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Ground Investigation Report Primrose Village Phase 2 Clitheroe Lancashire

Client Beck Developments Limited Engineer Little & Co Development Services Limited J11219A June 2014

Primrose Village Phase 2, Clitheroe, Lancs BB7 1BN Ground Investigation Beck Developments Limited Report

Ref J11219A Issue No 1 13 June 2014

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Document Control

Project title Primrose Village Phase 2, Clitheroe, Lancs BB7 1BN

Project ref J11219A

Report prepared by

Sophie Koprowski BSc MSc FGS

Report checked by Mike Plimmer BSc MSc CGeol CSci FGS MIEnvSc

Report approved for issue by

Steve Branch BSc MSc CGeol FGS FRGS MIEnvSc

Issue No Status Date Approved for Issue

1 Final 13 June 2014

This report has been issued by the GEA office indicated below. Any enquiries regarding the report should be directed to the office indicated or to Steve Branch in our Herts office.

Hertfordshire tel 01727 824666 [email protected]

Nottinghamshire tel 01509 674888 [email protected]

Geotechnical & Environmental Associates Limited (GEA) disclaims any responsibility to the Client and others in respect of any matters outside the scope of this work. This report has been prepared with reasonable skill, care and diligence within the terms of the contract with the Client and taking account of the manpower, resources, investigation and testing devoted to it in agreement with the Client. This report is confidential to the Client and GEA accepts no responsibility of whatsoever nature to third parties to whom this report or any part thereof is made known, unless formally agreed beforehand. Any such party relies upon the report at their own risk. This report may provide advice based on an interpretation of legislation, guidance notes and codes of practice. GEA does not however provide legal advice and if specific legal advice is required a lawyer should be consulted.

© Geotechnical & Environmental Associates Limited 2014



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CONTENTS EXECUTIVE SUMMARY

Part 1: INVESTIGATION REPORT

1.0 INTRODUCTION 1 1.1 Proposed Development 1 1.2 Purpose of Work 1 1.3 Scope of Work 1 1.4 Limitations 2 2.0 THE SITE 2 2.1 Site Description 2 2.2 Previous Desk Study Findings 3 2.3 Other Information 3 3.0 EXPLORATORY WORK 4 3.1 Sampling Strategy 4 4.0 GROUND CONDITIONS 4 4.1 Topsoil/Made Ground 4 4.2 Glacial Till 4 4.3 Groundwater 4 4.4 Soil Contamination 6 4.5 Soil Gas 8

Part 2: DESIGN BASIS REPORT 5.0 INTRODUCTION 9 6.0 GROUND MODEL 9 7.0 ADVICE AND RECOMMENDATIONS 10 7.1 Spread Foundations 10 7.2 Excavations 10 7.3 Ground Floor Slabs 10 7.4 Pavement Design 11 7.5 Effect of Sulphates 11 7.6 Site Specific Risk Assessment 11 7.7 Waste Disposal 12 8.0 OUTSTANDING RISKS AND ISSUES 13 APPENDIX



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EXECUTIVE SUMMARY This executive summary contains an overview of the key findings and conclusions. No reliance should be placed on any part of the executive summary until the whole of the report has been read. Other sections of the report may contain information that puts into context the findings that are summarised in the executive summary.

BRIEF This report describes the findings of a ground investigation carried out by Geotechnical and Environmental Associates Limited (GEA) on the instructions of Little & Co Development Services Ltd, on behalf of Beck Developments Limited, with respect to the construction of around 80 two-storey houses with associated roads, pavements, private gardens and areas of soft landscaping. The purpose of the investigation has been to determine the ground conditions, to investigate the presence of contamination and to provide information to assist with the design of shallow foundations. A desk study has previously been carried out by GEA (Report ref: J11219, dated October 2011), and is referred to within this report where appropriate. PREVIOUS DESK STUDY FINDINGS The previous desk study indicated that the site has been used as open farmland since at least 1847. The land to the northeast was previously developed with a printworks and then later Primrose Mill which produced cotton. It is considered that any contamination resulting from this adjacent site is likely to have been remediated during its recent residential redevelopment. The desk study indicated that there is a historical landfill 112 m northeast of the site and an active landfill 478 m southwest of the site. The preliminary risk appraisal of the site showed that there is a low risk of there being a significant contaminant linkage at this site. GROUND CONDITIONS Beneath a limited thickness of topsoil or made ground, Glacial Till was encountered to the full depth of investigation. The made ground was generally found to extend to a depth of 0.30 m and to comprise brown slightly organic, slightly clayey sandy silt with occasional fragments of brick. In a single location in the east of the site, the made ground was found to extend to a depth of 1.0 m and comprised greyish brown sandy gravelly clay with whole bricks, slate, ceramic, metal and fabric fragments. Glacial Till comprising soft becoming firm orange-brown silty slightly sandy gravelly clay was encountered below the fill and was proved to a maximum depth of 5.45 m. Groundwater was encountered at a minimum depth of 2.4 m during the investigation, and has subsequently been monitored at a depths of between 1.09 m and the ground surface level. The results of contamination testing indicate no elevated concentrations contaminants with the topsoil/made ground. In a single location in the east of the site deeper made ground containing elevated concentrations of arsenic, lead and asbestos was encountered. Ground gas monitoring has not indicated any elevated concentrations of methane or carbon dioxide. RECOMMENDATIONS Spread foundations should provide a suitable foundation solution for the proposed new buildings and moderate width foundations bearing on the firm Glacial Till at a minimum depth of 1.0 m may be designed to apply a net allowable bearing pressure of 120 kN/m2. Contamination testing has indicated a single location where made ground should be removed to landfill, but no other remediation is considered necessary. Ground gas monitoring has indicated that no gas protection measures are deemed necessary at this site.



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Part 1: INVESTIGATION REPORT This section of the report details the objectives of the investigation, the work that has been carried out to meet these objectives and the results of the investigation. Interpretation of the findings is presented in Part 2.

1.0 INTRODUCTION Geotechnical and Environmental Associates Limited (GEA) has been commissioned by Little & Co Development Services Ltd, on behalf of Beck Developments Limited, to carry out a ground investigation at this site, an open field off Primrose Road, Clitheroe. GEA has previously carried out a desk study for the site (report ref J11219, dated October 2011) which is referred to within this report where relevant. GEA has also previously carried out a desk study report (ref. J07352 dated April 2008) and a site investigation report (ref. J09126B, dated February 2010) for the site adjacent to the northeast, which was under construction with houses at the time of this investigation. These reports have been reviewed and referred to where relevant.

1.1 Proposed Development The proposed development comprises the construction of approximately 80 two-storey

houses, with associated roads, pavements, private gardens and areas of soft landscaping. This report is specific to the proposed development and the advice herein should be reviewed

if the proposals are amended. 1.2 Purpose of Work

The principal technical objectives of the work carried out were as follows:

to determine the ground conditions and their engineering properties;

to provide advice with respect to the design of shallow foundations;

to determine the soil gas regime at the site;

to provide further information on the degree of contamination of soils and groundwater beneath the site; and

to assess the risk that any such contamination may pose to the proposed development, its users or the wider environment.

1.3 Scope of Work

In order to meet the above objectives, a review of the findings of the previous desk study was carried out, followed by an intrusive ground investigation which comprised, in summary, the following activities: a series of eight boreholes advanced to depths of between 2.05 m and 5.45 m using a

tracked open-drive sampler;

a series of seven trial pits advanced to a maximum depth of 3.0 m using a tracked excavator;



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standard penetration tests (SPTs), carried out at regular intervals in the boreholes, to provide additional quantitative data on the strength of the soils;

equivalent insitu CBR testing by means of a Mexe-Cone penetrometer;

installation of three gas and groundwater monitoring standpipes to depths 4.0 m and three subsequent monitoring visits over a period of two months;

laboratory testing of selected soil samples for geotechnical purposes and for the presence of contamination; and

provision of a report presenting and interpreting the above data, together with our

advice and recommendations with respect to the proposed development.

1.4 Limitations The conclusions and recommendations made in this report are limited to those that can be

made on the basis of the investigation. The results of the work should be viewed in the context of the range of data sources consulted, the number of locations where the ground was sampled and the number of soil, gas or groundwater samples tested; no liability can be accepted for information in other data sources or conditions not revealed by the sampling or testing. Any comments made on the basis of information obtained from the client or other third parties are given in good faith on the assumption that the information is accurate; no independent validation of such information has been made by GEA.

2.0 THE SITE 2.1 Site Description

The site is located approximately 1.5 km southwest of Clitheroe town centre and is accessed via a track which leads from Primrose Road. The site is bounded to the northwest by an embankment carrying a railway line, to the northeast by a site currently under development as Primrose Village Phase 1, whilst the southeastern boundary is formed by a track beyond which lies a private garden. Open farmland is present to the south, beyond which Pendleton Brook flows in a westerly direction. The site is approximately triangular in shape measuring 265 m southwest to northeast and 150 m northwest to southeast in maximum dimensions. The site may additionally be located by National Grid Reference 373540, 440730 and is indicated on the map extract overleaf. The site is occupied by open farmland and was in use for grazing at the time of the investigation. The surface of the site is gently undulating and generally slopes down to the south by around 10 m over 235 m. Beyond the site to the south the ground slopes more steeply down to the south and Pendleton Brook. Overhead power cables cross the site from the eastern corner to the southwestern corner of the site. A large manhole cover was noted to be present roughly in the centre of the site which provides access to a sewer crossing the site north to south.

Some evidence of fly tipping was noted in the eastern corner of the site and appeared to comprise demolition rubble.



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The site is grassed with a few mature and semi-mature trees on the boundaries; the ground was noted as soft underfoot with rushes present in the northern corner of the site, indicative of poorer surface drainage in that area.

2.2 Previous Desk Study Findings The previous desk study indicated that no development has taken place on the site since at least 1847. At this time the railway line was present bounding the site to the northwest, as was a track to the southeast, open farmland to the south and buildings, possibly associated with the ‘Primrose Printworks’ to the northeast. By 1886 additional buildings were built beyond the northeastern boundary and were labelled ‘Primrose Mill (cotton)’. At some point between 1955 and 1964, houses were built on the northern side of the railway and the industrial buildings to the northeast were converted to storage depots. With the exception of the on-going construction of Primrose Village Phase 1 to the north, no significant changes to the site itself or its immediate surroundings have been noted on any subsequent maps up to the time of the site walkover or the ground investigation.

2.3 Other Information

The geological map of the area (sheet 68) indicates that the site is underlain by Glacial Till over the Clitheroe Limestone Formation. The superficial deposits are classified as an ‘Unproductive Stratum’ and the underlying Clitheroe Limestone is classified as a ‘Principal Aquifer’.



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The desk study research indicated that there is a single historical landfill located 112 m to the northeast of the site with the operator listed as being the Stalwart Dying Company Limited and the waste listed as ‘deposited waste including unknown material’. In addition there is an active landfill, Henthorn Landfill site, located 478 m to the southwest which is licensed to accept household, commercial and industrial waste. The British Geological Survey, National Geoscience Information service indicates that the site falls within an area where less than 1% to 3% of homes are affected by radon emissions and that radon protective measures will not be necessary. The Health Protection Agency Indicative Atlas of Radon in England and Wales 2007 however indicates that the site lies within an area where 10% to 30% of homes are above the action level for radon emissions and therefore radon protection measures may be necessary. Groundwater is likely to be flowing in a generally south-westerly direction, towards the River Ribble which flows in a southerly direction to the west of the site.

3.0 EXPLORATORY WORK

In order to meet the objectives in Section 1.2, a series of eight boreholes was advanced to depths of between 2.05 m and 5.45 m using a tracked open-drive sampler and seven trial pits were excavated to a maximum depth of 3.0 m by a tracked excavator. Standard penetration tests (SPTs) were carried out in the boreholes at regular intervals to provide additional quantitative data on the strength of the soils samples were recovered for subsequent laboratory examination and testing. Equivalent in-situ CBR testing was carried out at nine locations by means of a Mexe-Cone penetrometer. All of the field work was carried out under the supervision of a geotechnical engineer from GEA. A selection of the soil samples recovered from the boreholes was submitted to a soil mechanics laboratory to undergo a programme of geotechnical testing, and to an analytical laboratory for a programme of contamination testing. Groundwater and gas monitoring standpipes were installed in the three boreholes to a depth of 4.0 m, and have been monitored on three occasions to date, over a period of two months. The borehole and trial pit records, gas and groundwater monitoring results and results of the laboratory analyses are appended, together with a site plan indicating the borehole positions. The Ordnance Datum (OD) levels shown on the borehole and trial pit records have been interpolated from spot heights shown on an unreferenced site survey drawing provided by Little & Co Development Services Ltd.

3.1 Sampling Strategy The boreholes were positioned on site by an engineer from GEA to provide coverage of the site in accessible areas whilst avoiding the areas of known buried services. Nine samples of made ground and four samples of natural soil were recovered and subjected to analysis of a suite of typical industrial contaminants, and one sample of made ground was screened for the presence of asbestos. The contamination analyses were carried out at an MCERTs accredited laboratory with the majority of the testing suite accredited to MCERTS standards. Details of the MCERTs accreditation and test methods are included in the Appendix together with the analytical results.



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4.0 GROUND CONDITIONS The investigation has confirmed the expected ground conditions in that, beneath a limited thickness of topsoil / made ground, Glacial Till was encountered.

4.1 Topsoil/Made Ground

This stratum generally extended to a depth of 0.30 m (61.80 m OD) and comprised brown slightly organic, slightly clayey sandy silt, with occasional fragments of brick. At a single location in the east of the site, in Trial Pit No 7, made ground was found to extend to a depth of 1.0 m (63.50 m OD) and comprised greyish brown sandy gravelly clay with whole bricks, slate, ceramic, metal and fabric fragments. No visual or olfactory evidence of significant contamination was observed within the topsoil/made ground covering the site and nine samples of the made ground were analysed for a range of contaminants. Various extraneous fragments were found within the made ground in Trial Pit No 7 and hence a single sample of this soil has been screened for asbestos. The results are summarised in Section 4.4.

4.2 Glacial Till At the top of the slope in the north of the site a near surface layer of firm silty slightly sandy gravelly clay was encountered, which was overlying soft silty slightly sandy gravelly clay to a maximum depth of 1.9 m. Elsewhere firm orange-brown and greyish brown silty sandy gravelly clay with some cobbles was encountered to depths of between 0.4 m and 4.0 m. Stiff grey slightly sandy slightly gravelly clay with some siltstone cobbles was then encountered and proved to the maximum depth investigated, of 5.45 m. Laboratory index property testing has indicated the clay to be of highly variable plasticity with the corrected plasticity index determinations ranging from 7% to 41%. These results indicate that the soils have low to high volume change potential.

4.3 Groundwater Groundwater was encountered as seepages within the Glacial Till at depths of between 2.4 m and 4.9m. The results of the standpipe monitoring are shown in the table below.

Date Borehole No Depth to water (m)

[Level (m OD)]

10 April 2014 1 0.87

[66.05]

3 0.37

[70.23]

6 0.44

[64.06]

24 April 2014 1 1.09

[65.83]

3 0.52



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Date Borehole No Depth to water (m)

[Level (m OD)]

[70.08]

6 1.07

[63.43]

9 May 2014 1 0.05

[66.87]

3 0.30

[70.30]

6 0.00 (ground level)

[64.50]

4.4 Soil Contamination

The table below sets out the values measured within eight samples of topsoil / made ground and four samples of natural soil that have been analysed for contaminant concentrations; all concentrations are in mg/kg unless otherwise stated.

Determinant Maximum concentration

recorded (mg/kg) Minimum concentration

recorded (mg/kg) Number of samples

below detection limit

pH 8.2 6.3 None

Arsenic 16 3.1 None

Cadmium 1.5 0.5 None

Chromium 87 8.8 None

Copper 110 7.9 None

Mercury 0.33 <0.05 3

Nickel 110 12 None

Lead 150 23 None

Selenium 0.6 <0.5 10

Zinc 170 17

Total Cyanide 0.3 <0.1 3

Total Phenols 0.5 0.4 8

Total Sulphate 0.23 0.03 None

Sulphide 24 <10 8

Total TPH (C10-C40) 79 <10 4

Benzo(a)pyrene 0.8 <0.1 8

Naphthalene <0.1 <0.1 All

Total PAH 7.7 <1.6 9

Total Organic Carbon % 8.7 1.2 None

Note: Figure in bold indicates concentration in excess of risk-based soil guideline values, as discussed below.

No elevated concentrations of contaminants were recorded, apart from a slightly elevated total PAH measured in Borehole No 3. However, none of the individual PAH compounds were elevated in that sample.



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In addition to the samples tested above, a single sample of made ground was recovered from Trial Pit No 7 which was tested for a range of contaminants and screened for asbestos. The results indicate elevated concentrations of arsenic and lead, and the presence of chrysotile fibres.

4.4.1 Generic Quantitative Risk Assessment

The use of a risk-based approach has been adopted to provide an initial screening of the test results to assess the need for subsequent site-specific risk assessments. To this end contaminants of concern are those that have values in excess of a generic human health risk based guideline values which are either that of the CLEA1 Soil Guideline Value where available, or is a Generic Guideline Value calculated using the CLEA UK Version 1.06 software assuming a residential end use with plant uptake. The key generic assumptions for this end use are as follows: that groundwater will not be a critical risk receptor; that the critical receptor for human health will be young female children aged zero to six

years old; that the exposure duration will be six years; that the critical exposure pathways will be direct soil and indoor dust ingestion,

consumption of homegrown produce, consumption of soil adhering to homegrown produce, skin contact with soils and indoor dust, and inhalation of indoor and outdoor dust and vapours; and

that the building type equates to a two-storey small terraced house.

It is considered that these assumptions are acceptable for this generic assessment of this site. The tables of generic screening values derived by GEA and an explanation of how each value has been derived are included in the Appendix.

Where contaminant concentrations are measured at concentrations below the generic screening value it is considered that they pose an acceptable level of risk and thus further consideration of these contaminant concentrations is not required. However, where concentrations are measured in excess of these generic screening values there is considered to be a potential that they could pose an unacceptable risk and thus further action will be required which could include; additional testing to zone the extent of the contaminated material and thus reduce the

uncertainty with regard to its potential risk; site specific risk assessment to refine the assessment criteria and allow an assessment to

be made as to whether the concentration present would pose an unacceptable risk at this site; or

soil remediation or risk management to mitigate the risk posed by the contaminant to a

degree that it poses an acceptable risk.

1 Updated Technical Background to the CLEA Model (Science Report SC050021/SR3) Jan 2009 and Soil Guideline Value reports

for specific contaminants; all DEFRA and Environment Agency.



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The results of the chemical testing indicate that the topsoil / made ground does not generally contain elevated concentrations of contaminants. The deeper made ground encountered in Trial Pit No 7, in the east of the site has been found to contain elevated arsenic and lead and was also found to contain asbestos. The significance of these results is discussed in Part 2 of this report.

4.5 Soil Gas

In order to provide an assessment of the requirement for gas protection measures, three monitoring visits have been conducted over a period of approximately one month. During all three visits the groundwater level was measured at depths of between ground level and 1.1 m indicating that the soil is essentially saturated with a very limited vadose zone. As such there is a very limited zone in which soil gas could be present and this zone is likely to be in connection with the air above. As the standpipes were sealed from ground level to approximately 1m depth to ensure that air entry could not occur it is considered likely that the slotted section of the standpipes would have been isolated from the limited zone of soil gas on all three occasions and as such that the result of the gas monitoring are not considered to be representative of the soil gas conditions. In this situation with such high groundwater conditions it is therefore recommended that the gas monitoring programme be terminated.



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Part 2: DESIGN BASIS REPORT This section of the report provides an interpretation of the findings detailed in Part 1, in the form of a ground model, and then provides advice and recommendations with respect to foundation options and contamination issues. 5.0 INTRODUCTION It is understood that consideration is being given to the development of this site through the

construction of approximately 80 two-storey houses, with associated roads, private gardens and areas of soft landscaping.

6.0 GROUND MODEL

The previous desk study indicated that the site has not had a potentially contaminative history having been open farm land for the entirety of its recorded history. On the basis of the fieldwork, the ground conditions at this site can be characterised as follows: below limited thickness of topsoil / made ground, Glacial Till is present; the made ground generally extends to a depth of 0.3 m and comprises brown slightly

organic, slightly clayey sandy silt with occasional fragments of brick; in the east of the site made ground was found to extend to a depth of 1.0 m and to

comprise greyish brown sandy gravelly clay with whole bricks, slate, ceramic, metal and fabric fragments;

at the top of the slope in the north of the site and below a near surface layer of firm

clay the Glacial Till was found to be of a soft consistency to a depth of approximately 1.2 m to 1.9 m;

elsewhere, the Glacial Till generally comprises firm becoming stiff orange-brown and

greyish brown silty sandy gravelly clay which was proved to the maximum depth investigated, of 5.45 m;

the Glacial Till contains occasional siltstone cobbles;

seepages of groundwater were encountered within the Glacial Till at depths between

2.4 m and 4.9 m during drilling and groundwater has subsequently been measured at depths between 1.09 m and ground surface level

no elevated concentrations of contaminants have been found within the made ground

apart from in a single location in the east of the site where elevated arsenic, lead and asbestos was encountered within deeper made ground.



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7.0 ADVICE AND RECOMMENDATIONS

The firm or stiff Glacial Till should provide a suitable bearing stratum for spread foundations carrying the anticipated light loads of the proposed two-storey houses.

7.1 Spread Foundations

Moderate width pad or strip foundations placed in the firm Glacial Till, bypassing the soft soils encountered in the north of the site or the deeper made ground encountered in the east of the site, should be suitable to support the proposed houses. Foundations should be placed at a minimum depth of 1.5 m, assuming that no restrictions are applied on planting of shrubs in the vicinity of foundations, and that a no planting zone is applied in accordance with Table 4 of NBHC Standards Chapter 4.2 (2014). If trees are excluded within the zone of influence shown in Table 2 of the NHBC guidance, the minimum depth can be reduced to 1.0 m subject also to the further advice on new tree and shrub planting as detailed in the NHBC guidelines. Foundations at these depths may be designed to apply a net allowable bearing pressure of 120 kN/m2, which incorporates an adequate factor of safety against bearing capacity failure and should ensure that settlement remains within normal tolerable limits. Foundations will need to be deepened in the vicinity of existing trees and where any new trees are proposed and National House Building Council (NHBC) guidelines should be followed in this respect. It would be prudent to assume a high shrinkability class for the clays due to the variability revealed by the laboratory testing unless additional testing is carried out in specific areas.. Where trees are to be removed the required founding depth should be determined on the basis of the existing tree height if it was less than 50% of the mature height and on the basis of full mature height if the height was more than 50% of the mature height. Where a tree is to be retained the final mature height should be adopted. Notwithstanding NHBC guidelines, all foundations should extend beyond the zone of desiccation. In this respect it would be prudent to have all foundation excavations inspected by a suitably experienced engineer. Due allowance should be made for future growth of the trees.

7.2 Excavations Instabilities and groundwater seepages were encountered during the trial pitting; therefore it may be necessary to provide lateral support for excavations in the short term and to adopt sump pumping techniques to deal with shallow water inflows. Where personnel are required to enter excavations, a risk assessment should be carried out and temporary lateral support or battering of the excavation sides will be required in order to comply with normal safety requirements.

7.3 Ground Floor Slabs Following the removal of the topsoil and made ground, consideration could be given to the adoption of ground bearing floor slabs placed in the natural firm Glacial Till, although it would be prudent to proof roll the formation level to identify any soft spots. Soft Glacial Till was identified in the north of the site which should be suitable for a lightly loaded ground floor slab. Alternatively a suspended floor slab should be used in this area. If the ground floor slabs are to be within the zone of influence of trees a fully suspended floor slab should be adopted over a void in accordance with NHBC guidelines.



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The soil gas monitoring has indicated very high groundwater levels, and as such the thickness of unsaturated soils is limited. Any soil gas migrating from the landfill will therefore not migrate laterally due to the limited vadose zone, but will migrate upwards. Thus landfill gas migration will not occur over any significant distance. Further to this, gas monitoring carried out on the adjacent Phase 1 site, which is closer to the landfill, did not indicate any elevated concentrations of soil gas and no gas protection measures were deemed necessary. The desk study has shown that the site may fall within an area where radon protection may be necessary. It is therefore recommended that confirmation be sought from the local authority to ascertain the requirement for any radon protection measures.

7.4 Pavement Design Equivalent in-situ California Bearing Ratio (CBR) testing by means of a hand held MEXE

cone penetrometer has indicated a CBR value of between 2% and 5%. It is considered that a CBR value of 2% should be attainable within the near surface Glacial Till following a site strip. It is however, recommended that the formation level of all proposed paved areas be proof rolled and that any soft spots revealed by this rolling be removed and replaced with compacted granular material. The volume change potential results suggest that the materials at formation level will be frost susceptible and as such a road construction of minimum 450 mm is likely to be imposed by the local authority

7.5 Effect of Sulphates

Chemical analyses of selected samples have revealed generally low concentrations of total and soluble sulphate.Buried concrete should therefore be designed in accordance with Class DS-1 conditions of Table C2 of BRE Special Digest 1: SD1 Third Edition (2005). Mildly acidic to near neutral pH conditions have been measured and therefore on the basis of mobile groundwater conditions being assumed for buried concrete an ACEC classification of AC-2z may be adopted. The guidelines contained in the above digest should be followed in the design of foundation concrete.

7.6 Site Specific Risk Assessment The desk study has indicated that the site does not have a significant historical contaminative use and the results of contamination tests did not indicate any contamination to be present in the topsoil/made ground or natural soils. In view of these results it is considered that no remedial measures will be required across the site. However, elevated concentrations of arsenic and lead, and the presence of asbestos fibres have been indicated in the made ground found in a single location in the east of the site, in Trial Pit No 7. In order to prevent the requirement for protective and remedial measures at the site this fill material should ideally be removed from the site, although additional investigation should first be carried out to determine the extent of this material. . As asbestos has been detected within the soils at this location further chemical analysis is in any case needed to determine the percentage of fibres for waste classification purposes.



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7.7 Waste Disposal

Any spoil arising from excavations or landscaping works, which is not to be re-used in accordance with the CL:AIRE guidance2, will need to be disposed of to a licensed tip. Under the European Waste Directive, waste is classified as being either Hazardous or Non-Hazardous and landfills receiving waste are classified as accepting hazardous or non-hazardous wastes or the non-hazardous sub-category of inert waste in accordance with the Waste Directive. Waste going to landfill is subject to landfill tax at either the standard rate of £80 per tonne (about £145 per m3) or at the lower rate of £2.50 per tonne (roughly £5 per m3). However, the classifications for tax purposes and disposal purposes differ and currently all made ground and topsoil is taxable at the ‘standard’ rate and only naturally occurring rocks and soils, which are accurately described as such in terms of the 2011 Order3, would qualify for the ‘lower rate’ of landfill tax.

Based upon on the technical guidance provided by the Environment Agency4 it is considered likely that the topsoil / made ground covering the site, as represented by the nine chemical analyses carried out, would be classified as non-hazardous waste under the waste code 17 05 04 (soils and stones not containing dangerous substances) and would be taxable at the standard rate. It is likely that the natural soils, if separated out, could be classified as an INERT waste also under the waste code 17 05 04. This material would be taxable at the lower rate, if accurately described as naturally occurring clay in terms of the 2011 Order on the waste transfer note. As the site has never been developed or used for the storage of potentially hazardous materials, it is likely that WAC leaching tests would not be required for such inert waste going to landfill. This would however need to be confirmed by the receiving landfill site. Further investigation is recommended to determine the extent of the fill material encountered in Trial Pit No 7, and further chemical testing is required to classify the material for waste disposal, as chrysotile asbestos fibres have been identified within samples tested. Waste containing asbestos is classified as being a ‘Hazardous Waste’ if it is found to contain more that 0.1% asbestos.

Under the requirements of the European Waste Directive all waste needs to be pre-treated prior to disposal. The pre-treatment process must be physical, thermal, chemical or biological, including sorting. It must change the characteristics of the waste in order to reduce its volume, hazardous nature, facilitate handling or enhance recovery. The waste producer can carry out the treatment but they will need to provide documentation to prove that this has been carried out. Alternatively, the treatment can be carried out by an approved contractor. The Environment Agency has issued a position paper5 which states that in certain circumstances, segregation at source may be considered as pre-treatment and thus excavated material may not have to be treated prior to landfilling if the soils can be “segregated” on site by sufficiently characterising the soils insitu prior to excavation.

The above opinion with regard to the classification of the excavated soils and its likely landfill taxable rate is provided for guidance only and should be confirmed by the receiving landfill once the soils to be discarded have been identified.

2 CL:AIRE (2011) The Definition of Waste: Development Industry Code of Practice Version 2, March 2011 3 Landfill Tax (Qualifying Material) Order 2011 4 Environment Agency (2008) Hazardous Waste: Interpretation of the definition and classification of hazardous waste. Technical

Guidance WM2 Second Edition Version 2.2, May 2008 5 Regulatory Position Statement (2007) Treating non-hazardous waste for landfill - Enforcing the new requirement Environment

Agency 23 Oct 2007



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The local waste regulation department of the EA should be contacted to obtain details of tips that are licensed to accept the soil represented by the test results. The tips will be able to provide costs for disposing of this material but may require further testing.

If consideration were to be given to the re-use of the soil as a structural fill on this or another site, in accordance with the Code of Practice for the definition of waste, it would be necessary to confirm its suitability for use, its certainty of use and to confirm that only as much material is to be used as is required for the specific purpose for which it was being used. A materials management plan could then be formulated and a tracking system put in place such that once placed the material would no longer be regarded as being a waste and thus waste management licensing and landfill tax would not apply.

8.0 OUTSTANDING RISKS AND ISSUES

This section of the report aims to highlight areas where further work is required as a result of limitations on the scope of this investigation, or where issues have been identified by this investigation that warrant further consideration. The scope of risks and issues discussed in this section is by no means exhaustive, but covers the main areas where additional work is considered to be required.

The ground is a heterogeneous natural material and variations will inevitably arise between the locations at which it is investigated. This report has provided an assessment of the ground conditions based on the discrete points at which the ground was sampled, but the ground conditions should be subject to review as the work proceeds to ensure that any variations from the Ground Model are properly assessed by a suitably qualified person. Consultation with the local authority is required to ascertain if radon protection measures are required at this site. Excavations should be checked to confirm the absence of desiccation. Further investigation is recommended to determine the extent of the fill material encountered in the east of the site.

If during ground works any visual or olfactory evidence of contamination is identified it is recommended that further investigation be carried out and that the risk assessment is reviewed. These areas of doubt should be drawn to the attention of prospective contractors and further investigation will be required or sufficient contingency should be provided to cover the outstanding risk.



14

APPENDIX

Borehole Records

SPT Results Summary

Trial Pit Records

Mexe-Cone Results

Gas Monitoring Results

Geotechnical Laboratory Test Results

Chemical Analyses (Soil)

Generic Risk Guideline Values

Site Plan

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r

LegendDescriptionDepth

(m)(Thickness)

Depth(m)

Level(mOD)Sample / Tests

Remarks Scale(approx)

LoggedBy

Figure No.

J11219A.BH1

1:50 SK

Primrose Village Phase 2, Clitheroe, Lancs BB7 1BN

Beck Developments Ltd

Little & Co Development Services Ltd

J11219A

BH1

Number

66.92

27/03/2014

Produced by the GEOtechnical DAtabase SYstem (GEODASY) (C) all rights reserved

Excavation Method Dimensions

WaterDepth(m)

Field Records

Open-drive percussive sampler (Terrier Rig)

1

Topsoil (brown slightly organic slightly clayey slightly sandy silt)

66.82 0.10(0.20)

Made Ground (brown silty sandy gravelly clay with fragments of siltstone and brick)

66.62 0.30

(1.60)

Soft orange-brown to brown silty slightly sandy gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present

65.02 1.90

(3.55)

Firm becoming stiff at 2.5 m grey silty slightly sandy gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present

61.47 5.45Complete at 5.45m

0.30 D1

0.70 D2

1.00-1.45 SPT(C) N=5 0,1/1,2,1,11.10 D3

1.50 D4

50 mm groundwater and gas monitoring pipe installed to 5.0 m with response zone from 1.0 m to 5.0 m

2.00-2.45 SPT(C) N=14 2,2/2,2,3,7

2.80 D5

3.00-3.45 SPT(C) N=15 2,2/3,4,4,4

3.80 D6

4.00-4.45 SPT(C) N=22 5,5/5,5,5,7

Water strike(1) at 4.70m.4.80 D7

5.00-5.45 SPT(C) N=18 2,2/3,5,5,5

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

J11219A.BH2

1:50 SK




J11219A

BH2

Number

68.28

27/03/2014



WaterDepth(m)

Field Records


1

(0.30) Topsoil (brown slightly organic slightly clayey slightly sandy silt)67.98 0.30

(0.90)

Soft orange-brown silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present

67.08 1.20

(4.25)

Firm becoming stiff grey silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone and sandstone. Some siltstone cobbles present

Large sandstone cobble at 4.8 m


0.20 D10.30 D20.40 D3

0.90 D41.00-1.45 SPT(C) N=6 0,0/1,2,1,2

1.40 D5

2.00-2.45 SPT(C) N=16 2,3/3,4,4,52.10 D6

Water strike(1) at 2.40m.

3.00-3.45 SPT(C) N=25 2,3/4,5,6,103.10 D7

4.00-4.45 SPT(C) N=50 3,4/8,11,16,154.10 D8

5.00-5.45 SPT(C) N=37 4,5/8,12,9,8

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

J11219A.BH3

1:50 SK




J11219A

BH3

Number

70.60

27/03/2014



WaterDepth(m)

Field Records


1


(1.20)

Firm orange-brown silty slightly sandy gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present

69.20 1.40

(4.05)

Stiff grey silty slightly sandy gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present


0.20 D10.30 D2

0.90 D31.00-1.45 SPT(C) N=25 2,3/6,7,8,4

1.30 D4

1.70 D5

50 mm groundwater and gas monitoring pipe installed to 5.0 m

2.00-2.45 SPT(C) N=23 2,4/3,5,8,7

2.50 D6

3.00-3.45 SPT(C) N=27 3,3/6,7,6,8

3.50 D7

4.00-4.45 SPT(C) N=30 2,5/5,7,8,10

Water strike(1) at 4.50m.4.50 D8

5.00-5.45 SPT(C) N=26 6,8/7,6,6,7

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

J11219A.BH4

1:50 SK




J11219A

BH4

Number

64.06

27/03/2014



WaterDepth(m)

Field Records


1


(5.15)

Firm becoming stiff at 2.5 m orange-brown becoming grey silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present


0.20 D10.40 D2

0.60 D3

0.90 D41.00-1.45 SPT(C) N=12 1,1/2,2,4,4

1.50 D5

2.00-2.45 SPT(C) N=13 1,2/2,4,3,4

2.50 D6

3.00-3.45 SPT(C) N=15 2,2/3,4,4,4

3.50 D7

4.00-4.45 SPT(C) N=15 3,3/3,4,4,4

4.50 D8

Water strike(1) at 4.90m.5.00-5.45 SPT(C) N=18 3,3/3,4,5,6

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

J11219A.BH5

1:50 SK




J11219A

BH5

Number

67.00

27/03/2014



WaterDepth(m)

Field Records



(1.75)

Firm becoming stiff at 1.0 m brown silty slightly sandy very gravelly CLAY, gravel is fine to coarse subrounded siltstone

64.95 2.05Terminated at 2.05m

0.20 D10.40 D2

0.70 D3

Groundwater was not encountered

1.00-1.45 SPT(C) N=15 2,2/3,6,3,31.10 D4

1.80 D5

Refusal of sampler and SPT on siltstone cobble

2.00-2.06 SPT(C) 25*/2550/30

25/50

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

J11219A.BH6

1:50 SK




J11219A

BH6

Number

64.50

27/03/2014



WaterDepth(m)

Field Records


1


(0.20)Firm orange-brown silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present

64.00 0.50

(1.80)

Firm grey silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present

62.20 2.30

(3.15)

Firm becoming stiff at 4.0 m grey silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present


0.20 D10.40 D2

0.60 D3

1.00-1.45 SPT(C) N=12 1,1/2,3,3,4

1.20 D4

1.80 D5

50 mm groundwater and gas monitoring pipe installed to 5.0 m

2.00-2.45 SPT(C) N=10 2,1/2,2,3,3

2.20 D6

2.70 D7

3.00-3.45 SPT(C) N=10 1,1/2,2,3,3

3.40 D8

4.00-4.45 SPT(C) N=15 2,2/4,3,4,4Water strike(1) at 4.10m.

4.40 D9

5.00-5.45 SPT(C) N=19 2,3/4,4,5,6

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

J11219A.BH7

1:50 SK




J11219A

BH7

Number

62.10

28/03/2014



WaterDepth(m)

Field Records



(0.70)

"Stiff" orange-brown silty slightly sandy very gravelly CLAY, gravel is fine to medium subrounded siltstone. Possibly partially desiccated soil

61.10 1.00

(1.00)

Firm grey silty slightly sandy slightly gravelly CLAY, gravel is fine to cobble-sized subrounded siltstone

60.10 2.00

(1.00)

No recovery

59.10 3.00

(2.45)

Firm becoming stiff grey silty slightly sandy slightly gravelly CLAY, gravel is fine to cobble-sized subrounded siltstone and sandstone


0.20 D10.40 D20.50 D3


1.00-1.45 SPT(C) N=11 1,3/3,2,3,31.00 D41.30 D5

1.90 D62.00-2.45 SPT(C) N=14 2,2/3,3,4,4

3.00-3.45 SPT(C) N=15 2,2/3,4,4,4

3.50 D7

4.00-4.45 SPT(C) N=34 1,2/10,6,10,8

4.50 D8

5.00-5.45 SPT(C) N=42 2,2/4,4,12,22

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

J11219A.BH8

1:50 SK




J11219A

BH8

Number

63.20

28/03/2014



WaterDepth(m)

Field Records



(1.50)

Firm becoming stiff at 1.0 m orange-brown silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present

Siltstone boulder was encountered at 0.9 m

61.40 1.80

(2.65)

Stiff grey silty slightly sandy slightly gravelly CLAY, gravel is subrounded siltstone. Some siltstone cobbles present


0.30 D1

0.50 D2


1.00-1.45 SPT(C) N=18 2,5/3,4,5,6

1.50 D3

2.00-2.45 SPT(C) N=26 3,3/7,4,5,10

2.50 D4

3.00-3.45 SPT(C) N=26 4,4/4,7,7,8

3.50 D5

4.00-4.45 SPT(C) N=31 5,5/5,6,10,10

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Standard Penetration Test Results


Job Number

J11219A

Sheet

Site : Primrose Village Phase 2, Clitheroe, Lancs BB7 1BN

Client : Beck Developments Ltd

Engineer : Little & Co Development Services Ltd

BoreholeNumber

Base ofBorehole

(m)

End ofSeating

Drive(m)

End ofTestDrive(m)

TestType

Seating Blowsper 75mm

1 2 1 2 3 4

Blows for each 75mm penetration

Result Comments

BH1 1.00 1.15 1.45 CPT 0 1 1 2 1 1 N=5

BH1 2.00 2.15 2.45 CPT 2 2 2 2 3 7 N=14

BH1 3.00 3.15 3.45 CPT 2 2 3 4 4 4 N=15

BH1 4.00 4.15 4.45 CPT 5 5 5 5 5 7 N=22

BH1 5.00 5.15 5.45 CPT 2 2 3 5 5 5 N=18

BH2 1.00 1.15 1.45 CPT 0 0 1 2 1 2 N=6

BH2 2.00 2.15 2.45 CPT 2 3 3 4 4 5 N=16

BH2 3.00 3.15 3.45 CPT 2 3 4 5 6 10 N=25

BH2 4.00 4.15 4.45 CPT 3 4 8 11 16 15 N=50

BH2 5.00 5.15 5.45 CPT 4 5 8 12 9 8 N=37

BH3 1.00 1.15 1.45 CPT 2 3 6 7 8 4 N=25

BH3 2.00 2.15 2.45 CPT 2 4 3 5 8 7 N=23

BH3 3.00 3.15 3.45 CPT 3 3 6 7 6 8 N=27

BH3 4.00 4.15 4.45 CPT 2 5 5 7 8 10 N=30

BH3 5.00 5.15 5.45 CPT 6 8 7 6 6 7 N=26

BH4 1.00 1.15 1.45 CPT 1 1 2 2 4 4 N=12

BH4 2.00 2.15 2.45 CPT 1 2 2 4 3 4 N=13

BH4 3.00 3.15 3.45 CPT 2 2 3 4 4 4 N=15

BH4 4.00 4.15 4.45 CPT 3 3 3 4 4 4 N=15

BH4 5.00 5.15 5.45 CPT 3 3 3 4 5 6 N=18

BH5 1.00 1.15 1.45 CPT 2 2 3 6 3 3 N=15

BH5 2.00 2.03 2.06 CPT 25 50 25*/25mm50/30mm

BH6 1.00 1.15 1.45 CPT 1 1 2 3 3 4 N=12

BH6 2.00 2.15 2.45 CPT 2 1 2 2 3 3 N=10

BH6 3.00 3.15 3.45 CPT 1 1 2 2 3 3 N=10

BH6 4.00 4.15 4.45 CPT 2 2 4 3 4 4 N=15

BH6 5.00 5.15 5.45 CPT 2 3 4 4 5 6 N=19

BH7 1.00 1.15 1.45 CPT 1 3 3 2 3 3 N=11

BH7 2.00 2.15 2.45 CPT 2 2 3 3 4 4 N=14

BH7 3.00 3.15 3.45 CPT 2 2 3 4 4 4 N=15

BH7 4.00 4.15 4.45 CPT 1 2 10 6 10 8 N=34

BH7 5.00 5.15 5.45 CPT 2 2 4 4 12 22 N=42

BH8 1.00 1.15 1.45 CPT 2 5 3 4 5 6 N=18

BH8 2.00 2.15 2.45 CPT 3 3 7 4 5 10 N=26

BH8 3.00 3.15 3.45 CPT 4 4 4 7 7 8 N=26

BH8 4.00 4.15 4.45 CPT 5 5 5 6 10 10 N=31

1 / 1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:50 SK J11219A.TP1




J11219A

TP1

Number

65.74

10/04/2014


Plan.

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Trial Pit

DimensionsExcavation Method

WaterDepth(m)

Field Records

Remarks

Scale (approx) Logged By Figure No.

6 tonne tracked excavator with 450 mm wide bucket

1.5 m x 0.6 m x 0.5 m

(0.30) Made Ground (pale brown slightly organic slightly sandy silt)

65.44 0.30(0.20) Stiff orange-brown mottled grey slightly sandy slightly

gravelly CLAY65.24 0.50

Terminated at 0.50m

Groundwater was not encountered Pit terminated on discovery and breakage of land drain which was fixed on site by land owner

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:50 SK J11219A.TP2




J11219A

TP2

Number

69.64

10/04/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



2.9 m x 0.7 m x 2.8 m

1

(0.30) Made Ground (dark brown slightly organic slightly sandy silt with occasional brick fragments)69.34 0.30

(0.70)

Firm orange-brown slightly sandy slightly gravelly CLAY, gravel is fine to coarse siltstone and slate

68.64 1.00

(1.30)

Soft becoming firm orange-brown slightly sandy slightly gravelly CLAY, gravel is fine to coarse siltstone

67.34 2.30

(0.60)

Stiff becoming very stiff grey slightly sandy slightly gravelly CLAY, gravel is fine to coarse siltstone



Sides of trail pit unstable during excavation

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:50 SK J11219A.TP2




J11219A

TP3

Number

69.79

10/04/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



2.7 m x 0.7 m x 2.3 m

1

(0.30) Made Ground (dark brown slightly organic slightly sandy clay with occasional brick fragments)69.49 0.30

(0.20)Firm orange-brown slightly sandy slightly gravelly CLAY, gravel is fine to coarse siltstone and slate

69.29 0.50

(0.30)

Pale brown clayey fine to coarse siltstone and sandstone gravel with many cobbles

68.99 0.80

(0.30)

Firm greyish brown silty slightly sandy slightly gravelly CLAY, gravel is fine to coarse siltstone and sandstone

68.69 1.10

(1.60)

Stiff grey slightly sandy slightly gravelly CLAY with many siltstone cobbles and boulders



Sides of trial pit unstable during excavation

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:50 SK J11219A.TP4




J11219A

TP4

Number

66.30

10/04/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



3.0 m x 0.6 m x 2.0 m

(0.20) Made Ground (dark brown slightly organic slightly sandy silt)66.10 0.20

(0.20) Firm orange-brown slightly sandy CLAY65.90 0.40

(2.20)

Stiff grey silty CLAY, with occasional fine to coarse siltstone gravel

63.70 2.60

(0.40)Stiff grey silty slightly gravelly CLAY, gravel is fine to coarse siltstone

Siltstone cobble at 2.6 m 63.30 3.00

Complete at 3.00m

Groundwater was not encounteredSides of trial pit remained stable during excavation

1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:50 SK J11219A.TP6




J11219A

TP5

Number

62.25

10/04/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



2.6 m x 0.6 m x 2.0 m

(0.30) Made Ground (dark brown slightly organic slightly sandy silt)

61.95 0.30

(1.80)

Firm orange-brown slightly sandy slightly gravelly CLAY. Some siltstone cobbles present.

60.15 2.10

(0.50)

Stiff grey silty slightly sandy slightly gravelly thinly laminated CLAY. Some siltstone cobbles present.



1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:50 SK J11219A.TP6




J11219A

TP6

Number

63.51

10/04/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



3.0 m x 0.6 m x 2.0 m

(0.30) Made Ground (dark brown slightly organic slightly sandy clay)63.21 0.30

(1.70)

Firm orange-brown slightly sandy slightly gravelly CLAY, gravel is fine to coarse siltstone

61.51 2.00

(1.00)

Stiff grey silty slightly sandy slightly gravelly thinly laminated CLAY, gravel is fine to coarse siltstone

Cobbles of quartzite at 2.7 m



1/1

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:50 SK J11219A.TP7




J11219A

TP7

Number

64.50

10/04/2014


Plan.

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Trial Pit


WaterDepth(m)

Field Records

Remarks



2.8 m x 0.6 m x 2.1 m

(0.20) Made Ground (dark brown slightly organic slightly sandy silt)64.30 0.20

(0.80)

Made Ground (greyish brown sandy gravelly clay with whole bricks, slate, concrete, ceramc, metal and fabric fragments)

63.50 1.00

(1.20)

Stiff grey sandy CLAY with many cobbles of siltstone

62.30 2.20

(0.60)

Stiff grey sandy CLAY with some cobbles of siltstone

Siltstone cobble at 2.6 m 61.70 2.80

Complete at 3.00m

0.60 D1


1/1

Job Number

J111219A

Sheet

1/2

Depth CBR value Depth CBR value Depth CBR value Depth CBR value Depth CBR value

mm % mm % mm % mm % mm %

75 1 75 1 75 1 75 0 75 0

150 2 150 2.5 150 1 150 1 150 0.5

225 2 225 2.5 225 1.5 225 1 225 1

300 3 300 3 300 2 300 1.5 300 1.5

375 3 375 3.5 375 3 375 1.5 375 1.5

450 3 450 4 450 5 450 2 450 2

525 3.5 525 4 525 6 525 2 525 2

600 3.5 600 4 600 7 600 2.5 600 2

675 3.5 675 4.5 675 675 3 675 2

750 4 750 4.5 750 750 3 750 2.5

Remarks:

Test No

2

Test No

3

Site

Client

Engineer

Insitu CBR Test Results

Tyttenhanger House

Coursers Road

St Albans

Herts AL4 0PG




Results for CBR equivalent values from Mexecone penetromoter

Test No

1

Test No

4

Test No

5

Job Number

J11219A

Sheet

2/2

Depth CBR value Depth CBR value Depth CBR value Depth CBR value Depth CBR value

mm % mm % mm % mm % mm %

75 1 75 1 75 1.5 75 2 75 1

150 1 150 2 150 2 150 2.5 150 1.5

225 2.5 225 3 225 2.5 225 3 225 2

300 2.5 300 3 300 2.5 300 4 300 2.5

375 2.5 375 5 375 3 375 6 375 3

450 3 450 6 450 3 450 7 450 3

525 3.5 525 525 3.5 525 525 3.5

600 3.5 600 600 3.5 600 600 3.5

675 4 675 675 4 675 675 4

750 5 750 750 4.5 750 750 5

Remarks: Results for CBR equivalent values from Mexecone penetrometer


Test No

6

Test No

9

Site:

Client:

Engineer:

Insitu CBR Test Results

Tyttenhanger House

Coursers Road

St Albans

Herts AL4 0PG



Test No

10

Test No

7

Test No

8

Job Number

J11219A

Sheet

1/3

Date 10/04/2014 23/04/2014 09/05/2014

Air Temperature oC

20.0 17.0 16.0

Barometric

Pressure (mB)1013 1007 999

Visit No 1 2 3

Borehole No

Standpipe

Depth (m)5.00 5.00 5.00

Condition of

StandpipeGood Good Good

Combustible

gas (CH4)

% LEL

0 0

Combustible

gas (CH4)

% vol

0 0

Carbon

Dioxide

% vol

0.2 1.6

Oxygen

% vol20.4 20.2

Carbon

Monoxide ppm0 0

H2S ppm 0 0

Flow Rate

(max) l/hr0 0

Relative

Downhole

Pressure

Pa

0 0

Downhole

Temperature

°C

18.5 17.5

Water Level

m0.87 1.09 0.05

Remarks

High

groundwater

prevented gas

monitoring

Borehole No 1

Engineer Little and Co Development Services Ltd

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Gas Monitoring

Site Primrose Village Phase 2, Clitheroe Lancs, BB7 1BN

Client Beck Developments Ltd

Job Number

J11219A

Sheet

2/3

Date 10/04/2014 23/04/2014 09/05/2014

Air Temperature oC

20.0 17.0 16.0

Barometric

Pressure (mB)1013 1007 999

Visit No 1 2 3

Borehole No

Standpipe

Depth (m)5.00 5.00 5.00

Condition of


Combustible

gas (CH4)

% LEL

0 0 0

Combustible

gas (CH4)

% vol

0 0 0

Carbon

Dioxide

% vol

0.9 0.9 0.3

Oxygen

% vol18.5 17.8 21.1

Carbon

Monoxide ppm4 0 0

H2S ppm 0 0 0

Flow Rate

(max) l/hr0 0 0

Relative

Downhole

Pressure

Pa

0 0 0

Downhole

Temperature

°C

15.0 18.0 16.0

Water Level

m0.37 0.52 0.30

Remarks


Borehole No 3

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Gas Monitoring



Job Number

J11219A

Sheet

3/3

Date 10/04/2014 23/04/2014 09/05/2014

Air Temperature oC

20.0 17.0 16.0

Barometric

Pressure (mB)1014 1007 999

Visit No 1 2 3

Borehole No

Standpipe

Depth (m)5.00 5.00 5.00

Condition of


Combustible

gas (CH4)

% LEL

0 0

Combustible

gas (CH4)

% vol

0 0

Carbon

Dioxide

% vol

2.3 0.9

Oxygen

% vol18.8 20.4

Carbon

Monoxide ppm9 0

H2S ppm 0 0

Flow Rate

(max) l/hr0 0

Relative

Downhole

Pressure

Pa

0 0

Downhole

Temperature

°C

20.3 15.5

Water Level

m0.87 1.07 GL

Remarks

High

groundwater

prevented gas

monitoring


Borehole No 6

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Gas Monitoring



Project Name: Samples Received:

Project Started:

Client: Testing Started:

Project No: Our job/report no: Date Reported:

Borehole

No:

Sample

No:

Depth

(m)

Moisture

content

(%)

Liquid

Limit

(%)

Plastic

Limit

(%)

Plasticity

Index

(%)

Passing

0.425

mm (%)

BH1 D5 2.80 11 24 12 12 59

BH2 D4 0.90 35 52 25 27 83

BH3 D5 1.70 14 29 14 15 60

BH4 D4 0.90 32 68 29 39 100

BH6 D4 1.20 27 67 25 42 98

BH7 D3 0.50 11 33 15 18 63

BH7 D5 3.50 14 24 13 11 54

BH8 D5 3.50 10 28 14 14 49

Summary of Test ResultsInitials: K.P

BS 1377 : Part 2 : Clause 5 : 1990 Determination of the plastic limit and plasticity index. Date: 15/04/2014

2519 BS 1377 : Part 2 : Clause 3.2 : 1990 Determination of the moisture content by the oven-drying method.

Test Report by K4 SOILS LABORATORY Unit 8 Olds Close Olds Approach Watford Herts WD18 9RU

Test Results relate only to the sample numbers shown above. Approved Signatories: K.Phaure (Tech.Mgr) J.Phaure (Lab.Mgr)

All samples connected with this report ,incl any on 'hold' will be stored and disposed off according to Company policy.Acopy of this policy is available on request. MSF-11/R2

Checked and

Approved

Grey silty CLAY

BS 1377 : Part 2 : Clause 4.4 : 1990 Determination of the liquid limit by the cone penetrometer method.

Description

Grey slightly fine sandy gravelly silty CLAY (gravel is fm and

sub-angular)

Dark brown slightly gravelly silty CLAY (gravel is fm and sub-

rounded)

Dark brown slightly fine sandy silty gravelly CLAY (gravel is

fmc and sub-angular)

Primrose Village, Phase 2, Clitheroe, Lancs, BB7 1BN

GEA

16457J11219A

K4 SOILS

Remarks

03/04/2014

04/04/2014

11/04/2014

15/04/2014

Dark grey slightly fine sandy gravelly silty CLAY (gravel is fmc

and sub-rounded to angular)

Grey slightly gravelly silty CLAY (gravel is fine and sub-

angular)

Dark brown slightly fine sandy silty gravelly CLAY (gravel is

fmc and sub-angular)

Grey slightly fine sandy silty gravelly CLAY (gravel is fmc and

sub-angular)

Project Name: K4 SOILS

Client: Project no:

Our job no: 16457

Borehole

No:

Sample

No:

Depth

m

pH Sulphate content

(g/l)

BH1 D5 2.80 7.5 0.15

BH3 D5 1.70 7.5 0.07

BH4 D4 0.90 7.7 0.11

BH7 D3 0.50 7.6 0.20

BH7 D5 3.50 7.5 0.16

BH8 D5 3.50 7.6 0.16

Summary of Test Results Checked and

Date Approved

15/04/2014 Initials : kp

Unit 8 Olds Close Olds Approach Watford Herts WD18 9RU

BS 1377 : Part 3 :Clause 5 : 1990

Determination of sulphate content of soil and ground water : gravimetric method

Description

Grey slightly fine sandy gravelly silty CLAY (gravel is fm and sub-angular)

Dark brown slightly fine sandy silty gravelly CLAY (gravel is fmc and sub-angular)

Grey silty CLAY

Dark brown slightly fine sandy silty gravelly CLAY (gravel is fmc and sub-angular)

Grey slightly fine sandy silty gravelly CLAY (gravel is fmc and sub-angular)

Dark grey slightly fine sandy gravelly silty CLAY (gravel is fmc and sub-rounded to

angular)


GEA J11219A

Client

Our Reference

Client Reference

Contract Title

Description

Date Received

Date Started

Date Completed

Test Procedures

Notes

Approved By

Rob Brown

Certificate of AnalysisCertificate Number 14-02992

15-Apr-14

Geotechnical & Environmental Associates

Tyttenhanger House

Coursers Road

St Albans

Hertfordshire

AL4 0PG

14-02992

J11219A

Opinions and interpretations are outside the scope of UKAS accreditation. This

certificate is issued in accordance with the accreditation requirements of the United

Kingdom Accreditation Service. The results reported herein relate only to the material

supplied to the laboratory. Observations and interpretations are outside the scope of

ISO 17025. This certificate shall not be reproduced except in full, without the prior

written approval of the laboratory.

Business Manager


12 Soil samples.

03-Apr-14

04-Apr-14

15-Apr-14

Identified by prefix DETSn (details on request).

Derwentside Environmental Testing Services Limited

Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY

Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 4 .

Summary of Chemical AnalysisSoil Samples

Our Ref 14-02992Client Ref J11219A

Contract Title Primrose Village, Phase 2, Clitheroe, Lancs, BB7 1BNLab No 629833 629834 629835 629836 629837 629838

Sample ID BH1 BH2 BH2 BH3 BH4 BH4Depth 0.20 0.20 0.30 0.20 0.20 0.40

Other ID 1 1 2 1 1 2

Sample Type D D D D D D

Sampling Date n/s n/s n/s n/s n/s n/s

Sampling Time n/s n/s n/s n/s n/s n/s

Test Method LOD Units

DETSC 2301# 0.2 mg/kg 5.2 14 6.4 15 15 4.5DETSC 2123# 0.2 mg/kg 1.4 2.2 1.5 2.8 2.3 2.0DETSC 2301# 0.1 mg/kg 0.7 1.0 1.0 1.2 1.1 0.8DETSC 2301# 0.15 mg/kg 10 47 12 61 40 8.8DETSC 2301# 0.2 mg/kg 20 63 21 110 75 14DETSC 2301# 0.3 mg/kg 32 150 54 110 120 24DETSC 2325# 0.05 mg/kg 0.07 0.21 0.09 0.28 0.27 < 0.05DETSC 2301# 1 mg/kg 12 39 14 56 26 17DETSC 2301# 0.5 mg/kg < 0.5 0.5 < 0.5 < 0.5 < 0.5 < 0.5DETSC 2301# 1 mg/kg 47 97 39 170 70 34

DETSC 2008# 8.2 6.9 7.4 6.3 7.0 8.2DETSC 2130# 0.1 mg/kg < 0.1 0.2 0.2 0.3 0.2 < 0.1DETSC 2002# 0.1 % 2.8 7.7 4.7 8.9 9.3 2.6DETSC 2002 0.1 % 1.6 4.5 2.7 5.2 5.4 1.5DETSC 2024# 10 mg/kg 16 24 < 10 < 10 12 16DETSC 2321# 0.01 % 0.09 0.23 0.13 0.16 0.17 0.06

DETSC 3311# 10 mg/kg 20 41 23 79 44 < 10

DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 1.2 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 0.8 0.2 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 0.4 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 0.2 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 0.3 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 1.6 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 0.9 0.3 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 0.5 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 0.2 < 0.1 < 0.1DETSC 3301 0.1 mg/kg < 0.1 < 0.1 < 0.1 1.5 0.4 < 0.1DETSC 3301 1.6 mg/kg < 1.6 < 1.6 < 1.6 7.7 < 1.6 < 1.6

DETSC 2130# 0.3 mg/kg < 0.3 0.5 < 0.3 < 0.3 < 0.3 < 0.3

ArsenicBoron (water soluble)CadmiumChromiumCopperLeadMercuryNickelSeleniumZinc

pHCyanide totalOrganic matterTotal Organic CarbonSulphideTotal Sulphate as SO4

EPH (C10-C40)

AcenaphtheneAcenaphthyleneAnthraceneBenzo(a)anthraceneBenzo(a)pyreneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(g,h,i)peryleneChryseneDibenzo(a,h)anthraceneFluorantheneFluoreneIndeno(1,2,3-c,d)pyreneNaphthalenePhenanthrenePyrenePAH

Phenol - Monohydric

Metals

Inorganics

Petroleum Hydrocarbons

PAHs

Phenols

Page 2 of 4Key: # -MCERTS (accreditation only implied if report carries the MCERTS logo). n/s -not supplied.

Summary of Chemical AnalysisSoil Samples

Our Ref 14-02992Client Ref J11219A

Contract Title Primrose Village, Phase 2, Clitheroe, Lancs, BB7 1BNLab No

Sample IDDepth

Other IDSample Type

Sampling DateSampling Time

Test Method LOD Units

DETSC 2301# 0.2 mg/kgDETSC 2123# 0.2 mg/kgDETSC 2301# 0.1 mg/kgDETSC 2301# 0.15 mg/kgDETSC 2301# 0.2 mg/kgDETSC 2301# 0.3 mg/kgDETSC 2325# 0.05 mg/kgDETSC 2301# 1 mg/kgDETSC 2301# 0.5 mg/kgDETSC 2301# 1 mg/kg

DETSC 2008#

DETSC 2130# 0.1 mg/kgDETSC 2002# 0.1 %DETSC 2002 0.1 %DETSC 2024# 10 mg/kgDETSC 2321# 0.01 %

DETSC 3311# 10 mg/kg

DETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 0.1 mg/kgDETSC 3301 1.6 mg/kg

DETSC 2130# 0.3 mg/kg

ArsenicBoron (water soluble)CadmiumChromiumCopperLeadMercuryNickelSeleniumZinc

pHCyanide totalOrganic matterTotal Organic CarbonSulphideTotal Sulphate as SO4

EPH (C10-C40)

AcenaphtheneAcenaphthyleneAnthraceneBenzo(a)anthraceneBenzo(a)pyreneBenzo(b)fluorantheneBenzo(k)fluorantheneBenzo(g,h,i)peryleneChryseneDibenzo(a,h)anthraceneFluorantheneFluoreneIndeno(1,2,3-c,d)pyreneNaphthalenePhenanthrenePyrenePAH

Phenol - Monohydric

Metals

Inorganics

Petroleum Hydrocarbons

PAHs

Phenols

629839 629840 629841 629842 629843 629844

BH5 BH5 BH6 BH6 BH7 BH80.20 0.40 0.20 0.40 0.20 0.30

1 2 1 2 1 1

D D D D D D

n/s n/s n/s n/s n/s n/s

n/s n/s n/s n/s n/s n/s

16 5.9 9.3 3.1 9.7 9.63.3 2.3 3.2 1.6 2.8 3.31.1 1.5 0.8 0.5 1.2 1.387 11 63 13 32 53

100 17 62 7.9 56 74120 37 84 23 83 89

0.26 < 0.05 0.22 < 0.05 0.18 0.3377 19 71 19 39 110

< 0.5 < 0.5 < 0.5 0.6 < 0.5 < 0.5160 61 100 17 86 140

6.4 7.2 7.2 8.0 7.4 7.50.3 0.2 0.2 < 0.1 0.2 0.27.2 2.0 15 2.1 10 134.2 1.2 8.7 1.2 6.0 7.6

< 10 < 10 < 10 < 10 < 10 < 100.16 0.06 0.17 0.03 0.11 0.12

< 10 < 10 61 < 10 35 16

< 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 0.4 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 0.2 < 0.1 0.3 < 0.1< 0.1 < 0.1 0.4 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 0.2 < 0.1 0.5 < 0.1< 0.1 < 0.1 0.4 < 0.1 0.2 < 0.1< 0.1 < 0.1 0.4 < 0.1 0.2 < 0.1< 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 1.1 < 0.1 0.7 < 0.1< 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 0.4 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1< 0.1 < 0.1 1.7 < 0.1 0.6 < 0.1< 1.6 < 1.6 5.2 < 1.6 2.5 < 1.6

0.4 < 0.3 0.4 < 0.3 < 0.3 0.5

Page 3 of 4Key: # -MCERTS (accreditation only implied if report carries the MCERTS logo). n/s -not supplied.

Information in Support of the Analytical ResultsOur Ref 14-02992

Client Ref J11219AContract Primrose Village, Phase 2, Clitheroe, Lancs, BB7 1BN

Containers Received & Deviating Samples

Lab No Sample ID

Date

Sampled Containers Received

Holding time exceeded for

tests

Inappropriate container for

tests629833 BH1 0.20 SOIL PT 1L (500g) Sample date not supplied Naphthalene, PAH FID, EPH/TPH

629834 BH2 0.20 SOIL PT 1L (500g) Sample date not supplied Naphthalene, PAH FID, EPH/TPH











Soil Analysis NotesInorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377.

Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis.

The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.

DisposalFrom the issue date of this test certificate, samples will be held for the following times prior to disposal :-

Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months

Key: P-Plastic T-Tub

DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may

be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on

Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time and/or inappropriate

containers are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample

deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and

time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.

Page 4 of 4

LABORATORY TEST REPORTResults of analysis of 1 sample

received 16 April 2014

J11219A - Primrose Village, Phase 2, Clitheroe, Lancs, BB7 1BNFAO

GEA

S. Koprowski

Tyttenhanger House

Coursers Road

St Albans Herts

AL4 0PG Report Date

28 April 2014

255987AK09633

TP7

D1

10/4/2014

0.6m

SOIL

2030 Moisture % M 37.6Stones content (>50mm) % M <0.02

2040 Soil colour M brownSoil texture M sandOther material M stones

2010 pH M 9.52300 Cyanide (total) 57125 mg kg-¹ M <0.502325 Sulfide (Easily Liberatable) 18496258 mg kg-¹ M 7.32625 Total Organic Carbon % M 3.62220 Chloride (extractable) 16887006 g l-¹ M 0.0202430 Sulfate (total) as SO4 mg kg-¹ M 140002450 Arsenic 7440382 mg kg-¹ M 53

Cadmium 7440439 mg kg-¹ M 0.62Chromium 7440473 mg kg-¹ M 38Copper 7440508 mg kg-¹ M 110Mercury 7439976 mg kg-¹ M 1.3Nickel 7440020 mg kg-¹ M 60Lead 7439921 mg kg-¹ M 480Selenium 7782492 mg kg-¹ M 0.28Zinc 7440666 mg kg-¹ M 290

2670 TPH >C5-C6 mg kg-¹ U < 0.1TPH >C6-C7 mg kg-¹ U < 0.1TPH >C7-C8 mg kg-¹ M < 0.1TPH >C8-C10 mg kg-¹ M < 0.1

*UnitsiCAS NoiDeterminandiSOPi

Matrix

Depth

Sample No

Sample ID

Chemtest LIMS ID

Login Batch No

Sampling Date

All tests undertaken between 22/04/2014 and 24/04/2014

* Accreditation status

This report should be interpreted in conjunction with the notes on the accompanying cover page.

Column page 1

Report page 1 of 2

LIMS sample ID range AK09633 to AK09633

LABORATORY TEST REPORTResults of analysis of 1 sample

received 16 April 2014

J11219A - Primrose Village, Phase 2, Clitheroe, Lancs, BB7 1BNFAO

GEA

S. Koprowski

Tyttenhanger House

Coursers Road

St Albans Herts

AL4 0PG Report Date

28 April 2014

255987AK09633

TP7

D1

10/4/2014

0.6m

SOIL

2670 TPH >C10-C12 mg kg-¹ M < 0.1TPH >C12-C16 mg kg-¹ M < 0.1TPH >C16-C21 mg kg-¹ M < 0.1TPH >C21-C35 mg kg-¹ M < 0.1Total Petroleum Hydrocarbons mg kg-¹ U < 10

2700 Naphthalene 91203 mg kg-¹ M < 0.1Acenaphthylene 208968 mg kg-¹ M < 0.1Acenaphthene 83329 mg kg-¹ M < 0.1Fluorene 86737 mg kg-¹ M < 0.1Phenanthrene 85018 mg kg-¹ M < 0.1Anthracene 120127 mg kg-¹ M < 0.1Fluoranthene 206440 mg kg-¹ M < 0.1Pyrene 129000 mg kg-¹ M < 0.1Benzo[a]anthracene 56553 mg kg-¹ M < 0.1Chrysene 218019 mg kg-¹ M < 0.1Benzo[b]fluoranthene 205992 mg kg-¹ N < 0.1Benzo[k]fluoranthene 207089 mg kg-¹ N < 0.1Benzo[a]pyrene 50328 mg kg-¹ M < 0.1Dibenzo[a,h]anthracene 53703 mg kg-¹ M < 0.1Indeno[1,2,3-cd]pyrene 193395 mg kg-¹ M < 0.1Benzo[g,h,i]perylene 191242 mg kg-¹ M < 0.1Total (of 16) PAHs mg kg-¹ M < 2

2920 Phenols (total) mg kg-¹ M <0.3

All tests undertaken between 22/04/2014 and 24/04/2014

* Accreditation status

This report should be interpreted in conjunction with the notes on the accompanying cover page.

Column page 1

Report page 2 of 2

LIMS sample ID range AK09633 to AK09633

Job Number

J11219A

Sheet

1 / 1

Residential with plant uptake

8

2.5

ContaminantGuideline

Value mg/kgData Source Contaminant

Guideline

Value mg/kgData Source

Arsenic 32 SGV Soluble Sulphate 0.5 g/l Structures

Cadmium 10 SGV Sulphide 50 Structures

Chromium (III) 3000 LQM/CIEH Chloride 400 Structures

Chromium (VI) 4.3 LQM/CIEH

Copper 2,330 LQM/CIEH Organic Carbon (%) 6 Methanogenic potential

Lead 450 withdrawn SGV Total Cyanide 140 WRAS

Elemental Mercury 1 SGV Total Mono Phenols 290 SGV

Inorganic Mercury 170 SGV

Nickel 130 LQM/CIEH Naphthalene 3.70 LQM/CIEH

Selenium 350 SGV Acenaphthylene 400 LQM/CIEH

Zinc 3,750 LQM/CIEH Acenaphthene 480 LQM/CIEH

Fluorene 380 LQM/CIEH

Benzene 0.18 SGV Phenanthrene 200 LQM/CIEH

Toluene 320 SGV Anthracene 4,900 LQM/CIEH

Ethyl Benzene 180 SGV Fluoranthene 460 LQM/CIEH

Xylene 120 SGV Pyrene 1,000 LQM/CIEH

Aliphatic C5-C6 55 LQM/CIEH Benzo(a) Anthracene 4.7 LQM/CIEH

Aliphatic C6-C8 160 LQM/CIEH Chrysene 8 LQM/CIEH

Aliphatic C8-C10 46 LQM/CIEH Benzo(b) Fluoranthene 6.5 LQM/CIEH

Aliphatic C10-C12 230 LQM/CIEH Benzo(k) Fluoranthene 9.6 LQM/CIEH

Aliphatic C12-C16 1700 LQM/CIEH Benzo(a) pyrene 0.94 LQM/CIEH

Aliphatic C16-C35 64,000 LQM/CIEH Indeno(1 2 3 cd) Pyrene 3.9 LQM/CIEH

Aromatic C6-C7 See Benzene LQM/CIEH Dibenzo(a h) Anthracene 0.86 LQM/CIEH

Aromatic C7-C8 See Toluene LQM/CIEH Benzo (g h i) Perylene 46 LQM/CIEH

Aromatic C8-C10 65 LQM/CIEH Total PAH 6.3 B(a)P / 0.15

Aromatic C10-C12 160 LQM/CIEH

Aromatic C12-C16 310 LQM/CIEH 1,1,1 trichloroethane (TCA) 12.9 LQM/CIEH

Aromatic C16-C21 480 LQM/CIEH tetrachloroethane (PCA) 2.1 LQM/CIEH

Aromatic C21-C35 1100 LQM/CIEH tetrachloroethene (PCE) 2.1 LQM/CIEH

PRO (C5 –C10) 646 Calc trichloroethene (TCE) 0.22 LQM/CIEH

DRO (C12 –C28) 66,490 Calc 1,2-dichloroethane (DCA) 0.008 LQM/CIEH

Lube Oil (C28 –C44) 65,100 Calc vinyl chloride (Chloroethene) 0.00064 LQM/CIEH

TPH 1000 tetrachloromethane (Carbon tetrachloride)0.039 LQM/CIEH

trichloromethane (Chloroform) 1.3 LQM/CIEH

Notes

Concentrations measured below the above values may be considered to represent 'uncontaminated conditions' which do not pose a risk to human

health. Concentrations measured in excess of these valuesindicate a potential risk, and thus require further, site specific risk assessment.

SGV - Soil Guideline Value, derived from the CLEA model and published by Environment Agency 2009

withdrawn SGV - Former SGV, derived from the CLEA 2000 model and published by DEFRA pending confirmation of new approach to modeling lead

LQM/CIEH - Generic Assessment Criteria for Human Health Risk Assessment 2nd edition (2009)derived using CLEA 1.04 model 2009

Calc - sum of nearest available carbon range specified including BTEX for PRO fraction

B(a)P / 0.15 - GEA experience indicates that Benzo(a) pyrene (one of the most common and most carcenogenic of the PAHs) rarely exceeds 15% of the total

PAH concentration, hence this Total PAH threshold is regarded as being conservative

Anions

Others

Trigger for speciated

testing

Generic Risk-Based Soil

Guideline Values

Tyttenhanger House

Coursers Road

St Albans

AL4 0PG

Chlorinated Solvents

Metals

Hydrocarbons

PAH

Little and Co Development Services Ltd

Client

Primrose Village Phase 2, Clitheroe Lancs, BB7 1BN


Soil Organic Matter content %

Soil pH

Proposed End Use

Engineer

Site

Job Number

J11219A

Sheet

1 / 1

Site Plan

Site

Client

Engineer

Tyttenhanger House

Coursers Road

St Albans

Herts AL4 0PG


Beck Development Ltd

Little and Co. Development Services

Approximate scale in metres

0 60 90 30

Site boundary

BH1

BH4

BH7

BH6

BH8

BH5

BH2 BH3

TP1 TP2

TP3 TP4

TP5

TP6

TP7

Primrose Village Phase 1 (under construction)

Hawthorn trees (4-6m)

Conifer trees (6-8m)

Railway embankment

Fly tipped material

Wooden shed

CBR1

CBR2

CBR3

CBR10

CBR5

CBR4

CBR9

CBR6

CBR8

CBR7

Geotechnical & Environmental Associates (GEA) is an engineer-led and client-focused independent specialist providing a complete range of geotechnical and contaminated land investigation, analytical and consultancy services to the property and construction industries. We have offices at Tyttenhanger House Coursers Road St Albans AL4 0PG tel 01727 824666 [email protected] and Church Farm Gotham Road Kingston on Soar Notts NG11 0DE tel 01509 674888 [email protected] Enquiries can also be made on-line at www.gea-ltd.co.uk where information can be found on all of the services that we offer.

ground investigation report - ribblevalley.gov.uk · primrose village phase 2 clitheroe . ......

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