross-contamination. If it is necessary, the quarantined material should be placed on appropriate sheeting and covered to prevent it becoming mixed with contaminated soils or dust, or penetrated by mobile contaminants.
11.5 Verification Report
In order to demonstrate that the remedial works and provision of clean cover has been sufficiently carried out where applicable, it will be necessary to produce a verification report for submission to any statutory authorities. It will be necessary for this report to include the following: The findings of any further investigation into possible contamination ‘hot-spots’ at the site and the
extents of any areas where ‘hot-spots’ have been wholly removed. Characterisation of the suitability of the clean material including the derivation of the material,
comments from a visual screen, the tests results of chemical screening, delivery tickets where appropriate and the conditions by which the clean material has been stored and handled on site.
Photographic and logged evidence that clean material has been handled on site and placed in a sufficient thickness over soft-landscaped areas where made ground remains. This may be either at the time of placement or after placement by means of hand excavated trialpits. Photographs should include visual site references or reference boards to prove the location and date taken. A measurement reference should be visible in the photographs to substantiate the thickness of material placed. Please note that it may also be necessary to undertake a topographical survey and the requirement for which should be checked with any statutory authorities.
Evidence that gas protection measures have been implemented and installed in accordance with manufacturer’s instructions. The evidence should also demonstrate that all joints and penetrations have been adequately sealed. The verification should be undertaken by a suitably qualified specialist.
The report detailed above should be produced by a suitably qualified engineer. The number of verification areas for the development should be confirmed with any statutory authorities for the site.
12. Recommendations for further work
This report should be forwarded to the relevant authorities as soon as practicable to ensure they have sufficient time to review and discuss any issues.
Consideration of further investigation to establish the extent of possible ‘hot-spots’ of asbestos contamination and the delineation of ground gas risks at the site.
Discussions with ground work contractors in relation to the requirement for materials to be disposed off-site to specialist handlers (i.e. Waste Acceptance Criteria) and the suitability of imported materials.
Discussions with piling contractors regarding their method for installing piles. Discussions with service providers regarding suitable materials for pipe work. Discussions with contractors in relation to the suitability of installation methods for bulk ground gas
barriers. Produce a validation report to demonstrate that the geo-environmental risks discussed in this report
have been mitigated. Detailed design of the sub-structure.
Clearly Rogers Geotechnical Services Ltd would be happy to offer advice with respect to the above and assist where necessary.
13. References
British Geological Survey (NERC) (2018), BGS, Keyworth. - Geology of Britain Viewer:
(http://maps.bgs.ac.uk/geologyviewer_google/googleviewer.html) - Lexicon of Named Rock Units: - (http://www.bgs.ac.uk/lexicon/)
British Standards Institution (1990) BS1377: British standard methods of test for soils for civil
engineering purposes, B.S.I., London. British Standards Institution (2015) BS5930: Code of practice for site investigations, B.S.I., London. British Standards Institution (2011), BS 10175: Investigation of potentially contaminated sites –
Code of Practice, British Standards Institute. British Standards Institution (2015) BS8485: Code of practice for the design of protective measures
for methane and carbon dioxide ground gases for new buildings, B.S.I., London.
British Standards Institution (2013), BS 8576 Guidance on Investigations for Ground Gas – Permanent Gases and Volatile Organic Compounds.
British Standards Institution (2004) BS EN ISO 14688: Geotechnical investigation and testing –
Identification and classification of soil, incorporating corrigendum no.1 (2007), B.S.I., London. Building Research Establishment (BRE) Special Digest 1 (2005), Third Edition: Concrete in
aggressive ground, BRE Press, Garston. • Part C: Assessing the aggressive chemical environment. • Part D: Specifying concrete for general cast-in-situ use.
Department for Environment, Food and Rural Affairs and the Environment Agency (2009) DEFRA
Science Report – Final SC050021/SR2, Human Health toxicological assessment of contaminants in soil. Environment Agency, Bristol.
Department for Environment, Food and Rural Affairs and the Environment Agency (2009) DEFRA
Science Report – SC050021/SR3, Updated technical background to the CLEA model. Environment Agency, Bristol.
Department for Environment, Food and Rural Affairs (2014) SP1010: Development of Category 4
Screening Levels for Assessment of Land Affected by Contamination – Policy Companion Document.
Stroud M.A. The standard penetration test in insensitive clays, Proceedings of the European
Symposium on Penetration Testing, Stockholm, 1975, Vol 2,pp 367 – 75.
Wilson S, Oliver S, Mallet H, Hutchings H, Card G, Assessing risks posed by ground gasses to buildings, CIRIA Report C665.
Burnley FC, Turfmoor, Harry Potts Way, Burnley BB10 4BX
Title: Investigation Location Plan
Rogers Geotechnical Services Ltd J4101/17/E
Job No:Site Name:
Plan not to scale and investigation positions approximated from site operative's notes.
BH1
TP1 TRL1
TRL2
TRL3
TRL4 BH2
BH3
TP3
TP4
TP5
TP4
TP7
TP8 TRL5
TRL6
Survey
Boundary
Survey
Boundary
Survey
Boundary
O
OO
O
O
O
O
O
O
OOOO
OOOOOO
OOOOOO
OO
OO
O
OO
OO
O
OO
OO
OO
OO
OO
OO
O
OO
OO
OO
OO
O
OO
OO
OO
James Hargreaves Stand
U
U
U
U
U
U
U
U
U
Radio trace U
nable to acquire depth
A
R
1
5
0
2
2
5
2
2
5
225
OS
A
MH
CL118.94
IL117.15
150
1
0
0
150
G-RUN
MH
CL118.70
IL117.55
IC
Unable to raise
Obstructions
CR
CR
E
E
E
E
E
E
E
0.2
0d
Brick W
all
Block Wall
Brick Wall
Tarmac
Metal Hoarding
Temporary Marquee
Tarmac
Tarmac
Concrete Ramp Down
Ra
mp
D
ow
n
Concrete
FH
UTT
PE
OS
A
OSA
O
S
A
O
S
A
Electricity
Foul Drainage
Fuel Line
Ventilation
Gauge Line
Offset Fill-Line
Compressed Air
Cable Television
Combined Drainage
Surface Drainage
British Telecom
Close Circuit Television
Telemetry
Fibre Optics
Unknown
Do Not Drill / Banded Pipes
Borehole
Water
Gas
LEGEND
Vapour RecoveryVR VR
U U U
FO FO FO
T T T T T
GL GL GL
cctv cctv cctv
BT BT BT
F F F F
V V V
OFL OFL OFL
A A A
CATV CATV CATV
GAS GAS GAS
E E E E
W W W W
Electricity High VoltageHV HV HV
CommunicationCOMMS COMMS
Oil PipeOIL OIL OIL
PipePIPE PIPE PIPE
End Of Trace
Trial Pit Location
T*
* - W= Water
F=Foam
TANK
P=Product
U=Unknown
C=Concrete
Scale
Client
Rogers
Harry Potts WayBurnley, BB10 4BX
Site Location
1:100@ A1
Drawn byA.B.
Sheet No. 3 of 3
Drawing No. 1117-ROG-5563 Revision -
General Notes:-
DISCLAIMER: The location of under ground services shown on this drawing has been determined using electro-magnetic (and/or ground probing radar, where requested) techniques and visual observations. the limitations of this drawing should be realised and no guarantee can be given that all services have been identified. This drawing may not include the location of all public services that may cross the site and therefore the relevant service drawings
should be obtained from the appropriate utility company and used in conjunction with this drawing. Additional services, structures or other below ground obstructions not indicated on this drawing may be present on site. reference should be made to historical plans and as built drawings. Excavations in the vicinity of services should be carried out with due diligence ref: HSG47 document "avoiding dangers from underground services". Location accuracy is
determined by refering to manufacturers guidelines for the systems deployed. Reference should be made to the latest version of AMS Ltd site procedures document for utility location surveys. Please note ground penetrating radar depths are approximate only.
DISCLAIMER: The location of under ground services shown on this drawing has been determined using electro-magnetic (and/or ground probing radar, where requested) techniques and visual observations. the limitations of this drawing should be realised and no guarantee can be given that all services have been identified. This drawing may not include the location of all public services that may cross the site and therefore the relevant service drawings
should be obtained from the appropriate utility company and used in conjunction with this drawing. Additional services, structures or other below ground obstructions not indicated on this drawing may be present on site. reference should be made to historical plans and as built drawings. Excavations in the vicinity of services should be carried out with due diligence ref: HSG47 document "avoiding dangers from underground services". Location accuracy is
determined by refering to manufacturers guidelines for the systems deployed. Reference should be made to the latest version of AMS Ltd site procedures document for utility location surveys. Please note ground penetrating radar depths are approximate only.
DISCLAIMER: The location of under ground services shown on this drawing has been determined using electro-magnetic (and/or ground probing radar, where requested) techniques and visual observations. the limitations of this drawing should be realised and no guarantee can be given that all services have been identified. This drawing may not include the location of all public services that may cross the site and therefore the relevant service drawings
should be obtained from the appropriate utility company and used in conjunction with this drawing. Additional services, structures or other below ground obstructions not indicated on this drawing may be present on site. reference should be made to historical plans and as built drawings. Excavations in the vicinity of services should be carried out with due diligence ref: HSG47 document "avoiding dangers from underground services". Location accuracy is
determined by refering to manufacturers guidelines for the systems deployed. Reference should be made to the latest version of AMS Ltd site procedures document for utility location surveys. Please note ground penetrating radar depths are approximate only.
ASPHALT. (Driller's notes)MADE GROUND (Sandstone boulders). (Driller's notes)MADE GROUND (Dark grey slightly clayey sub-rounded to sub-angular GRAVEL of concrete, brick, sandstone masonry and ash, with low cobble content. Cobbles are sub-rounded to sub-angular concrete, brick and sandstone masonry).MADE GROUND (Very soft dark grey mottled light grey gravelly CLAY. Gravel is sub-rounded to angular fine and medium sandstone masonry, brick, ash and glass).Very soft yellowish grey slightly gravelly sandy CLAY. Gravel is sub-rounded fine and medium sandstone. Sand is predominately fine with localised inclusions of coarse. (Till)
Grey slightly sandy clayey SILT. Sand is fine. (Till)
Soft grey slightly sandy silty CLAY. Sand is fine. (Till)
Soft becoming firm thinly laminated greyish brown CLAY with extremely closely spaced partings of silt and fine sand. Laminations are sub-horizontal. (Till)
Location: Harry Potts Way, Burnley BB10 4BX Level:Scale1:50
Client: Momentum Engineering Dates: 01/12/2017Logged By
JRF
RemarksServices inspection to 1.2m. Standing: waiting access; 0.75hr.
Well WaterStrikes
Samples and In Situ Testing
Depth (m) Type Results
Depth(m)
0.10
0.60
2.30
3.80
5.50
8.40
10.00
Level(m) Legend Stratum Description
ASPHALT. (Driller's notes)MADE GROUND (Black mottled yellow and red fine and medium SAND of ash and brick).
MADE GROUND (Soft grey mottled brown slightly gravelly CLAY with low cobble content. Gravel is sub-rounded to sub-angular fine to coarse sandstone masonry, ash, brick, concrete, mortar, glass and earthenware. Cobbles are sub-angular and angular sandstone masonry, concrete and earthenware). [Slight hydrocarbon odour (bitumen)]
1.5m: Becomes dark grey mottled brown.2.1m: Becomes black.
Soft grey mottled black and light yellow slightly gravelly sandy CLAY with low cobble content. Gravel is fine to coarse. Gravel and cobbles are rounded to sub-rounded mixed lithologies predominated by sandstone and quartz.
2.3-3m: Plant remnants.
Firm brown CLAY with extremely closely spaced partings of silt and fine sand. (Till)
Firm thinly laminated greyish brown CLAY with extremely closely spaced partings of silt and fine sand. Laminations are sub-horizontal. (Till)
Firm greyish brown slightly gravelly silty CLAY. Gravel is rounded to sub-angular fine mixed lithologies. (Till)
Location: Harry Potts Way, Burnley BB10 4BX Level:Scale1:50
Client: Momentum Engineering Dates: 01/12/2017Logged By
JRF
RemarksServices inspection to 1.2m. Dayworks: cleaning work area; 1hr.
Well WaterStrikes
Samples and In Situ Testing
Depth (m) Type Results
Depth(m)
0.20
1.50
2.20
3.00
3.50
5.00
9.75
10.00
Level(m) Legend Stratum Description
ASPHALT. (Driller's notes)MADE GROUND (Dark greyish brown sandy sub-rounded to angular fine to coarse GRAVEL of sandstone masonry, brick, mortar, glass, ash, clinker and rare metal (cast iron)).
1m: with layers of very soft yellowish brown silty clay.
MADE GROUND (Stiff grey mottled brown and dark grey slightly gravelly CLAY. Gravel is sub-rounded to sub-angular fine to coarse siltstone, sandstone masonry, brick, mortar, ash and clinker). [Slight hydrocarbon odour (bitumen)]Soft grey mottled black and light yellow slightly gravelly sandy CLAY with organic traces.
Very soft grey mottled brown slightly gravelly silty CLAY. Gravel is sub-angular fine sandstone.Firm grey gravelly silty CLAY. Gravel is rounded to sub-rounded fine mixed lithologies.
Firm thinly laminated greyish brown CLAY with extremely closely spaced partings of silt. Laminations are sub-horizontal. (Till)
Firm greyish brown slightly gravelly silty CLAY. Continued on Next Sheet
ASPHALT. (Operative's notes)MADE GROUND (Greyish brown slightly clayey gravelly SAND. Gravel is sub-rounded to sub-angular fine to coarse brick, ash, sandstone masonry and rare earthenware).
End of pit at 0.32 m
1
2
3
4
5
6
7
8
9
10
0.12 - 2.00 D
Trial Pit LogTrialpit No
TP2Sheet 1 of 1
Project Name: Burnley FC, Turf Moor
Project No.J4101/17/E
Co-ords:Level:
- Date30/11/2017
Location:
Client:
Harry Potts Way, Burnley BB10 4BX
Momentum Engineering
Dimensions (m):
Depth0.90
Scale1:50
LoggedRMc/JRF
Remarks:
Stability:
Wat
erS
trike
Samples and In Situ Testing
Depth Type ResultsDepth
(m)
0.120.19
0.50
0.90
Level(m) Legend Stratum Description
ASPHALT.MADE GROUND (Cream sandy GRAVEL). (Operative's notes) (Sub-base)MADE GROUND (Grey sandy GRAVEL). (Operative's notes) (Sub-base)MADE GROUND (Dark grey gravelly SAND with medium and coarse gravel sized inclusions of grey clay/silt. Gravel is sub-rounded to angular fine to coarse brick, sandstone masonry, clinker and rare fragments of cast iron).
End of pit at 0.90 m
1
2
3
4
5
6
7
8
9
10
0.70 - 0.90 D
Trial Pit LogTrialpit No
TP3Sheet 1 of 1
Project Name: Burnley FC, Turf Moor
Project No.J4101/17/E
Co-ords:Level:
- Date30/11/2017
Location:
Client:
Harry Potts Way, Burnley BB10 4BX
Momentum Engineering
Dimensions (m):
Depth0.35
Scale1:50
LoggedRMc/JRF
Remarks:
Stability:
Wat
erS
trike
Samples and In Situ Testing
Depth Type ResultsDepth
(m)
0.100.200.35
Level(m) Legend Stratum Description
ASPHALT. (Operative's notes)MADE GROUND (Light yellow sandy GRAVEL). (Operative's notes) (Sub-base)MADE GROUND (Dark grey gravelly SAND with medium gravel sized inclusions of grey clay/silt. Gravel is sub-rounded to angular fine to coarse sandstone masonry, ash, clinker and rare brick and mortar).
End of pit at 0.35 m1
2
3
4
5
6
7
8
9
10
0.40 D
Trial Pit LogTrialpit No
TP4Sheet 1 of 1
Project Name: Burnley FC, Turf Moor
Project No.J4101/17/E
Co-ords:Level:
- Date30/11/2017
Location:
Client:
Harry Potts Way, Burnley BB10 4BX
Momentum Engineering
Dimensions (m):
Depth0.50
Scale1:50
LoggedRMc/JRF
Remarks:
Stability:
Wat
erS
trike
Samples and In Situ Testing
Depth Type ResultsDepth
(m)
0.10
0.50
Level(m) Legend Stratum Description
CONCRETE. (Operative's notes)MADE GROUND (Greyish brown slightly clayey very gravelly SAND. Gravel is sub-rounded to angular (and tabular) fine and medium brick, slate, sandstone masonry and mortar).
End of pit at 0.50 m
1
2
3
4
5
6
7
8
9
10
0.10 - 0.50 D
Trial Pit LogTrialpit No
TP5Sheet 1 of 1
Project Name: Burnley FC, Turf Moor
Project No.J4101/17/E
Co-ords:Level:
- Date30/11/2017
Location:
Client:
Harry Potts Way, Burnley BB10 4BX
Momentum Engineering
Dimensions (m):
Depth0.30
Scale1:50
LoggedRMc/JRF
Remarks:
Stability:
Wat
erS
trike
Samples and In Situ Testing
Depth Type ResultsDepth
(m)
0.060.230.30
Level(m) Legend Stratum Description
ASPHALT. (Operative's notes)MADE GROUND (Greyish brown sandy sub-rounded to sub-angular fine and medium GRAVEL of sandstone masonry, ash, clinker and rare brick and metal (cast iron fragments and screw).MADE GROUND (Very soft grey mottled yellow gravelly CLAY. Gravel is sub-rounded to angular fine and medium sandstone masonry, clinker and ash).
End of pit at 0.30 m
1
2
3
4
5
6
7
8
9
10
0.06 - 0.23 D0.23 - 0.30 D
Trial Pit LogTrialpit No
TP7Sheet 1 of 1
Project Name: Burnley FC, Turf Moor
Project No.J4101/17/E
Co-ords:Level:
- Date04/12/2017
Location:
Client:
Harry Potts Way, Burnley BB10 4BX
Momentum Engineering
Dimensions (m):
Depth0.60
Scale1:50
LoggedRMc/JRF
Remarks:
Stability:
Wat
erS
trike
Samples and In Situ Testing
Depth Type ResultsDepth
(m)
0.100.12
0.60
Level(m) Legend Stratum Description
ASPHALT. (Operative's notes)MADE GROUND (Grey sandy GRAVEL). (Operative's notes) (Sub-base)MADE GROUND (Dark reddish brown SAND and sub-rounded to sub-angular fine and medium GRAVEL of brick, sandstone masonry, ash and clinker).
End of pit at 0.60 m 1
2
3
4
5
6
7
8
9
10
0.12 - 0.60 D
Trial Pit LogTrialpit No
TP8Sheet 1 of 1
Project Name: Burnley FC, Turf Moor
Project No.J4101/17/E
Co-ords:Level:
- Date04/12/2017
Location:
Client:
Harry Potts Way, Burnley BB10 4BX
Momentum Engineering
Dimensions (m):
Depth0.22
Scale1:50
LoggedRMc/JRF
Remarks:
Stability:
Wat
erS
trike
Samples and In Situ Testing
Depth Type ResultsDepth
(m)
0.120.22
Level(m) Legend Stratum Description
ASPHALT. (Operative's notes)MADE GROUND (Grey slightly sandy sub-rounded to angular predominately fine, rare medium, GRAVEL of concrete, mortar, black coated limestone, ash and sandstone masonry).
B = health criterion values, which are available from toxicological reviews published in the C4SL project methodology report. A* Atrisk's SSV is lower than Chemtest's detectable limit for this compound.
A = WS ATKINS PLC, ATRISK SOIL SCREENING VALUES BASED ON 6% SOIL ORGANIC MATTER
C = Category 4 Screening Levels (C4SLs) based on 6% soil organic matter.
D - Value provided is based on Methyl Mercury. Should elemental mercury be observed or a source be known then a limit of 102 should be used.
Landfill WAC analysis (specifically leaching test results) must not be used for hazardous waste classification purposes. This analysis is only applicable for hazardous waste
landfill acceptance and does not give any indication as to whether a waste may be hazardous or non-hazardous.
0.60
11-Dec-2017
Limit values for compliance leaching test
using BS EN 12457 at L/S 10 l/kg
Leachate Test Information
Project: J4101/17/E Burnley FC
17-33453 Landflll Waste Acceptance Criteria
554812
BH1
1B
Page 2 of 5
Results - 2 Stage WAC
Chemtest Job No:
Chemtest Sample ID: Limits
Sample Ref: Stable, Non-
Sample ID: reactive Hazardous
Top Depth(m): Inert Waste hazardous Waste
Bottom Depth(m): Landfill waste in non- Landfill
Sampling Date: hazardous
Determinand SOP Accred. Units Landfill
Total Organic Carbon 2625 U % 7.8 3 5 6
Loss On Ignition 2610 U % 7.6 -- -- 10
Total BTEX 2760 U mg/kg < 0.010 6 -- --
Total PCBs (7 Congeners) 2815 U mg/kg < 0.10 1 -- --
TPH Total WAC (Mineral Oil) 2670 U mg/kg 240 500 -- --
Total (Of 17) PAH's 2700 N mg/kg 27 100 -- --
pH 2010 U 7.8 -- >6 --
Acid Neutralisation Capacity 2015 N mol/kg 0.088 -- To evaluate To evaluate
Landfill WAC analysis (specifically leaching test results) must not be used for hazardous waste classification purposes. This analysis is only applicable for hazardous waste
landfill acceptance and does not give any indication as to whether a waste may be hazardous or non-hazardous.
1.50
13-Dec-2017
Limit values for compliance leaching test
using BS EN 12457 at L/S 10 l/kg
Leachate Test Information
Project: J4101/17/E Burnley FC
17-33453 Landflll Waste Acceptance Criteria
554813
BH3
4B
Page 3 of 5
Test Methods
SOP Title Parameters included Method summary
1020
Electrical Conductivity and
Total Dissolved Solids (TDS) in
Waters
Electrical Conductivity and Total Dissolved
Solids (TDS) in WatersConductivity Meter
1220Anions, Alkalinity & Ammonium
in Waters
Fluoride; Chloride; Nitrite; Nitrate; Total;
Oxidisable Nitrogen (TON); Sulfate; Phosphate;
Alkalinity; Ammonium
Automated colorimetric analysis using
‘Aquakem 600’ Discrete Analyser.
1450 Metals in Waters by ICP-MS
Metals, including: Antimony; Arsenic; Barium;
Beryllium; Boron; Cadmium; Chromium; Cobalt;
Copper; Lead; Manganese; Mercury;
Molybdenum; Nickel; Selenium; Tin; Vanadium;
Zinc
Filtration of samples followed by direct
determination by inductively coupled plasma
mass spectrometry (ICP-MS).
1610Total/Dissolved Organic Carbon
in WatersOrganic Carbon TOC Analyser using Catalytic Oxidation