geotechnical report at bridge road, lymingtonconsultation-online.co.uk/userfiles/lymington/appendix...

3 Hawthorn Park, Holdenby Road, Spratton, Northampton, NN6 8LD, UK. Tel: 01604 842888 Fax: 01604 842666 E-mail: [email protected] www.hydrock.com Geotechnical Report at Bridge Road, Lymington Final Report Prepared by Mr Douglas Mayer and Mr Allan Bell for Redrow Homes (Southern) Limited Hydrock Ref: R/07418/006

April 2008

Redrow Homes (Southern) Limited Geotechnical Report at Bridge Road, Lymington R/07418/006

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Hydrock Consultants Limited DOCUMENT CONTROL SHEET 3 Hawthorn Park Holdenby Road Spratton Northampton NN6 8LD Tel: 01604 842888 Fax: 01604 842666 Client: REDROW HOMES (SOUTHERN) LIMITED Project: GEOTECHNICAL REPORT AT BRIDGE ROAD, LYMINGTON. Title: FINAL REPORT Date: APRIL 2008 Copy No.: 1

1 FINAL DM AB/NB MDH APRIL 2008

Issue Purpose/Status Prepared by Checked Approved Date

Hydrock Consultants Limited has prepared this report in accordance with the instructions of the above named Client for their sole and specific use. Any other persons who may use the information contained herein do so at their own risk.


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CONTENTS

1.0 INTRODUCTION.............................................................................................................................. 1

1.1 Terms of Reference ......................................................................................................................... 1 1.2 Objectives ........................................................................................................................................ 1 1.3 Scope ............................................................................................................................................... 1

2.0 DESK STUDY REVIEW................................................................................................................... 3 2.1 Site Referencing............................................................................................................................... 3 2.2 Site Description and Walkover......................................................................................................... 3 2.3 Summary of Proposed Development............................................................................................... 4 2.4 Geology............................................................................................................................................ 4 2.5 Hydrogeology ................................................................................................................................... 6 2.6 Hydrology ......................................................................................................................................... 7 2.7 Site Stability ..................................................................................................................................... 7 2.8 Historical Land Use.......................................................................................................................... 8 2.9 BGS Radon Report .......................................................................................................................... 8 2.10 Previous Reports.............................................................................................................................. 8

3.0 GEOTECHNICAL HAZARD IDENTIFICATION............................................................................ 10 4.0 GROUND INVESTIGATION.......................................................................................................... 13

4.1 Investigation Rationale................................................................................................................... 13 4.2 Shell and Auger Boreholes ............................................................................................................ 13 4.3 Dynamic Sample Boreholes........................................................................................................... 14 4.4 Trial Pits ......................................................................................................................................... 14 4.5 Laboratory Analyses ...................................................................................................................... 14

5.0 CONCEPTUAL GROUND MODEL............................................................................................... 15 5.1 Physical Ground Conditions........................................................................................................... 15 5.2 Groundwater and Hydrogeology.................................................................................................... 18 5.3 Ground Gases................................................................................................................................ 20 5.4 Hydrocarbon Vapours .................................................................................................................... 22 5.5 Summary of Ground Model and Hazard Identification................................................................... 22 5.6 Limitations of the Conceptual Model.............................................................................................. 23

6.0 GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS............................................... 24 6.1 Proposed Development ................................................................................................................. 24 6.2 Flooding ......................................................................................................................................... 24 6.3 Site Preparation, Earthworks and Landscaping ............................................................................ 24 6.4 Foundations ................................................................................................................................... 25 6.5 Floor Slabs ..................................................................................................................................... 26 6.6 Roads............................................................................................................................................. 26 6.7 Soakaways and Drainage .............................................................................................................. 27 6.8 Buried Concrete ............................................................................................................................. 27 6.9 Working Platforms for Tracked Vehicles........................................................................................ 27 6.10 Party Wall Issues ........................................................................................................................... 27 6.11 Recommendations for further work................................................................................................ 27

7.0 REFERENCES............................................................................................................................... 28


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APPENDICES

Appendix A SITE LOCATION PLAN & PROPOSED DEVELOPMENT PLANS

Appendix B CURRENT SITE SURVEY

Appendix C GROUND INVESTIGATION PLANS & EXPLORATORY HOLE LOGS

Appendix D GEOTECHNICAL TEST DATA & SPT DEPTH PLOT


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EXECUTIVE SUMMARY AND CONCEPTUAL SITE MODEL

Client Redrow Homes (Southern) Limited. Site Bridge Road, Lymington. Site Location The site is roughly a semi-circular parcel of land located at NGR 432790N, 095860E and

situated on a meander in the Lymington River. Current Land Use & Description

The site consists of two levels which are separated by retaining walls and ramps and is currently derelict with all former buildings decommissioned and in various states of repair. There are a number of buildings present on site, including: a former yacht builders workshop; a former factory building; electricity sub-station and a water pumping station; a former waste water treatment plant and fuel compound; a main factory building, formerly used for processing of chickens; and a former boat yard and vehicle garage. The majority of the site has a surface covering of concrete, asphalt or gravel hardcore, with an earthen tree lined bund and a small grassed area in the central north part of the site.

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Development The proposed development is to comprise a mixed use development comprising: 205 private dwellings; 93 affordable dwellings; 10 live/work units; residential care home; a restaurant; office accommodation; 1 retail unit; a pedestrian bridge over the railway; a riverside walkway; car parking; and associated site infrastructure. Large basement car parks are to be constructed beneath the site.

Geology Modern Made Ground, between 0.80m and 6.25m thick, consisting of very soft and soft organic clay, peat, loose to medium dense clayey silty sand, fine to coarse gravel of flint, ash, brick rubble, metal, glass and concrete. Recent Alluvium, consisting of: • soft, organic, very silty, sandy, clay with bands of peat to depths of between 3.00m bgl

and 7.80m bgl; and • dense silty coarse sand and gravels in varying proportions to depths of between 6.00m

bgl and greater than 10.00m bgl. Eocene Bracklesham and Bagshot Beds, comprising medium dense becoming dense silty fine to medium sands with thin bands and pockets of firm clay.

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Hydrogeology The hydrogeological model for the site, which has been updated, based on additional site investigation data and groundwater monitoring consists of 2 distinct and separate hydrogeological units: • highly permeable Made Ground, with a shallow perched groundwater regime lying

above the alluvial clay trending towards the southeast, with a hydraulic gradient of 0.00198; and

• a separate groundwater body within the permeable basal gravels and Bracklesham and Bagshot Beds, with the groundwater trending towards the east, with a hydraulic gradient of 0.004.

It is concluded that the shallow groundwater in the Made Ground is in hydraulic connectivity with the Lymington River. It is considered that the shallow groundwater flow regime will be significantly affected by the existing deep building foundations, heterogeneous nature of the Made Ground, the presence of a retaining wall along the southern boundary and the presence of a railway embankment beyond the southern boundary. The Bracklesham and Bagshot Beds are a minor aquifer and are not in hydraulic connectivity with the shallow Made Ground. The site is not within a source protection zone and there is one licensed groundwater abstraction on site, for food and drink process water. It is highly unlikely that this groundwater abstraction is still in use (as the site is now derelict). There are 23 discharge consents within 250m of the site. These are for: sewerage discharge; storm sewerage overflow; discharge of surface matter; and trade effluent. Significant pollution incidences to Controlled Waters in the vicinity of the site include: two crude sewage incidents between 12 and 39m to the northwest (at Bridge Road); two incidents involving oils and organic chemicals from the area around the boat yards approximately 40m southeast, one of which was category 2 (significant incident).


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Hydrology Un-named historical drain with existing modern outfall (assumed to be partially present

beneath site and the Lymington River on the northeastern, eastern and southeastern boundaries of the site.

Historic Site Use From a review of the historical maps, planning file, it is evident that the site has been utilised for commercial and industrial purposes since at least 1871. The historical uses of the site have included: a saw mill; brickfields; engineering works and factories; scrap yard; boat builders; and a garage. In addition to these general uses the presence of: electrical substations (which have been replaced following fires to the factory); large hydrocarbon storage areas; and the use of the site as an animal processing works will present a contaminative risk to the subject site. In addition to the previous site uses, the draining and backfilling of the large mill pond and the backfilling of the brick pit could lead to an area likely to have elevated levels of ground gas, with the possibility of contaminated material being imported to the site for backfilling.

Historical Reports

A number of previous are available for the site. Intrusive investigation works have included: • 15 shell and auger boreholes to between 5m and 15m bgl; • 27 trial pits to between 1.1m and 3.0m bgl; • 1 trial trench at the outfall of a historical drain; • geotechnical testing of soils; • chemical testing of soils; • chemical testing of waters (groundwater, upstream, downstream and drain) ; and • gas and groundwater monitoring.

Ground Investigation

Ground investigation works undertaken by Hydrock in December 2007 and January 2008 have been reported in Hydrock Report R/07418/003. The investigation comprised: • 10 shell and auger boreholes to a depth of up to 22.20 metres below ground level

(m bgl); • 29 machine excavated trial pits to a depth of up to 4.00m bgl; • 12 dynamic sample boreholes to a depth of up to 5.00m bgl; • 25 gas and groundwater monitoring installations in shell and auger boreholes and

dynamic sample boreholes; • monitoring of ground gas concentrations and groundwater levels; and • chemical testing of soil and waters. At the time of investigation, the area in the north of the site was inaccessible due to the area being used as a compound by Dean and Dyball who were working on the railway. The following were performed on samples of soil: • 14 natural moisture contents; • 14 Atterberg limits; • 4 BRE SD1 (Building Research Establishment 2001) suite analyses for sulphate

classification for buried concrete (total: - SO4, S, pH; water extract: - SO4 and the dependent options of ammoniacal N as NH4, Cl, NO3 & Mg); and

• 8 particle size distribution analyses.

Radon No radon protection is required for the site.

Ground Gases Additional ground gas monitoring is currently underway and will be reported at a later date. Based on the data to date, the following typical gas protection measures are required: • reinforced concrete cast in situ floor slab (suspended, non-suspended or raft) with

at least 1200g DPM and underfloor venting; or • beam and block or pre-cast concrete and 2000g DPM / reinforced gas membrane

and underfloor venting; • All joints and penetrations sealed; and • All membranes are to be resistant to hydrocarbon vapours. This requires the confirmation with the regulators through the submission of this report.


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Site Preparation, Earthworks & Landscaping

Excavation of the shallow soils should not present any difficulty for conventional plant and equipment. Excavations undertaken during site works were unstable in the Made Ground and given the soft and loose nature of the shallow Made Ground and the high water table, all excavations should be supported and will require significant groundwater control. It is recommended that no site personnel enter any trenches unless there is adequate support and this has been assessed by a competent person. Significant groundwater was encountered during the site works and pumping tests undertaken on the site were unable to pump the trial excavation dry (20,000 litres of water removed from the excavation). Where there is planned excavation below the groundwater table, allowance should be for made for support and catering for groundwater inflows and surface water run-off. A mains sewer traverses the site from north to south along the western access road and a live electricity sub-station is also present in the west of the site. Additionally, there are a number of services crossing the site. All services must located by careful hand digging and clearly marked or confirmed ‘dead’ prior to works commencing on site. Any excavation in close proximity to mains services (it is assumed these are to be kept live for the majority of the works) will need to ensure that the excavation walls are stable or appropriately battered to a safe angle, temporary slope stability works may be required in any deep excavations. It is envisaged that there will be a number of obstructions present on site. This will include piles for existing buildings, bases of retaining walls and historical buildings (known to be present beneath the former chicken factory). Allowance should be made for the removal of these structures. If underground obstructions can not be removed e.g. historical piles these will need to be surveyed in 3 dimensions and the new foundations will need to compensate for the historical obstructions.

Foundations The ground conditions consist of loose and soft Made Ground, overlying soft clays, medium dense becoming dense gravels (Alluvial Gravels) and the dense sands (Bracklesham and Bagshot Beds). Piled foundations are recommended for the proposed development. The piles would need to extend through the Made Ground, soft clays and embed in the medium dense becoming dense gravels (Alluvial Gravels) and the dense sands (Bracklesham and Bagshot Beds). Based on the proven ground conditions, a number of piled solutions could be given consideration e.g., driven concrete piles, Continuous Flight Auger (CFA) piles or Continuous Helical Displacement (CHD) piles. CFA piling will be the preferred option of the Environment Agency with regards to risks to controlled waters. It is recommended that liaisons with a specialist piling contractor take place at an early stage to ensure the most appropriate and cost effective solution is undertaken. Piling will need to be undertaken in accordance with the Environment Agency recommendations as stated in Piling and Penetrative Ground Improvement Methods on Land Affected by Contamination: Guidance on Pollution Prevention, 2001 and as such a Piling Risk Assessment will be required.

Floor Slabs Owing to the presence of Made Ground, suspended floor slabs are advised for all units.

Roads As all road construction will be undertaken off a Made Ground horizon a CBR value of <2% should be allowed for design purposes subject to confirmatory CBR testing and proof rolling.

Soakaways & Drainage

Soakaways are not recommended due to the presence of Made Ground, the shallow groundwater level and contamination in the soils.

Buried Concrete Buried concrete classification for the Made Ground is based on guidelines provided in BRE Special Digest 1, the Design Sulphate Class for the site is DS-5 and the Aggressive Chemical Environment for Concrete is AC-5.

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Piling Mat A granular working platform designed in accordance with BRE Report 470, Working Platforms for Tracked Plant, will be required prior to works commencing on the site. It should be noted that the soils present at shallow depth are soft clays and loos gravels with a high water table.


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Party Wall Issues There is a railway and a number of existing services present on the western side of the site. Appropriate stand off distances will be required to ensure there is no damage to these structures. If excavation is to be undertaken in close proximity to the above structures, it may be necessary to sheet pile and areas which are not possible to be battered back to a safe angle.

Limitations & Uncertainties

The inherent variation of ground conditions allows only definition of the actual conditions at the locations and depths of trial pits and boreholes. At intermediate locations, conditions can only be inferred. No access was available into the former chicken processing works in the southeast of the site.

Recommendations for further work

A piling risk assessment with regards to the potential contamination issues associated with piling at the site will be required by the Environment Agency Design of a Design of a granular working platform in accordance with BRE Report 470, Working Platforms for Tracked Plant.

This Executive Summary forms part of Hydrock Consultants Limited report number R/07418/006 and should not be used as a separate document.


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1.0 INTRODUCTION

1.1 Terms of Reference

In December 2007, Hydrock Consultants Limited (Hydrock) was commissioned by Redrow Homes (Southern) Limited (Redrow) (telephone conversation between Mr. Andrew West and Mr. Allan Bell) to undertake ground investigation works at Bridge Road, Lymington.

The site is a semi-circular parcel of land situated on a meander in the Lymington River, comprising approximately 3.8ha and currently consists of a number of derelict warehouse and factory units.

Historically, the site has been subject to various industrial land uses, including a saw mill with a large mill pond later infilled, a brickfield, engineering works, electricity substations and recently boat works and a food factory (chicken processing works).

The site is currently derelict with all former buildings decommissioned and in various states of repair.

The proposed development is to comprise a mixed use development comprising: 205 private dwellings, 93 affordable dwellings, 10 live/work units, residential care home, restaurant, office accommodation, 1 retail unit, pedestrian bridge over railway, riverside walkway, car parking and associated site infrastructure.

A site location plan (Drawing 07418/D003) is presented in Appendix A. A current site layout plan (Drawing 07418/D004) is presented in Appendix B

1.2 Objectives

The objectives of this report are to provide interpretation of collated geotechnical data from all phases of investigation together with recommendations for the proposed development.

1.3 Scope

The scope of work for this report comprises:

• review and summary of the desk study data presented in Hydrock Report R/07418/002;

• provision of all factual geotechnical site investigation data available for the site; and

• provision of a report detailing findings of the investigation and recommendations for development.


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No detailed desk study review of the site is presented in this report. Whilst a summary of the relevant desk study data is presented, the full desk study is presented as a separate report (Hydrock Report R/07418/002).

This report details the findings of work carried out in December 2007 and January 2008. The report has been prepared by Hydrock Consultants Limited on the basis of available information received during the study period. Although every reasonable effort has been made to obtain all relevant information, all potential environmental constraints or liabilities associated with the site may not have been revealed.

The report has been prepared for the exclusive benefit of Redrow Homes (Southern) Limited and those parties designated by them for the purpose of providing geotechnical recommendations for the site. The report contents should only be used in that context. Furthermore, new information, changed practices or new legislation may necessitate revised interpretation of the report after the date of its submission.

Hydrock Consultants Limited has used reasonable skill, care and diligence in the design of the investigation of the site.

The work has been carried out in general accordance with recognised best practice as detailed in guidance documents such as BS5930:1999 and BS10175:2001. Important aspects of the risk assessment process are transparency and justification.


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2.0 DESK STUDY REVIEW

A review of the desk study in relation to geoenvironmental aspects of the site are discussed below. Chemical aspects of the desk study are not included here; however are provided in Hydrock Report R/07418/002.

2.1 Site Referencing

The site is referenced in Table 2.1.

Table 2.1: Site Referencing Information

Item Brief Description

Site name and address Bridge Road, Lymington.

Site location and Grid reference

The site is a semi-circular parcel of land located at NGR 432790N, 095860E and situated on a meander in the Lymington River.

A site location plan is provided in Appendix A (Drawing 07418/D003).

2.2 Site Description and Walkover

The description of the current site conditions is summarised in Table 2.2.

Table 2.2: Site Description

Item Brief Description

Site access Access to the site is provided by a road in the northeast corner of the site off Bridge Road, between the railway crossing and the bridge over the Lymington River.

Land area Approximately 2.8 ha (6.92 acres).

Elevation, topography etc.

The site consists of two levels which are separated by retaining walls and ramps. The entrance to the site is at approximately 2.25m AOD. The upper terrace of the site (from the site entrance to a retaining wall at approximately the ½ way point of the site) is at between 1.70m AOD and 2.60m AOD. The lower terrace is at between 0.80m AOD and 1.60m AOD. Around the perimeter of the site there is an earthen tree lined bund which is between 0.5m and 1.5m higher than the general site level. The majority of the buildings are elevated above the general site level, with the buildings on the upper terrace approximately 0.20mm above ground level and the buildings on the lower terrace between 0.60m and 1.40m above ground level.

Site boundaries

The site is bordered by Bridge Road to the northwest, the Lymington River to the northeast, east and southeast, a railway line to the west and industrial premises to the southwest. Beyond the southwestern boundary is a small marina and beyond the western boundary is Lymington Railway station.

Geomorphic features

Historically there have been a number of drains across the site, which is now covered. However, a current drainage outfall is still present in the location of the historical outfall and it is assumed that the site drainage is still present beneath the site.

Present land use and The site is presently derelict, with substantial graffiti, general vandalism and


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Item Brief Description existing structures, industrial processes etc.

illegal recovery of metal and wiring having occurred. There are a number of buildings present on site in various states of repair, including:

• a former yacht builders workshop;

• a former factory building;

• electricity sub-station and a water pumping station;

• a former waste water treatment plant and fuel compound;

• a main factory building, formerly used for processing chickens; and

• a former boat yard and vehicle garage.

Services

It is known that the pumping station on the western side of the site is serviced by large diameter pipes running down the access road. There is a significant live electricity cables on the western side of the site. In addition to the above major service runs, there are local service runs for gas, water, electricity and BT. All services should be traced and terminated if possible prior to demolition and construction.

Way leaves None known to Hydrock. However it is assumed that way leaves are associated with the pumping station and electrical substation in the west of the site.

Vegetation

There is limited vegetation present on site, with:

• minor grassed areas with trees in the central west of the site between the yacht builders and the main factory building; and

• a raised bund around the perimeter of the site that is planted with trees.

Surrounding land

The northeast, east and southeast of the site is bordered by the Lymington River. On the western side of the site, there are a number of works and the Lymington train station. To the south west are additional works buildings, boat yards and marinas.

2.3 Summary of Proposed Development

The proposed development is to comprise a mixed use development comprising: 205 private dwellings; 93 affordable dwellings; 10 live/work units; residential care home; a restaurant; office accommodation; 1 retail unit; a pedestrian bridge over the railway; a riverside walkway; car parking; and associated site infrastructure. Large basement car parks are to be constructed beneath the site.

2.4 Geology

The general geology of the site area as shown on the 1:50,000 geological map of Lymington (Sheet 330) and confirmed by previous ground investigations at the site is summarised in


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Table 2.3.


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Table 2.3: Stratigraphic Sucession

Age Stratigraphic Name Description

Modern Made Ground (Imported Fill)

Between 0.80m and 6.25m thick, consisting of a surface layer of topsoil, rough stone or concrete hardstanding underlain by heterogeneous mixture of generally very soft and soft organic clay, loose to medium dense clayey silty sand, fine to coarse gravel, ash, brick rubble, metal, glass, peat and concrete. Lesser amounts of man made materials were encountered with depth.

Recent Alluvium

Soft silty clay, with layers of peat, sand and basal gravel. A stronger, desiccated surface zone can be present locally.

The previous ground investigations have proven the Alluvium to consist of:

• soft, organic, sandy, very silty clay with bands of peat to depths of between 5.50m bgl and 6.70m bgl; and

• dense silty coarse sand and gravels in varying proportions to depths of between 6.00m bgl and 10.00m bgl.

Eocene Bracklesham and Bagshot Beds.

Medium dense becoming dense silty fine to medium glauconitic sands with thin bands and pockets of firm clay.

2.5 Hydrogeology

Previous investigations concluded that the shallow groundwater in the Made Ground is in hydraulic connectivity with the Lymington River.

It is considered that the shallow groundwater flow regime will be significantly affected by the existing deep building foundations, heterogeneous nature of the Made Ground, the presence of a retaining wall along the southern boundary and the presence of a railway embankment beyond the southern boundary.

The hydrogeological model for the site consists of moderately permeable Made Ground, with a shallow groundwater regime, overlying a relatively impermeable clay horizon, overlying the permeable basal gravels of the Alluvium and the moderately permeable Bracklesham and Bagshot Beds.

The Environment Agency classification of the site indicates that the Made Ground (Imported Fill), the Alluvium – Clay and Basal Gravels are not classified and the Bracklesham and Bagshot Beds are classed as a Minor Aquifer.

The site is not within a source protection zone. However, there is one licensed groundwater abstraction on site. This is licensed to Webbs Country Foods Limited (Licence Number 11/42/5.10/20 for food and drink process water. Given that the site is no longer operational, it is highly unlikely that this groundwater abstraction is still in use.


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There are 4 licensed groundwater abstractions and 43 discharge consents within 1000m of the site. It is considered that these abstractions and discharge consents are not relevant to the subject site.

There have been 13 recorded pollution incidences to Controlled Waters within 1000m of the site. However, due to the one off nature of the incidents and the length of time since the incidents, these are not considered significant in terms of land quality for the site.

2.6 Hydrology

The site is situated on a meander in the Lymington River, which generally runs from the northwest to the southeast and is before emptying into Horn Reach and The Solent. Due to the proximity of Horn Reach the Lymington River is highly affected by tidal variations along the stretch bordering the site.

In addition to the Lymington River, there is an un-named historical drain with existing modern outfall (assumed to be present beneath site).

The Environment Agency website indicates that site is within an area of flooding from rivers or sea without defences (Zone 3) associated with the Lymington River.

Bridge Road (B3054) (located on the northern boundary of the site) is a causeway across the Lymington River, with a sluice gate located on the western side of the causeway. There are partial flood defences along both banks of the Lymington River down stream of Bridge Road. Remedial works in relation to flood risk are ongoing in December 2007. It should be noted that a flood risk assessment is beyond the scope of this report.

There are no surface water abstraction points within 1000m of the site.

2.7 Site Stability

The Envirocheck report (Appendix D) lists incidences of mining hazards plus natural hazards resulting from cavities, compressible ground, dissolution of soluble strata, superficial structures, landslip and swelling clays. The report indicates the presence of the following stability hazards: compressible ground (moderate – on site); running sand (moderate – on site) and swelling clay moderate – 167m southwest). Supporting documentary evidence is presented in Appendix D.

Hydrock considers the dominant stability hazards associated with the site are: the deep variable Made Ground; peat deposits; and soft Alluvial Clays.


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2.8 Historical Land Use

The site has been utilised for commercial and industrial purposes since at least 1871 and site uses have included: a saw mill; brickfields; engineering works and factories; scrap yard; boat builders; and a garage. In addition to these general uses, the presence of: electrical substations (which have been replaced following fires to the factory); large hydrocarbon storage areas; and the use of the site as an animal processing works present a contaminative risk to the subject site. In addition to the previous site uses, the draining and backfilling of the large mill pond and the backfilling of the brick pit could lead to potentially elevated levels of ground gas, and possible contaminated materials.

Neighbouring site uses that may present a contaminative risk to the site include: works, railway and dockyards.

2.9 BGS Radon Report

Reference to the BRE 211 (Building Research Establishment 2007) indicates that no radon report is required for the site.

2.10 Previous Reports

A number of previous investigation reports are available for the site, these include:

• “Report on a Desk Top Survey, at Bridge Road, Lymington, Hampshire”, (reference 03/8937), undertaken by Site Analytical Services (SAS) and dated March 2003;

• “Report on a Ground Investigation at Bridge Road, Lymington, Hampshire”, (reference 03/8937), undertaken by SAS;

• “Report on a Groundwater and Groundgas Investigation at Bridge Road, Lymington, Hampshire”, (reference 03/9152), undertaken by SAS and dated August 2003;

• “Former Industrial Land at Bridge Road, Lymington, Hampshire – Proposed Remedial Statement”, undertaken in November 2003 by RPS Consultants Limited; and

• “Bridge Road, Lymington, Hampshire – Environmental Statement”, undertaken in November 2004 by RPS Consultants Limited.

Site investigation works have included the following exploratory holes and testing:

• 15 shell and auger boreholes to between 5.00m and 15.00m below ground existing level (bgl);


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• 27 trial pits to between 1.10m and 3.00m bgl;

• 1 trial trench at the outfall of a historical drain;

• geotechnical testing of soils;

• chemical testing of soils;

• chemical testing of waters (groundwater, upstream, downstream and drain) ; and

• gas and groundwater monitoring.

The previous investigations indicated that the strata beneath the site consists of:

• Made Ground, between 0.80m and 6.25m thick, consisting of very soft and soft organic clay, peat, loose to medium dense clayey silty sand, fine to coarse gravel of flint, ash, brick rubble, metal, glass, peat and concrete. The Made Ground is composed of soil material deposited in the old mill pond and brick field areas of the site;

• Alluvium, consisting of:

o soft, organic, very silty, sandy, clay with bands of peat to depths of between 3.00m bgl and 7.80m bgl; and

o dense silty coarse sand and gravels in varying proportions to depths of between 6.00m bgl and greater than 10.00m bgl; and

• Bracklesham and Bagshot Beds, comprising medium dense becoming dense silty fine to medium sands with thin bands and pockets of firm clay.


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3.0 GEOTECHNICAL HAZARD IDENTIFICATION

Potential geotechnical hazards have been assessed during the Phase 1 assessment and are summarised in Table 3.1 on the following pages.

These formed the basis of the ground investigations undertaken by Hydrock.


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Table 3.1: Geotechnical hazard risk assessment

Hazard Description Probability Potential Impact Assessed Risk Actions required

Made Ground (Variable strength and compressibility).

High Bearing capacity failure, excessive total/differential settlement, degradation, chemical attack.

High Investigate fully to assess thickness and distribution. Deepen foundations to below Made Ground, improve ground or remove the Made Ground.

Bearing capacity failure, settlement (total and differential) Floor slab failure, creep.

High

Investigate fully to assess thickness and distribution. Deepen foundations to below soft ground, improve ground or remove the soft ground. “Float” ground slabs on soft material (requires significant geotechnical and structural assessment)

Soft ground (Low strength and high settlement potential).

High

Construction difficulties of working on soft ground.

High Improvement may be required to form a working platform. Use of low bearing pressure plant.

Cavities (Backfilled ground). Moderate Foundation/slab/road failure (now or later) differential settlement.

High

Site is known to be underlain by deep Made Ground of unknown quality (backfilled clay pit and mill pond); however the previous site investigations have identified no significant obstructions apart from construction activities (foundations and retaining walls).

Slope instability (Existing). Low

Potential for future movements/collapse, serviceability issues, retaining walls, reduced bearing capacity/strength parameters.

Moderate No significant existing slopes on site and current retaining walls appear to be in good condition.

Slope instability (Potential due to development). Low Potential for future movements/collapse, serviceability issues.

Low No significant slopes planned for the development. Ramps into basement car parks will be concrete.

Insufficient information on shallow ground conditions to provide adequate design information for shallow foundations.

High Foundation failure/excessive settlement.

High

Insufficient information of deep ground conditions to provide adequate design information for deep foundations/excavations.

High Foundation failure/excessive settlement.

High

Investigate fully and place foundations in competent soils, having undertake appropriate foundation settlement calculations.


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Hazard Description Probability Potential Impact Assessed Risk Actions required

Potential for shallow groundwater/dewatering issues.

High Flooding of excavations/foundation failure, groundwater ingress into substructures.

High

Shallow Made Ground contains an elevated groundwater table (within 1.0m of the ground level). Exclusion of the groundwater (caisson) and pumping required reducing groundwater sufficiently to allow construction. Significant tanking and back up emergency pumping facilities will be required for the development.

Potential for shrinkage swelling of clays.

Moderate Excessive settlement or building distress.

High

Undertake Atterberg Limit test son clay soils. Deepen foundations below the influence of the shrink swell of clays. Allow for any heave potential in design of piles.

Potential for impact on existing and adjacent structures/land.

High Building damage, foundation failure.

High

On site along the western boundary is a water pumping station and an electricity substation. Adjacent to the western boundary of the site is a railway line and Lymington Station. Prior to any demolition and construction activities adequate support will need to be provided. This may include temporary works prior to final construction.

Underground services. High Death of workers, loss of supplies to surrounding areas.

High

There are a number of local services that will require disconnection prior to demolition and construction. On site along the western boundary is a large diameter water main, water pumping station and an electricity substation. Prior to any demolition and construction activities adequate support will need to be provided. This may include temporary works prior to final construction.


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4.0 GROUND INVESTIGATION

4.1 Investigation Rationale

The Hydrock investigation has been undertaken to provide geotechnical and geoenvironmental data in relation to the issues given below:

The Hydrock ground investigation comprised the following:

• 10 shell and auger boreholes to a depth of up to 22.20 metres below ground level (m bgl) to confirm the deeper geology, to identify competent bearing strata and to allow ongoing groundwater and gas monitoring;

• 29 machine excavated trial pits to a depth of up to 4.00m bgl excavated to enable collection of samples for environmental risk assessment and where appropriate, to enable collection of samples for geotechnical analysis;

• 12 dynamic sample boreholes to a depth of up to 5.00m bgl to confirm the shallow geology, to allow samples to be taken for geo-environmental assessment purposes and to allow ongoing groundwater and gas monitoring;

• 25 gas and groundwater monitoring installations in shell and auger boreholes and dynamic sample boreholes to provide additional monitoring locations;

• monitoring of ground gas concentrations and groundwater levels; and

• chemical testing of soil and waters.

At the time of investigation the area in the north of the site was inaccessible due to the area being used as a compound by Dean and Dyball who were working on the railway.

It should be noted that for exploratory location plans, the SAS boreholes and trial pits are denoted using an “S” prefix and the Hydrock boreholes are denoted using an “H” prefix.

4.2 Shell and Auger Boreholes

Ten cable percussive boreholes (numbered HBH1 to HBH10) were undertaken between 7th January and 24th January 2008 to a maximum depth of 22.20m bgl.

SPT tests were carried out at 1.00m intervals in all cable percussion boreholes. Disturbed samples were obtained at 1.00m intervals.

Boreholes HBH1 to HBH5 and HBH7 to HBH9 were completed with dual (40mm slotted HDPE) gas and water monitoring installations. Boreholes HBH6 and HBH10 were completed with standard single (40 mm slotted HDPE) gas and water monitoring installations.


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The approximate borehole locations are shown on the Ground Investigation Plan in Appendix C and the borehole logs are presented in Appendix C.

4.3 Dynamic Sample Boreholes

Twelve dynamic sample boreholes (numbered HWS1 to HWS12) were undertaken between 9th January and 24th January 2008 to a maximum depth of 5.00m bgl.

Boreholes HWS5 to HWS7 and HWS9 to HWS12 were completed with standard (40mm slotted HDPE) gas and water monitoring installations.

The approximate borehole locations are shown on the Ground Investigation Plan in Appendix C and the borehole logs are presented in Appendix C.

4.4 Trial Pits

Twenty nine trial pits, numbered HTP1 to HTP29 were excavated in December 2007 using a JCB 3CX machine.

The pits were backfilled with the excavated material upon completion. The approximate trial pit locations are shown on the Ground Investigation Plan in Appendix C and the trial pit logs are presented in Appendix C.

4.5 Laboratory Analyses

A series of geotechnical testing was scheduled on samples of soil retrieved from the excavations. The testing was undertaken to enable the general geotechnical characteristics of the ground at the site to be determined.

The geotechnical testing was undertaken by a UKAS accredited laboratory and comprised the following:

• 14 natural moisture contents;

• 14 Atterberg limits;

• 4 BRE SD1 (Building Research Establishment 2001) suite analyses for sulphate classification for buried concrete (total: - SO4, S, pH; water extract: - SO4 and the dependent options of ammoniacal N as NH4, Cl, NO3 & Mg); and

• 8 particle size distribution analyses.

The geotechnical test results are provided in Appendix D.


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5.0 CONCEPTUAL GROUND MODEL

The findings of the ground investigation are presented in the following sections.

5.1 Physical Ground Conditions

The ground conditions over the entire site as proven during the current works were in general accordance with the published geological literature and expectations from the desk study and previous investigation works on the site.

The general geological sequence is listed in Table 5.1 and are discussed under the relevant stratum below.

Table 5.1: Strata Encountered

Stratum Description Depth to Top (m bgl)

Average Thickness (m)

Thickness Range (m)

Made Ground 0 2.40 0.80 – 6.25

Alluvium - Clay 0.80 – 7.00 2.10 0..00 – 5.10 Alluvium – Peat: sporadic pockets in the central west of the site (STP17, STP14, and STP15)

1.9 - 2.4 0.30 0.10 - >0.80

Alluvium – Basal Gravels 2.75 – 7.80 2.90 0.20 – 6.30 Bracklesham and Bagshot Beds 6.30 – >10.00 Not Proven Not Proven

5.1.1 Made Ground

Made Ground was encountered in all trial pits and was between 0.80m and 6.25m thick, with an average thickness of 2.40m. Excluding tarmac, concrete and imported clean gravels used in road construction and in areas of hardstanding, there are 2 general types of Made Ground:

• brown or black sand and gravel; and

• soft orange brown and grey green slightly gravelly clay with organic odour and occasional plant debris.

The gravel constituents vary considerably across the site and comprises subangular to subrounded, fine to coarse flint, concrete fragments, brick fragments, metal, timber, pottery, glass, ash, plastic, clinker, coal, slate and occasional rope;

Occasional possible cement bound asbestos sheeting has been noted within Made Ground in HTP5.

Frequent glass fragments and glass bottles were noted within Made Ground in HTP5, HTP6, HTP7, STP1, STP3, STP4, STP5, STP10, STP22 and STP23.

Significant metal shavings were noted within Made Ground in HTP8 and HTP16.


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Hydrocarbon odour was noted within Made Ground in: HTP1, HTP2, HTP4, HTP5, HTP8, HTP9, HTP10, HTP11, HTP14, HTP15, HTP16, HTP17, HTP20, HTP21, HTP22, HTP23, HTP24, HTP25, HTP26, HTP27, HTP28, STP4, STP5, STP9, STP10, STP12 and STP16.

Within the shell and auger boreholes, SPT N values of between 1 and 25 were recorded within the Made Ground, representing very loose to medium dense gravels and very soft to firm clays. During the trial pitting, the Made Ground was logged as very soft to soft clays and loose gravel (inferred).

5.1.2 Alluvium (Clay)

The Alluvial Clay was encountered in all exploratory hole locations that were excavated through the base of the Made Ground. The exception to this was SBH6 and SBH1 where the Alluvial Gravel was encountered at a depth of 2.5m bgl and 2.75m bgl respectively, directly below the Made Ground. The Alluvial Clay is between 0.20m and 5.10m thick, with an average thickness of 2.10m.

Sporadic pockets of peat were encountered in the central west of the site (HTP17, STP14, and STP15). The peat consists of soft brown clayey peat with a sulphurous odour.

The Alluvial Clay generally consists of very soft to soft dark grey to black organic slightly sandy, slightly gravelly clay with occasional plant debris and occasional shell fragments. The gravel consists of subangular to angular fine to coarse flint.

There is no visual or olfactory evidence of contamination within the Alluvial Clay or the peat.

Strength Data

Within the shell and auger boreholes, SPT N values of between 1 and 6 were recorded within the Alluvial Clay, representing very soft to soft materials. During the trial pitting, the Alluvial Clay were logged as soft.

Plasticity and Moisture Content

Atterberg limit tests and moisture content tests were undertaken on a total of 3 samples of Alluvial Clay. The results are tabulated in Table 5.2.

Table 5.2: Plasticity and Moisture Content Results – Alluvial Clay

Borehole Depth (m bgl) Natural Moisture Content (%) Fraction > 0.425mm Plasticity Index (%)

SBH 2.50 62 99 48 SBH9 3.50 52 99 52 SBH10 5.00 81 99 58


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Plasticity and moisture content results from natural samples indicate the Alluvial Clay can be classified as high plasticity soil in terms of the NHBC Standards (Chapter 4.2) with respect to building near trees.

Sulphates

Sulphate analyses were carried out on two samples of the Alluvial Clay. Reference to BRE SD 1 indicates a Design Sulphate classification of DS-1.

5.1.3 Alluvium (Basal Gravels)

Alluvial Gravels were encountered below the Alluvial Clay at depths of between 5.50m bgl and 7.00m bgl. The Alluvial Gravels are between 0.20m and 6.30m thick, with an average thickness of 2.20m.

The Alluvial Gravels generally consist of medium dense, orange brown and brown sand and gravel in varying proportions. The sand is fine to coarse and the gravel is subangular to subrounded, fine to coarse of flint.

There was no visual or olfactory evidence of contamination within the Alluvial Gravels.

Strength Data

Within the shell and auger boreholes, SPT N values of the Alluvial Gravels are recorded between 11 and >50 and average 28, representing medium dense to dense material.

5.1.4 Bracklesham and Bagshot Beds

Sands of the Bracklesham Beds were encountered below the Alluvial Gravel at depths of between 6.30m bgl and 8.60m bgl and consists of medium dense becoming dense with depth, grey and grey green, silty fine to medium sand with occasional thin pockets of firm sandy clay.

There is no visual or olfactory evidence of contamination within the Bracklesham Beds.

Strength Data

Within the shell and auger boreholes, SPT N values of the Alluvial Gravels are recorded between 18 and >50 and generally increase with depth. The SPT N Values average 41, and are indicative of medium dense to dense material.


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Sulphates

Sulphate analyses were carried out on seven samples of the Alluvial Clay. Reference to BRE SD 1 indicates a Design Sulphate classification of DS-1.

5.2 Groundwater and Hydrogeology

Groundwater was encountered in all exploratory hole locations during excavation. Groundwater records from piezometers or wells obtained during subsequent monitoring visits are summarised in Table 5.3 and detailed in Appendix F.

The monitoring installations within the Hydrock boreholes were installed using clean drilling techniques, with the response zone of each monitoring well installed within distinct geological units (Made Ground, Alluvial Clay, Alluvial Gravel and Bracklesham and Bagshot Beds). The response zones in previous boreholes crossed geological units and previous monitoring data, while reported in Appendix F have not been used for assessment.

Table 5.3: Groundwater Monitoring Elevations (Hydrock Data)

Borehole Date Depth to

Groundwater (m bgl)

Ground Level (mOD) Groundwater

Elevation (mOD)

Made Ground BH4 22nd January 2008 0.9 1.38 0.48 BH6 24th January 2008 0.96 2.03 1.07 BH7 22nd January 2008 0.69 1.65 0.96 BH8 23rd January 2008 0.96 2.02 1.06 BH10 1.52 2.10 0.58 WS5 1.2 1.56 0.36 WS6 1.15 1.60 0.45 WS7 0.81 1.26 0.45 WS9 1.13 1.79 0.66 WS10 1.23 1.84 0.61 WS12

24th January 2008

1.42 2.30 0.88 BH4 0.940 1.38 0.44 BH8 1.060 2.02 0.96 WS5 1.200 1.56 0.36 WS6 1.120 1.60 0.48 WS7 0.810 1.26 0.45 WS9 1.200 1.79 0.59 WS10 1.300 1.84 0.54 WS11

04/02/2008

1.300 1.88 0.58


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Alluvial Clay and Peat

BH1 15th January 2008 Flooded to GL 1 1.00 BH1 Flooded to GL 1 1.00 BH3 1.36 1.34 -0.02 BH4 0.95 1.38 0.43 BH7

22nd January 2008

0.58 1.65 1.07 BH8 23rd January 2008 0.94 2.02 1.08 BH1 0.050 1 0.95 BH3 0.880 1.34 0.46 BH4 0.760 1.38 0.62 BH8

04/02/2008

1.000 2.02 1.02

Alluvial Gravel BH1 15th January 2008 Flooded to GL 1.00 1.00 BH2 15th January 2008 0.37 1.06 0.69 BH9 15th January 2008 1.19 2.00 0.81 BH1 22nd January 2008 Flooded to GL 1.00 1.00 BH2 22nd January 2008 1.00 1.06 0.06 BH3 22nd January 2008 1.65 1.34 -0.31 BH5 23rd January 2008 0.20 1.06 0.86 BH9 22nd January 2008 1.27 2.00 0.73 BH1 0.05 1 0.95 BH3 0.98 1.34 0.36 BH9

04/02/2008 1.38 2 0.62

Bracklesham and Bagshot Beds

BH2 15th January 2008 1.30 1.06 -0.24 BH9 15th January 2008 0.30 2.00 1.70 BH2 22nd January 2008 0.93 1.06 0.13 BH5 23rd January 2008 0.20 1.06 0.86 BH9 22nd January 2008 1.20 2.00 0.80 BH2 0.420 1.06 0.64 BH9

04/02/2008 1.270 2 0.73

No free phase hydrocarbons were present during the groundwater monitoring.

From examination of the groundwater data, it can be concluded that the hydrogeological model for the site consists of 2 distinctly separate groundwater units:

• highly permeable Made Ground, with a shallow perched groundwater regime lying above the alluvial clay trending towards the southeast, with a hydraulic gradient of 0.00198; and



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5.3 Ground Gases

A number of boreholes have been completed with standard (63mm slotted HDPE) gas and water monitoring installations. Records from the gas monitoring boreholes are summarised in Table 5.4 and includes all ground gas monitoring undertaken at the site.

Table 5.4: Gas Monitoring Results

Borehole Date Atmospheric Pressure (mb)

CH4

(%v/v) CO2

(%v/v) O2

(%v/v)

Gas Flow (l/hr)

Gas Screening

Value (CH4) (l/hr)

Gas Screening

Value (CO2) (l/hr)

SAS Monitoring Data BH1 2nd April 2003 1009 0.00 1.40 19.60 - - -

BH3 2nd April 2003 1009 1.30 0.60 15.80 - - -

BH7 2nd April 2003 1009 0.00 0.10 19.70 - - -

BH9 2nd April 2003 1009 2.53 0.00 18.90 - - -

BH10 2nd April 2003 1009 3.06 5.20 10.60 - - -

BH1 14th April 2003 1005 0.00 0.60 19.80 - - -

BH3 14th April 2003 1004 0.07 0.80 13.80 - - -

BH7 14th April 2003 1004 0.00 0.10 19.60 - - -

BH9 14th April 2003 1005 3.52 0.00 17.20 - - -

BH10 14th April 2003 1005 0.01 5.70 9.20 - - -

BH1 1st July 2003 993 0.00 0.50 19.50 0.00 0.00 0.00

BH3 1st July 2003 994 0.90 1.70 12.90 0.00 0.00 0.00

BH7 1st July 2003 994 0.00 0.00 19.00 0.00 0.00 0.00

BH9 1st July 2003 994 31.00 0.00 7.40 0.10 0.03 0.00

BH10 1st July 2003 994 0.00 14.00 2.10 0.00 0.00 0.00

BHA 1st July 2003 994 0.00 8.00 4.20 -0.50 0.00 -0.04

BHB 1st July 2003 995 22.00 0.00 12.00 -0.70 -0.15 0.00

BHC 1st July 2003 994 0.50 0.00 19.00 0.00 0.00 0.00

BHD 1st July 2003 994 47.50 5.10 6.70 0.00 0.00 0.00

BHE `1’ 1st July 2003 994 0.00 0.00 19.20 -0.30 0.00 0.00

BHE `2’ 1st July 2003 994 0.00 0.30 16.50 0.00 0.00 0.00

BH1 8th July 2003 1018 0.00 1.00 19.40 0.00 0.00 0.00

BH3 8th July 2003 1019 0.20 3.10 6.70 0.10 0.00 0.00

BH7 8th July 2003 1018 0.00 0.00 19.00 0.00 0.00 0.00

BHD 8th July 2003 1019 2.50 1.30 18.40 0.10 0.00 0.00

BHE 8th July 2003 1019 0.00 0.00 18.80 -0.20 0.00 0.00

BH1 15th July 2003 1005 0.00 1.30 18.80 0.10 0.00 0.00

BH3 15th July 2003 1007 1.10 4.30 1.80 0.30 0.00 0.01

BH7 15th July 2003 1007 0.00 0.00 18.40 0.00 0.00 0.00

BH9 15th July 2003 1007 0.10 0.00 18.70 0.00 0.00 0.00

BHD 15th July 2003 1006 0.00 0.00 18.50 0.00 0.00 0.00

BHE 15th July 2003 1005 0.00 0.00 18.30 0.00 0.00 0.00

BH1 22nd July 2003 1014 0.00 0.60 20.80 0.00 0.00 0.00

BH3 22nd July 2003 1016 0.00 3.40 8.70 0.00 0.00 0.00

BH7 22nd July 2003 1016 0.00 0.00 20.10 0.00 0.00 0.00

BH10 22nd July 2003 1015 0.00 14.00 4.70 0.00 0.00 0.00

BHA 22nd July 2003 1014 0.00 10.00 5.40 -0.20 0.00 -0.02


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Borehole Date Atmospheric Pressure (mb)

CH4

(%v/v) CO2

(%v/v) O2

(%v/v)

Gas Flow (l/hr)

Gas Screening

Value (CH4) (l/hr)

Gas Screening

Value (CO2) (l/hr)

BHB 22nd July 2003 1016 17.50 0.00 14.80 0.00 0.00 0.00

BHC 22nd July 2003 1015 1.90 0.60 18.60 0.00 0.00 0.00

BHD 22nd July 2003 1016 20.50 6.00 10.80 0.00 0.00 0.00

BHE 22nd July 2003 1015 0.00 0.00 20.20 0.00 0.00 0.00

Hydrock Data

Made Ground BH4 29/01/2008 1023 0.10 0.20 20.70 1.60 0.00 0.00

BH6 29/01/2008 1028 0.00 0.00 18.20 1.10 0.00 0.00

BH7 29/01/2008 1028 0.00 0.00 20.50 0.00 0.00 0.00

BH8 29/01/2008 1028 0.10 0.00 20.60 0.00 0.00 0.00

BH10 29/01/2008 1028 0.00 0.06 20.00 2.10 0.00 0.00

WS5 29/01/2008 1028 6.70 1.10 14.40 3.10 0.21 0.03

WS6 29/01/2008 1028 0.10 0.10 20.60 1.10 0.00 0.00

WS7 29/01/2008 1029 0.00 0.50 18.40 1.60 0.00 0.01

WS9 29/01/2008 1029 0.00 0.40 14.00 0.20 0.00 0.00

WS10 29/01/2008 1028 0.10 0.10 17.30 0.10 0.00 0.00

WS12 29/01/2008 1029 0.00 0.10 12.40 1.00 0.00 0.00

BH4 04/02/07 999 0.10 0.00 21.10 -0.20 0.00 0.00

BH8 04/02/07 999 0.10 0.00 20.90 -0.10 0.00 0.00

WS9 04/02/07 999 0.00 0.10 20.80 -0.10 0.00 0.00

WS10 04/02/07 999 0.00 1.00 20.10 -0.10 0.00 0.00

WS11 04/02/07 999 4.10 0.60 20.00 -0.10 0.00 0.00

Alluvial Clay

BH1 29/01/2008 Borehole covered by with rubble associated with demolition works BH3 29/01/2008 1028 0.00 0.10 18.70 0.10 0.00 0.00

BH4 29/01/2008 1023 0.10 0.10 18.00 1.60 0.00 0.00

BH7 29/01/2008 1028 0.00 0.00 20.70 -0.10 0.00 0.00

BH8 29/01/2008 1028 0.00 0.30 16.00 0.00 0.00 0.00

BH4 04/02/07 999 0.10 0.00 20.90 -0.20 0.00 0.00

BH8 04/02/07 999 0.10 0.00 20.90 0.00 0.00 0.00

Alluvial Gravel BH3 29/01/2008 1028 0.00 0.20 20.00 0.00 0.00 0.00

BH2 04/02/07 999 0.90 0.20 12.60 -0.20 0.00 0.00

BH9 04/02/07 999 0.00 0.40 19.30 0.00 0.00 0.00

Bracklesham Beds

BH2 04/02/07 999 0.00 0.00 21.10 -0.20 0.00 0.00

BH9 04/02/07 999 0.00 0.10 20.60 0.00 0.00 0.00

The full ground gas risk assessment is presented in Hydrock Report R/07418/004. In summary, the methane and carbon dioxide results indicate the Bridge Road site to be Gas Regime B / Characteristic Situation 2.


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5.4 Hydrocarbon Vapours

There remains a risk that some residual hydrocarbon vapours may remain post remediation and gas protection measures should be allowed for to mitigate against this risk. Such measures should include:

• well constructed ground or suspended floor slab;

• hydrocarbon gas resistant membrane; and

• passively vented under-floor sub-space or appropriately vented basement.

5.5 Summary of Ground Model and Hazard Identification

The conceptual site model initially developed from the desk study and walk-over survey (Hydrock Report R/07418/002) has been confirmed using the findings of the ground investigation. This model forms the basis of the generic risk assessment described in the next section.

The site comprises a roughly a semi-circular parcel of land, located at NGR 432790N, 095860E and situated on a meander in the Lymington River and consists of two topographical levels which are separated by retaining walls and ramps and is currently derelict with all former buildings decommissioned and in various states of repair. The majority of the site has a surface covering of concrete, asphalt or gravel hardcore, with an earthen, tree lined bund and a small grassed area in the central north part of the site.

The geology beneath the site, as proven by the current investigation works, consists of:

• Made Ground, between 0.80m and 6.25m thick, consisting of very soft and soft organic clay, peat, loose to medium dense clayey silty sand, fine to coarse gravel of flint, ash, brick rubble, metal, glass, peat and concrete;

• Alluvium, consisting of:

o soft, organic, sandy, very silty clay with bands of peat to depths of between 3.00m bgl and 6.70m bgl; and

o dense silty coarse sand and gravels in varying proportions to depths of between 6.00m bgl and >10.00m bgl; and

• Bracklesham and Bagshot Beds, comprising medium dense becoming dense silty fine to medium sands with thin bands and pockets of firm clay.

The site is situated on a meander in the Lymington River, which borders the site to the northeast, east and southeast. The Lymington River generally flows from the northwest to the southeast and is before emptying into Horn Reach and The Solent. Due to the proximity of Horn Reach the Lymington River is highly affected by tidal variations along the stretch


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bordering the site. In addition to the Lymington River, there is an un-named historical drain with existing modern outfall (assumed to be present beneath site); and

The hydrogeological model for the site, which has been updated, based on additional site investigation data and groundwater monitoring consists of 2 distinct and separate hydrogeological units:

• highly permeable Made Ground, with a shallow perched groundwater regime lying above the alluvial clay trending towards the southeast, with a hydraulic gradient of 0.00198; and


It is concluded that the shallow groundwater in the Made Ground is in hydraulic connectivity with the Lymington River.

It is considered that the shallow groundwater flow regime will be significantly affected by the existing deep building foundations, heterogeneous nature of the Made Ground, the presence of a retaining wall along the southern boundary and the presence of a railway embankment beyond the southern boundary.

The Bracklesham and Bagshot Beds are a minor aquifer and are not considered to be in hydraulic connectivity with the shallow Made Ground.

The site has been utilised for commercial and industrial purposes since at least 1871 and site uses have included: a saw mill; brickfields; engineering works and factories; scrap yard; boat builders; and a garage. In addition to these general uses the presence of: electrical substations (which have been replaced following fires to the factory); large hydrocarbon storage areas; and the use of the site as an animal processing works will present a contaminative risk to the subject site. In addition to the previous site uses, the draining and backfilling of the large mill pond and the backfilling of the brick pit could lead to an area likely to have elevated levels of ground gas and possible contaminated materials. Neighbouring site uses that may present a contaminative risk to the site include: works, railway and dockyards.

Previous site investigations undertaken on the site have indicated elevated concentrations of heavy metals and TPH in soil, elevated concentrations of phenol and TPH in water and pockets of elevated ground gas. This has been confirmed by recent investigations

5.6 Limitations of the Conceptual Model

The inherent variation of ground conditions allows only definition of the actual conditions at the locations and depths of trial pits and boreholes. At intermediate locations, conditions can only be inferred.


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6.0 GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS

Geotechnical aspects of the site are discussed in the following sections.

6.1 Proposed Development

The proposed development is to comprise a mixed use development comprising: 205 private dwellings, 93 affordable dwellings, 10 live/work units, residential care home, restaurant, office accommodation, 1 retail unit, pedestrian bridge over the railway, riverside walkway, car parking and associated site infrastructure.

6.2 Flooding

The site is situated on a meander in the Lymington River, which borders the site to the northeast, east and southeast and is classed as River Quality A. The Lymington River generally runs from the northwest to the southeast and is before emptying into Horn Reach and The Solent. Due to the proximity of Horn Reach the Lymington River is highly affected by tidal variations along the stretch bordering the site.

The site is within an area of flooding from rivers or sea without defences (Zone 3) associated with the Lymington River.

Bridge Road (B3054) (located on the northern boundary of the site) is a causeway across the Lymington River, with a sluice gate located on the western side of the causeway. There are flood defences along both banks of the Lymington River down stream of Bridge Road. Remedial works in relation to flood risk are ongoing in December 2007.

It should be noted that a flood risk assessment is beyond the scope of this report.

6.3 Site Preparation, Earthworks and Landscaping

Excavation of the shallow soils should not present any difficulty for conventional plant and equipment. Excavations undertaken during site works were unstable in the Made Ground and given the soft and loose nature of the shallow Made Ground and the high water table, all excavations should be supported and will require significant groundwater control. It is recommended that no site personnel enter any trenches unless there is adequate support and this has been assessed by a competent person.

Significant groundwater was encountered during the site works and pumping tests undertaken on the site were unable to pump the trial excavation dry (20,000 litres of water removed from the excavation). Where there is planned excavation below the groundwater table, allowance should be for made for support and catering for groundwater inflows and surface water run-off.


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A mains sewer traverses the site from north to south along the western access road and a live electricity sub-station is also present in the west of the site. Additionally, there are a number of services crossing the site. All services must located by careful hand digging and clearly marked or confirmed ‘dead’ prior to works commencing on site. Any excavation in close proximity to mains services (it is assumed these are to be kept live for the majority of the works) will need to ensure that the excavation walls are stable or appropriately battered to a safe angle, temporary slope stability works may be required in any deep excavations.

It is envisaged that there will be a number of obstructions present on site. This will include piles for existing buildings, bases of retaining walls and historical buildings (known to be present beneath the former chicken factory). Allowance should be made for the removal of these structures.

If underground obstructions can not be removed e.g. historical piles these will need to be surveyed in 3 dimensions and the new foundations will need to compensate for the historical obstructions.

6.4 Foundations

The ground conditions consist of loose and soft Made Ground, overlying soft clays, medium dense becoming dense gravels (Alluvial Gravels) and the dense sands (Bracklesham and Bagshot Beds). Therefore, piled foundations are recommended for the proposed development.

The piles would need to extend through the Made Ground, soft clays and embed in the medium dense becoming dense gravels (Alluvial Gravels) and the dense sands (Bracklesham and Bagshot Beds).

Based on the proven ground conditions, a number of piled solutions could be given consideration e.g., driven concrete piles, Continuous Flight Auger (CFA) piles or Continuous Helical Displacement (CHD) piles.

Driven Piles

There is a railway line along the western boundary of the site and there are some existing buildings in the general site area and hence the use of driven piles may have restrictions due to noise and vibration constraints.

However, the surrounding areas could not be considered as densely populated and it is considered that the use of driven piles is worth exploring. The Local Authority and Network Rail would need to be contacted with the noise and vibration output to be expected from the works, such that they could determine if the method is suitable. In addition, it is noted that ‘quiet’ driven piling techniques are now available from some contractors. These have made driven piling allowable in cases where it would have been previously refused.


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Continuous Flight Auger Piles (CFA)

CFA piling would provide a ‘quiet’ piling technique that is often used in residential areas.

CFA piles are formed by drilling to the required depth using a hollow stem continuous flight auger. After reaching the designed depth, a high slump concrete is then pumped through the hollow stem. While the concrete is being pumped, the auger is withdrawn at a controlled rate, removing the soil and forming a shaft of fluid concrete extending to ground level. A reinforcing cage is then inserted into the fluid concrete. The CFA process is virtually vibration free and one of the quietest forms of piling.

CFA piling will be the preferred option of the Environment Agency with regards to risks to controlled waters.

Continuous Helical Displacement Piles (CHD)

Continuous Helical Displacement (CHD) would provide another ‘quiet’ piling technique for the site. The technique comprises a steel, hollow stem boring head with helical flights that are screwed into the ground whilst displacing the soil laterally. When the founding depth is reached, the direction of rotation is reversed and the auger withdrawn. During withdrawal, concrete is pumped at high pressure through the hollow stem and tip, forming a pile with flanges that follow the path created by the helical flight. Where appropriate, such piling can often achieve increased safe working loads when compared to CFA piling.

It is recommended that liaisons with a specialist piling contractor take place at an early stage to ensure the most appropriate and cost effective solution is undertaken.

Piling will need to be undertaken in accordance with the Environment Agency recommendations as stared in Piling and Penetrative Ground Improvement Methods on Land Affected by Contamination: Guidance on Pollution Prevention, 2001 and as such a Piling Risk Assessment will be required.

6.5 Floor Slabs

Owing to the presence of soft Made Ground and soft alluvial clays, suspended floor slabs are advised for all units.

6.6 Roads

As all road construction will be undertaken off a Made Ground horizon a CBR value of <2% should be allowed for design purposes subject to confirmatory CBR testing and proof rolling.


27

6.7 Soakaways and Drainage

Soakaways will not be possible at this site due to the presence of Made Ground, the shallow groundwater level and contamination.

6.8 Buried Concrete

Buried concrete classification for the Made Ground is based on guidelines provided in BRE Special Digest 1, the Design Sulphate Class for the site is DS-5 and the Aggressive Chemical Environment for Concrete is AC-5.

6.9 Working Platforms for Tracked Vehicles

A granular working platform designed in accordance with BRE Report 470, Working Platforms for Tracked Plant, will be required prior to works commencing on the site.

It should be noted that the soils present at shallow depth are soft clays and loose gravels with a high water table.

6.10 Party Wall Issues

There is a railway and a number of existing services present on the western side of the site. Appropriate stand off distances will be required to ensure there is no damage to these structures. If excavation is to be undertaken in close proximity to the above structures, it may be necessary to sheet pile and areas which are not possible to be battered back to a safe angle.

6.11 Recommendations for further work

A piling risk assessment with regards to the potential contamination issues associated with piling at the site will be required by the Environment Agency

Design of a granular working platform in accordance with BRE Report 470, Working Platforms for Tracked Plant.


28

7.0 REFERENCES

BRITISH STANDARDS INSTITUTION. 1999. Code of practice for Site Investigations. BS 5930. BSI, London.

BRITISH STANDARDS INSTITUTION. 2001. Code of Practice for Investigation of Potentially Contaminated sites. BS 10175. BSI, London.

BRITISH STANDARDS INSTITUTION. 2004. Soil quality. Characterization of soil related to groundwater protection. ISO 15175. BSI, London.

BUILDING RESEARCH ESTABLISHMENT. 1999. Radon: Guidance on protective measures for new dwellings 1999 edition. Building Research Establishment Report BR211. BRE, Garston.

BUILDING RESEARCH ESTABLISHMENT. 2001. Concrete in aggressive ground. BRE Special Digest 1, Parts 1 to 4. BRE, Garston.

BUILDING RESEARCH ESTABLISHMENT. 2004. Working Platforms for Tracked Plant. BRE Report 470. BRE, Garston.

ENVIRONMENT AGENCY (F J WESTCOTT, C M B LEAN & M L CUNNINGHAM), May 2001. National Groundwater & Contaminated Land Centre report, NC/99/73. Piling and Penetrative Ground Improvement Methods on Land Affected by Contamination: Guidance on Pollution Prevention.

NATIONAL HOUSE-BUILDING COUNCIL. April 2003. Ground Conditions. NHBC Standards, Chapter 4. NHBC, Amersham.

NATIONAL HOUSE-BUILDING COUNCIL. April 2003. Building near trees. NHBC Standards, Chapter 4.2. NHBC, Amersham.

WILSON, S.A. and CARD, G.B. 1999. Reliability and risk in gas protection design. Ground Engineering, February 1999, 33-36, plus letters in March 1999.

WILSON, S. and HAINES, S. 2005. Site investigation and monitoring for ground gas assessment – back to basics. Land Contamination and Reclamation 13(3), 211-222.

WILSON, S., OLIVER, S., MALLETT, H., HUTCHINGS, H. and CARD, G. 2006. Assessing risks posed by hazardous ground gases to buildings. CIRIA Report C659. CIRIA, London. 202pp.

Hydrock Consultants Limited .


Appendix A - 0

Appendix A

SITE LOCATION PLAN & PROPOSED DEVELOPMENT PLANS


Appendix B - 0

Appendix B

CURRENT SITE SURVEY


Appendix C - 0

Appendix C

GROUND INVESTIGATION PLANS & EXPLORATORY HOLE LOGS

Samples & In Situ TestingDepth (m)

Depth LevelLegend (m) (m AOD)Stratum Description

Project Name

Location:

Client:

Dimensions:

Level:Coords:Project No.

Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:

Hydrock Consultants Ltd (Northampton)

Tel: +44 (0)1604 842 888, Fax: +44 (0) 1604 842 6663 Hawthorn Park, Holdenby Road, Spratton, Northampton.

Trial Pit Stability : Plant Used:

Email: [email protected]

Checked By :

D = Disturbed SampleB = Bulk Sample

HSV = Hand Shear Vane reading (KPa)

LB = Large Bulk SampleAJ = Amber JarPT = Plastic TubV = Vial

Bridge Road, Lymington

Lymington

Redrow Homes (Southern) Limited

Groundwater encountered at 1.85m

C07418

Stable

2.50

m

0.60m

AC/DM

TP1

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.10

0.70

1.40

2.10

3.70

AJ/D

AJ/D

AJ/D

AJ/D

AJ/D

1.30

2.00

2.40

3.80

Brown SAND and GRAVEL. Gravel is subangular fine to coarse flint, concrete andbrick. Some wood.(MADE GROUND)

..black from 0.40m

..strong hydrocarbon odour from 0.70m

..predominantly concrete boulders,small brick structures and wood from1.00m

Soft green / grey slightly gravelly CLAY with organic odour and occasionalplant debris. Gravel is subangular fine to coarse flint.(ALLUVIUM)

Grey silty slightly gravelly SAND. Gravel is subangular fine to coarse flint.(ALLUVIUM)

Soft green / grey slightly gravelly CLAY with organic odour and occasionalplant debris. Gravel is subangular fine to coarse flint.(ALLUVIUM)

Trial pit complete at 3.80 m

1:25

Sheet 1 of 1

mailto:[email protected]



Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP2

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.25

0.90

1.60

2.90

4.00

AJ/D

AJ/D

AJ/D

AJ/D

AJ/D

0.20

2.80

4.00

Brown SAND and GRAVEL. Gravel is subangular fine to coarse flint, concrete andbrick. Some wood.(MADE GROUND)

Dark grey very clayey SAND and GRAVEL. Gravel is subangular fine to coarseflint, brick and concrete.(MADE GROUND)

..Hydrocarbon odour and common metaland timber below 0.90m

..common clinker and ash from 1.60mwith hydrocarbon odour becomingstronger.

Soft grey slightly gravelly CLAY with occasional plant debris. Gravel issubangular fine to coarse flint.(ALLUVIUM)


1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington


Collapse at 1.00m


C07418

Stable

2.50

m

0.60m

AC/DM

TP3

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.20

0.70

1.20

2.50

4.00

AJ/D

AJ/D

B

AJ/D

AJ/D

0.10

0.60

2.30

4.30

Hardcore(MADE GROUND)

Soft very sandy gravelly CLAY, gravel is subangular to subrounded fine tocoarse flint, brick and concrete.(MADE GROUND)

Soft very sandy gravelly CLAY, gravel is subangular to subrounded fine tocoarse flint, brick and concrete.(MADE GROUND)

..clayey gravelly SAND from 1.0m to1.40m

Soft grey CLAY with occasional gravel of subangular fine to coarse flint.(ALLUVIUM)


1:25

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Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP4

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.20

1.40

1.90

2.50

4.00

AJ/D

AJ/D

AJ/D

AJ/D

AJ/D

0.10

1.30

1.90

2.10

4.20


Brown very sandy gravelly CLAY. Gravel is subangular fine to coarse brick,concrete and flint. Common metal reenforcing bars and pottery, organic odour.(MADE GROUND)

Black slightly clayey SAND and GRAVEL. Gravel is subangular fine to coarsebrick, concrete and flint(MADE GROUND)

Soft, black very organic CLAY.(ALLUVIUM)

Soft grey CLAY with occasional gravel of subangular fine to coarse flint.Occasional shell debris.(ALLUVIUM)


1:25

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Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP5

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.20

0.95

1.50

2.10

2.50

AJ/D

AJ/D

B

AJ/D

AJ/D

0.15

0.90

2.00

2.30

4.00


Brown / black gravelly SAND, gravel is brick, clinker and concrete, occasionalconcrete bound asbestos sheeting.(MADE GROUND)

Black slightly clayey SAND and GRAVEL. Gravel is subangular fine to coarsebrick, concrete, tile and flint. Common pottery and glass. Hydrocarbon odour.(MADE GROUND)

Firm dark grey / black gravelly CLAY. Gravel is subangular fine to coarseconcrete, brick and flint.(MADE GROUND)



1:25

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Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP6

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.30

1.20

2.10

3.00

AJ/D

AJ/D

AJ/D

AJ/D

0.100.20

0.70

1.90

3.00


Concrete(MADE GROUND)

Brown sandy GRAVEL. Gravel is subangular to subrounded fine to coarse concrete,brick and flint.(MADE GROUND)

Black / brown SAND and GRAVEL, gravel is clinker, flint, brick and concrete.Common glass bottles.(MADE GROUND)



1:25

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Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP7

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.60

1.20

2.30

AJ/D

AJ/D

AJ/D

1.00

1.60

3.50

Black / brown very clayey SAND and GRAVEL. Gravel is subangular fine to coarse(MADE GROUND)

Brown sandy GRAVEL. Gravel is subangular to subrounded fine to coarse concrete,brick and flint. Very common glass bottles, metal and pottery.(MADE GROUND)

..layer of metal shavings from 1.40m to1.60m



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP8

10/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.20

0.60

1.50

2.30

AJ/D

AJ/D

AJ/D

AJ/D

0.15

0.30

1.10

2.00

2.80


Subbase(MADE GROUND)

Dark brown / black SAND and GRAVEL, gravel is subangular fine to coarseconcrete, brick and flint.(MADE GROUND)

Black clayey GRAVEL. Gravel is concrete and brick. Common glass bottles andwood. Pockets / layers of metal shavings. Strong hydrocarbon odour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP9

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.30

0.60

1.20

1.80

2.20

AJ/D

AJ/D

AJ/D

B

AJ/D

0.10

0.25

0.40

2.00

3.00

Concrete.(MADE GROUND)

Subbase.(MADE GROUND)

Dark brown / black SAND and GRAVEL, gravel is subangular fine to coarseconcrete, brick and flint.(MADE GROUND)

Dark brown / black very clayey SAND and GRAVEL. Gravel is subangular fine tocoarse concrete, brick and pottery. Hydrocarbon odour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington


Groundwater encountered at 0.60m &2.80m

C07418

Stable

2.50

m

0.60m

AC/DM

TP10

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.20

0.70

1.70

3.00

AJ/D

AJ/D

AJ/D

AJ/D

0.10

0.60

1.50

2.80

3.20



Brown / black SAND and GRAVEL. Gravel is subangular fine to coarse concrete,flint and brick occasional plastic and metal. Hydrocarbon odour.(MADE GROUND)

Grey / black very gravelly CLAY. Gravel is subangular to subrounded brick,concrete and flint, common plastic. Hydrocarbon odour.(MADE GROUND)

..layer of straw within clay from 1.70to 1.90m



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP11

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.25

0.70

1.60

2.30

2.60

AJ/D

AJ/D

AJ/D

AJ/D

AJ/D

0.60

2.25

2.40

3.30

Brown SAND and GRAVEL. Gravel is subangular fine to coarse flint, concrete andbrick.(MADE GROUND)

Dark brown / black very sandy gravelly CLAY. Gravel is subangular to subroundedfine to coarse brick, concrete and clinker. Common glass and pottery.Hydrocarbon odour.(MADE GROUND)

Soft grey organic sandy CLAY with common reeds.(ALLUVIUM)

Soft grey CLAY with occasional gravel of subangular fine to coarse flint.Occasional shell debris. Slight sulphurous odour.(ALLUVIUM)


1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington


Pit abandoned at 1.80m due to gas pipe and cables.

No Groundwater Encountered

C07418

Stable

2.50

m

0.60m

AC/DM

TP12

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.401.50

AJ/D

AJ/DAJ/D

0.15

0.40

1.30

1.80



Brown SAND and GRAVEL. Gravel is subangular to subrounded fine to coarse flintand brick.(MADE GROUND)

..gas pipe and 2 electricity cablesnoted in the east of the pit at 0.70m

Soft to firm grey sandy CLAY with gravel of subangular fine to coarse flint andbrick.(MADE GROUND)

..layer of straw and glass within clayfrom 1.50m to 1.60m


1:25

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Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP13

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.90

1.50

2.50

2.90

AJ/D

AJ/D

AJ/D

AJ/D

0.15

0.60

0.80

2.70

3.20



Brown sandy GRAVEL. Gravel is subangular brick. Common whole and half bricks.(MADE GROUND)

Brown / black SAND and GRAVEL. Gravel is brick, concrete, flint and clinker.Common whole and half brick, coal, slate and glass.(MADE GROUND)

..common glass bottles and potterybelow 1.90m

Soft grey CLAY with occasional gravel of subangular fine to coarse flint.Common shell debris.(ALLUVIUM)


1:25

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Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP14

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.90

1.60

2.20

3.10

AJ/D

AJ/D

B

AJ/D

0.15

0.40

1.50

2.80

3.30



Brown SAND and GRAVEL. Gravel is subangular to subrounded flint and occasionalbrick and concrete.(MADE GROUND)

Black Sandy GRAVEL with occasional clay pockets. Occasional Glass bottles andslate. Slight hydrocarbon odour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP15

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

0.70

1.80

2.00

AJ/D

AJ/D

AJ/D

B

0.15

0.60

1.10

2.20

3.00



Grey / brown SAND and GRAVEL. Gravel is subangular to subrounded fine to coarsebrick, concrete and flint.(MADE GROUND)

Black clayey SAND and GRAVEL. Gravel is concrete and brick. Common glassbottles and wood. Occasional pockets of clay. Strong hydrocarbon odour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP16

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.00

2.00

3.20

AJ/D

AJ/D

AJ/D

AJ/D

0.15

0.40

1.20

2.70

3.60



Soft to firm grey / black gravelly CLAY. Gravel is subangular fine to coarsebrick, concrete and flint. Slight hydrocarbon odour(MADE GROUND)

Black clayey GRAVEL. Gravel is subangular fine to coarse flint, concrete andbrick. Common glass bottles and wood. Occasional pockets / layers of metalshavings. Strong hydrocarbon odour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP17

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.70

2.50

3.50

AJ/D

AJ/D

AJ/D

AJ/D

0.15

0.40

1.50

2.40

3.20



Black clayey SAND and GRAVEL. Gravel is concrete and brick. Common glassbottles, metal, rope and wood. Hydrocarbon odour.(MADE GROUND)


Soft brown clayey PEAT. Sulphurous odour.


1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington


Pit abandoned at 1.80m due to service run.

No Groundwater Encountered

C07418

Stable

2.50

m

0.60m

AC/DM

TP18

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.40

1.20

1.80

AJ/D

AJ/D

AJ/D

0.30

1.00

1.701.80

Grass over sandy CLAY topsoil with occasional gravel of subangular tosubrounded fine to coarse flint.(MADE GROUND)

Orange / brown SAND and GRAVEL. Gravel is subangular to rounded fine to coarseflint.(MADE GROUND)

Grey / brown very gravelly sandy CLAY. Gravel is subangular to rounded fine tocoarse flint.(MADE GROUND)

Pea shingle and concrete obstruction (Possible service). Pit abandoned.(MADE GROUND)


1:25

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Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP19

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

1.00

1.60

2.50

3.80

AJ/D

AJ/D

AJ/D

AJ/D

0.30

1.00

1.50

2.00

2.90

4.20


Orange / brown SAND and GRAVEL. Gravel is subangular to rounded fine to coarseflint.(MADE GROUND)

Grey / brown very gravelly sandy CLAY. Gravel is subangular to rounded fine tocoarse flint.(MADE GROUND)

Black clayey SAND and GRAVEL. Gravel is subangular fine to coarse concrete,flint and brick. Common glass bottles, metal and wood.(MADE GROUND)

Soft to firm grey gravelly CLAY, gravel is subangular to subrounded fine tocoarse brick and flint.(MADE GROUND)


..sandy from 3.6m to 3.9m


1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP20

11/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.50

3.00

AJ/D

AJ/D

AJ/D

0.40

1.40

2.80

3.00


Soft to firm brown / grey sandy gravelly CLAY. Gravel is subangular fine tocoarse brick, flint and tarmac.(MADE GROUND)

Black clayey SAND and GRAVEL. Gravel is subangular fine to coarse concrete,flint and brick. Common glass bottles, metal and wood. Hydrocarbon odour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP21

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

1.20

3.00

AJ/D

AJ/D

0.40

1.00

2.20

3.00


Soft to firm brown / grey sandy gravelly CLAY. Gravel is subangular fine tocoarse brick, flint and tarmac.(MADE GROUND)




1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP22

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.20

0.80

1.80

3.00

AJ/D

AJ/D

AJ/D

AJ/D

0.30

2.80

3.20

Brown SAND and GRAVEL. Gravel is subangular coarse clinker brick concrete andflint.(MADE GROUND)


Soft grey slightly sandy CLAY with occasional gravel of subangular fine tocoarse flint. Occasional shell debris.(ALLUVIUM)


1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP23

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.50

2.00

3.00

AJ/D

AJ/D

B

AJ/D

0.70

1.10

2.70

3.20


Black / brown slightly clayey SAND and GRAVEL, occasional glass bottles.(MADE GROUND)

Black clayey SAND and GRAVEL. Gravel is subangular fine to coarse concrete,brick, clinker and flint. Common glass bottles, metal and wood. Hydrocarbonodour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP24

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.50

3.00

AJ/D

AJ/D

AJ/D

0.70

2.80

3.40


Black clayey SAND and GRAVEL. Gravel is subangular fine to coarse concrete,brick, clinker and flint. Common glass bottles, metal and wood, broken toiletand basin noted at 1.5m . Hydrocarbon odour.(MADE GROUND)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP25

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.40

1.90

2.50

2.80

AJ/D

AJ/D

AJ/D

AJ/D

0.10

2.60

3.00

Brown SAND and GRAVEL. Gravel is subangular coarse flint.(MADE GROUND)


Soft grey sandy CLAY with occasional gravel of subangular fine to coarse flint.Occasional shell debris.(ALLUVIUM)



1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP26

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.50

2.50

AJ/D

AJ/D

AJ/D

1.00

2.30

3.00

Brown SAND and GRAVEL. Gravel is subangular coarse clinker brick concrete andflint occasional glass bottles.(MADE GROUND)




1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington


6 inch metal pipe noted running NE/SW through pit at 1.2m.


C07418

Stable

2.50

m

0.60m

AC/DM

TP27

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.50

2.00

2.80

AJ/D

AJ/D

B

AJ/D

1.50

2.60

3.00

Brown SAND and GRAVEL. Gravel is subangular coarse clinker brick concrete andflint occasional glass bottles.(MADE GROUND)




1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP28

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.50

1.80

2.50

AJ/D

AJ/D

AJ/D

0.15

0.30

1.20

2.00

3.20



Soft to firm grey gravelly CLAY, gravel is subangular to subrounded fine tocoarse brick concrete and flint.(MADE GROUND)




1:25

Sheet 1 of 1




Project Name

Location:

Client:

Dimensions:


Trial Pit No

Scale

Logged By :

Remarks:

Date

Type Results

Groundwater:





Checked By :





Lymington



C07418

Stable

2.50

m

0.60m

AC/DM

TP29

12/12/2007

JCB 3CX

AB

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d Tr

ialp

it Lo

g v2

dat

ed 2

7th

Nov

03

0.40

1.20

2.50

AJ/D

AJ/D

AJ/D

0.15

0.30

1.20

2.00

3.20



Soft to firm grey / black gravelly CLAY, gravel is subangular to subroundedfine to coarse brick concrete and flint.(MADE GROUND)




1:25

Sheet 1 of 1


Well WaterStrikes Depth (m)

Depth Level Legend(m) (m AOD) Stratum Description

Project Name:

Location:

Client: Dates:

Level:

Co-ords:Project No. :

Borehole No

Scale

Logged By

Remarks:

Hole Type

Holdenby Road, Spratton, Northampton, NN6 8LDTel: 01604 842888 Fax: 01604 842666

Hydrock Consultants

D Disturbed Sample

AJ Amber Jar SampleB Bulk Sample

SPT Standard Penetration Test (Split Spoon)CPT Standard Penetration Test (Solid Cone)HSV Hand Shear Vane

DP Dynamic Sampling

LB Large Bulk Sample

W Water Sample

Sample TypesIn-situ Testing

Borehole Types

Cable Cable Percussion SPTLS SPT SampleRotary Rotary CoreRO Rotary Openhole

U Undisturbed Sample and number of blows

V Vial


Clean drilling used. Borehole drilled with 8" casing down to base of Made Ground and grouted up withbentonite. Drilling then commenced with 6" casing.

Lymington


Type

Type

Samples & In Situ TestingResults

Results

C07418 544E - 238N

1.00 m AOD

07/01/2008-08/01/2008 DM

BH1

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

SPT

D

SPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=10(1,2,3,2,2,3)

N=5(1,2,1,1,2,1)

N=2(1,0,1,0,1,0)

N=2(1,1,0,1,0,1)

N=31(7,8,8,9,7,7)

N=19(3,4,4,5,5,5)

N=43(7,9,9,10,12,12)

N=37(7,8,9,9,9,10)

N=32(5,6,7,8,8,9)

0.20

0.90

2.40

3.80

4.90

7.20

0.80

0.10

-1.40

-2.80

-3.90

-6.20


Harcore fill.(MADE GROUND)

Soft, dark grey, ashy, slightly sandy, slightly gravelly CLAY.Gravel is subangular fine to coarse flint and concrete.(MADE GROUND)

Very soft green grey CLAY.(ALLUVIAL CLAY)

Very soft, brown peaty CLAY with much organic debris.(ALLUVIAL CLAY)

Moderately dense, brown, slightly sandy GRAVEL of sub-angular,fine to coarse flint.(ALLUVIAL GRAVEL)

Dense, blue grey, clayey, silty SAND(BRACKLESHAM & BAGSHOT BEDS)

Continued next sheet

1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 544E - 238N

1.00 m AOD

07/01/2008-08/01/2008 DM

BH1

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00 CPT N=36(5,7,8,9,9,10)

10.45 -9.45

Dense, blue grey, clayey, silty SAND(BRACKLESHAM & BAGSHOT BEDS)

End of Borehole at 10.45 m

11

12

13

14

15

16

17

18

19

1:50

Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 623E - 207N

1.06 m AOD

11/01/2008-14/01/2008 DM

BH2

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=7(2,3,1,3,2,1)

N=7(1,1,2,2,1,2)

N=3(1,1,1,0,1,1)

N=6(1,2,1,1,2,2)

N=8(1,2,2,2,2,2)

N=31(5,6,7,8,8,8)

N=27(3,5,6,7,7,7)

N=35(6,7,8,8,9,10)

N=48(6,9,10,12,13,13)

0.20

0.90

2.90

5.60

8.40

0.86

0.16

-1.84

-4.54

-7.34


Cemented harcore fill.(MADE GROUND)

Loose, dark grey, sandy GRAVEL of subangular fine to coarseflint, brick and concrete with occasional products of organicdebris.(MADE GROUND)

Very soft, grey, slightly sandy CLAY with some organic materialand some flint gravel.(ALLUVIAL CLAY)

Dense, brown, slightly sandy GRAVEL of sub-angular tosub-rounded, fine to coarse flint.(ALLUVIAL GRAVEL)

Dense grey silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 623E - 207N

1.06 m AOD

11/01/2008-14/01/2008 DM

BH2

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00

10.50

11.00

11.50

12.00

12.50

13.00

13.50

14.00

14.50

15.00

15.50

16.00

16.50

17.00

17.50

18.00

18.50

19.00

19.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

50/285mm(12,13,13,13,14,10)

50/295mm(9,14,17,17,16,0)

50/245mm(10,15,21,23,6,0)

50/210mm(14,11,17,24,9,0)

50/250mm(25,0,33,17,0,0)

50/295mm(25,0,50,0,0,0)

50/60mm(25,0,50,0,0,0)

50/55mm(25,0,50,0,0,0)

50/55mm(25,0,50,0,0,0)

50/45mm(25,0,50,0,0,0)

Dense grey silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


11

12

13

14

15

16

17

18

19

1:50

Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 684E - 226N

1.34 m AOD

15/01/2008 DM

BH3

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=2(1,0,1,0,0,1)

N=1(1,2,1,0,0,0)

N=2(1,0,1,0,1,0)

N=1(1,0,0,0,0,1)

N=2(1,0,1,0,1,0)

N=11(1,2,3,2,3,3)

N=6(3,2,3,1,1,1)

49/285mm- Abandoned

50/299mm(8,14,15,16,19,0)

0.200.400.60

2.70

5.80

7.40

7.90

9.30

1.140.940.74

-1.36

-4.46

-6.06

-6.56

-7.96

Concrete(BRACKLESHAM & BAGSHOT BEDS)

Hardcore.(MADE GROUND)


Very loose, dark grey, sandy GRAVEL of subangular fine to coarseflint, brick and concrete.(MADE GROUND)

Very soft, grey, slightly sandy CLAY with some organic material.(ALLUVIAL CLAY)

Loose to medium dense, brown, sandy GRAVEL of sub-angular tosub-rounded, fine to coarse flint.(ALLUVIAL GRAVEL)


Dense, brown, sandy GRAVEL of sub-angular to sub-rounded, fineto coarse flint.(ALLUVIAL GRAVEL)

Very dense, blue silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 684E - 226N

1.34 m AOD

15/01/2008 DM

BH3

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00 CPT 50/220mm(11,13,16,16,18,0) 10.22 -8.88

Very dense, blue silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


11

12

13

14

15

16

17

18

19

1:50

Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 652E - 194N

1.38 m AOD

21/01/2008-22/01/2008 DM

BH4

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=2(1,0,0,1,0,1)

N=3(1,1,0,1,1,1)

N=1(1,1,0,0,0,1)

N=1(1,0,0,0,0,1)

N=3(1,0,1,0,1,1)

N=4(1,1,1,1,1,1)

N=26(3,5,6,6,7,7)

N=32(5,6,7,8,8,9)

N=43(8,9,10,10,11,12)

0.50

2.70

7.80

9.90

0.88

-1.32

-6.42

-8.52


Very loose, dark grey, sandy, ashy GRAVEL of subangular fine tocoarse flint, brick and concrete.(MADE GROUND)

Very soft, blue grey CLAY with some subrounded fine to coarseflint gravel.(ALLUVIAL CLAY)

Dense, brown, sandy GRAVEL of subrounded fine to coarse flint.(ALLUVIAL GRAVEL)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 652E - 194N

1.38 m AOD

21/01/2008-22/01/2008 DM

BH4

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00 CPT N=39(7,9,9,9,10,11)

10.45 -9.07

Dense, grey, silty SAND. (BRACKLESHAM & BAGSHOT BEDS)


11

12

13

14

15

16

17

18

19

1:50

Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 645E - 289N

1.06 m AOD

16/01/2008-17/01/2008 DM

BH5

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=7(1,2,1,2,1,3)

N=5(3,2,2,1,1,1)

N=3(1,0,1,1,0,1)

N=1(1,0,0,0,0,1)

N=2(1,0,1,0,0,1)

N=50(7,9,12,12,13,13)

N=33(5,7,7,8,9,9)

N=39(6,7,9,9,10,11)

N=47(5,9,11,11,12,13)

0.20

2.40

5.80

7.70

0.86

-1.34

-4.74

-6.64

Concete.(MADE GROUND)

Loose, dark grey, sandy GRAVEL of subangular fine to coarseflint and brick.(MADE GROUND)


Dense to very dense brown GRAVEL of sub-angular to sub-rounded,fine to coarse flint.(ALLUVIAL GRAVEL)

Dense, grey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 3



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 645E - 289N

1.06 m AOD

16/01/2008-17/01/2008 DM

BH5

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00

10.50

11.00

11.50

12.00

12.50

13.00

13.50

14.00

14.50

15.00

15.50

16.00

16.50

17.00

17.50

18.00

18.50

19.00

19.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

50/285mm(9,11,12,13,14,11)

50/280mm(10,13,13,14,14,9)

50/255mm(12,13,14,15,15,6)

50/300mm(14,11,15,15,20,0)

50/275mm(9,16,17,18,15,0)

49/260mm- Abandoned

50/90mm(25,0,40,10,0,0)

50/74mm(25,0,50,0,0,0)

50/55mm(25,0,50,0,0,0)

50/35mm(25,0,50,0,0,0)



11

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1:50

Sheet 2 of 3



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 645E - 289N

1.06 m AOD

16/01/2008-17/01/2008 DM

BH5

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

20.00

20.50

21.00

21.50

22.00

CPT

D

CPT

D

CPT

50/30mm(25,0,50,0,0,0)

50/20mm(25,0,50,0,0,0)

50/20mm(25,0,50,0,0,0) 22.20 -21.14



21

22

23

24

25

26

27

28

29

1:50

Sheet 3 of 3



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 587E - 268N

2.03 m AOD

23/01/2008 DM

BH6

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=21(1,2,3,13,4,1)

N=2(1,1,1,0,0,1)

N=4(1,1,1,1,1,1)

N=4(1,0,1,1,1,1)

N=16(2,3,3,4,4,5)

N=20(3,4,5,5,5,5)

N=28(5,6,6,7,7,8)

N=36(7,8,8,9,9,10)

N=39(6,8,9,9,10,11)

0.10

2.50

4.40

6.00

1.93

-0.47

-2.37

-3.97


Medium dense becoming very loose, dark grey, sandy, ashy GRAVELof subangular fine to coarse brick and flint.(MADE GROUND)

Soft, blue grey CLAY with some organic debris and raresubrounded fine to coarse flint gravel.(ALLUVIAL CLAY)

Medium dense, brown sandy GRAVEL of sub-angular to sub-roundedfine to coarse flint.(ALLUVIAL GRAVEL)

Medium dense becoming dense, grey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 587E - 268N

2.03 m AOD

23/01/2008 DM

BH6

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00 CPT N=46(9,9,10,11,12,13)

10.45 -8.42

Medium dense becoming dense, grey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


11

12

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Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 568E - 213N

1.65 m AOD

18/01/2008-21/01/2008 DM

BH7

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=8(1,2,2,2,2,2)

N=5(1,2,2,1,1,1)

N=12(2,2,3,3,3,3)

N=14(1,2,3,3,4,4)

N=47(8,9,11,11,12,13)

N=50(7,12,12,13,13,12)

N=38(3,7,8,9,10,11)

N=41(6,8,9,10,11,11)

N=35(4,6,8,8,9,10)

0.200.40

2.30

3.30

7.40

1.451.25

-0.65

-1.65

-5.75

Tarmac.(MADE GROUND)


Loose, dark grey, sandy, ashy GRAVEL of subangular fine tocoarse brick and flint.(MADE GROUND)

Soft becoming firm, blue grey CLAY(ALLUVIAL CLAY)

Medium dense, brown, slightly sandy GRAVEL of sub-rounded, fineto coarse flint.(ALLUVIAL GRAVEL)

..at 5.00m bgl becoming dense.



1

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5

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1:50

Sheet 1 of 3



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 568E - 213N

1.65 m AOD

18/01/2008-21/01/2008 DM

BH7

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00

10.50

11.00

11.50

12.00

12.50

13.00

13.50

14.00

14.50

15.00

15.50

16.00

16.50

17.00

17.50

18.00

18.50

19.00

19.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=40(7,9,9,10,10,11)

N=54(11,12,13,13,14,14)

50/280mm(10,13,13,13,14,9)

50/300mm(13,12,15,16,19,0)

50/149mm(18,7,23,27,0,0)

50/210mm(21,4,28,22,0,0)

50/90mm(25,0,39,11,0,0)

50/70mm(25,0,50,0,0,0)

50/30mm(25,0,50,0,0,0)

50/20mm(25,0,50,0,0,0)



11

12

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15

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18

19

1:50

Sheet 2 of 3



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 568E - 213N

1.65 m AOD

18/01/2008-21/01/2008 DM

BH7

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

20.00 CPT 50/20mm(25,0,50,0,0,0) 20.20 -18.55



21

22

23

24

25

26

27

28

29

1:50

Sheet 3 of 3



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 568E - 300N

2.02 m AOD

22/01/2008 DM

BH8

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=25(5,6,7,7,7,4)

N=5(1,2,1,2,1,1)

N=3(1,1,1,0,1,1)

N=22(3,4,4,5,6,7)

N=28(4,5,6,6,8,8)

N=33(6,7,7,8,9,9)

N=31(5,6,8,8,8,7)

N=32(5,6,8,8,8,8)

N=37(6,8,9,9,9,10)

0.30

1.30

2.50

3.10

8.10

1.72

0.72

-0.48

-1.08

-6.08


Dense, sandy GRAVEL of sub-angular, fine to coarse concrete andsome bricks.(MADE GROUND)

Loose, dark grey, sandy, ashy GRAVEL of subangular to subroundedfine to coarse brick, flint and concrete with frequent wood.(MADE GROUND)

Very soft, grey CLAY.(ALLUVIAL CLAY)

Medium dense, brown, sandy GRAVEL of sub-angular to sub-rounded,fine to coarse flint.(ALLUVIAL GRAVEL)

..at 6.00m bgl becoming dense.

Dense, blue-grey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 568E - 300N

2.02 m AOD

22/01/2008 DM

BH8

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00 CPT N=41(8,9,10,10,10,11)

10.45 -8.43

Dense, blue-grey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


11

12

13

14

15

16

17

18

19

1:50

Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 558E - 330N

2.00 m AOD

09/01/2008-10/01/2008 DM

BH9

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=5(1,2,2,1,1,1)

N=4(1,0,1,2,1,0)

N=5(1,0,0,1,2,2)

N=19(3,5,6,5,4,4)

N=24(3,4,5,6,6,7)

N=31(5,6,7,8,8,8)

N=31(6,8,7,7,8,9)

N=36(5,9,11,7,8,10)

N=43(7,8,10,10,11,12)

3.10

3.40

4.20

6.60

-1.10

-1.40

-2.20

-4.60

Medium dense becoming loose, dark grey, sandy, ashy GRAVEL ofsubangular fine to coarse brick, flint and concrete.(MADE GROUND)

Soft, blue, grey CLAY.(ALLUVIAL CLAY)

Medium dense, brown, slightly sandy GRAVEL of sub-angular tosub-rounded, fine to coarse flint.(ALLUVIAL GRAVEL)

Medium dense, brown, clayey, silty SAND.(ALLUVIAL SAND)

Dense, blue grey, slightly clayey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


1

2

3

4

5

6

7

8

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1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 558E - 330N

2.00 m AOD

09/01/2008-10/01/2008 DM

BH9

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00

10.50

11.00

11.50

12.00

12.50

13.00

13.50

14.00

14.50

15.00

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

N=44(5,8,11,9,12,12)

N=48(7,8,10,12,13,13)

N=50(9,13,13,15,22,0)

50/260mm(12,12,13,13,15,9)

50/299mm(25,0,50,0,0,0)

50/285mm(25,0,50,0,0,0)

15.30 -13.30

Dense, blue grey, slightly clayey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


11

12

13

14

15

16

17

18

19

1:50

Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 641E - 318N

2.10 m AOD

24/01/2008 DM

BH10

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

CPT

D

N=2(1,0,0,1,0,1)

N=1(1,0,0,0,0,1)

N=2(1,1,0,1,0,1)

N=19(2,3,4,5,5,5)

N=28(5,6,6,7,7,8)

N=32(6,6,7,8,8,9)

N=29(3,5,6,7,8,8)

N=39(6,9,9,10,10,10)

N=44(9,9,10,11,11,12)

2.60

3.60

7.10

-0.50

-1.50

-5.00

Loose becoming very loose, dark grey, sandy, ashy GRAVEL ofsubangular fine to coarse brick, concrete and flint.(MADE GROUND)

Very soft, blue grey CLAY with much organic debris and rareflint gravel.(ALLUVIAL CLAY)

Medium dense, brown, sandy GRAVEL of sub-angular to sub-rounded,fine to coarse flint.(ALLUVIAL GRAVEL)

Dense, blue grey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Lymington


Type

Type


Results

C07418 641E - 318N

2.10 m AOD

24/01/2008 DM

BH10

Cable

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

10.00 CPT N=48(9,10,11,11,13,13)

10.45 -8.35

Dense, blue grey, silty SAND.(BRACKLESHAM & BAGSHOT BEDS)


11

12

13

14

15

16

17

18

19

1:50

Sheet 2 of 2



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial

Bridge Road, LymingtonLymington


Type

Type


Results

C07418 594E - 157N

1.60 m AOD

09/01/2008 DM

WS1

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.20

2.30

2.80

AJ/D

AJ/D

AJ/D

0.50

2.20

2.65

3.00

1.10

-0.60

-1.05

-1.40

Concrete.

Sandy flint gravel sub-base with some brick.(MADE GROUND)

..at 1.00m bgl with no brick and with a moderate hydrocarbonodour.

Firm slightly sandy gravelly CLAY. Gravel is subangular fine tocoarse brick, concrete and flint. Slight hydrocarbon odour.(MADE GROUND)

Soft grey CLAY with some flint gravel and frequent dark organicdebris and pockets of peat.(ALLUVIAL CLAY)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 603E - 290N

2.15 m AOD

09/01/2008 DM

WS2

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.40

2.80

4.10

AJ/D

AJ/D

D

0.20

0.45

0.70

2.70

5.00

1.95

1.70

1.45

-0.55

-2.85

Concrete.

Void.

Sandy flint gravel sub-base.(MADE GROUND)

Firm slightly sandy gravelly CLAY. Gravel is subangular fine tocoarse brick, concrete and flint.(MADE GROUND)

Soft grey CLAY with some flint gravel and some dark organicdebris. Moderate organic odour.(ALLUVIAL CLAY)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 579E - 288N

2.15 m AOD

10/01/2008 DM

WS3

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.20

2.70

3.40

AJ/D

AJ/D

D

0.20

0.45

0.80

2.25

3.10

4.00

1.95

1.70

1.35

-0.10

-0.95

-1.85

Concrete.

Void.

Sandy flint gravel sub-base.(MADE GROUND)

Firm slightly sandy gravelly CLAY. Gravel is subangular fine tocoarse brick, concrete and flint. Moderatly strong hydrocarbonodour.(MADE GROUND)

Soft grey CLAY.(ALLUVIAL CLAY)

Brown slightly sandy subangular fine to coarse GRAVEL of flint.(ALLUVIAL GRAVEL)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 551E - 283N

2.15 m AOD

10/01/2008 DM

WS4

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.20

2.00

3.50

AJ/D

AJ

D

0.200.40

1.60

3.00

4.00

1.951.75

0.55

-0.85

-1.85

Concrete.

Void.

Firm slightly sandy gravelly CLAY. Gravel is subangular fine tocoarse brick, concrete and flint. Moderatly strong hydrocarbonodour.(MADE GROUND)


Brown slightly sandy subangular fine to coarse GRAVEL of flint.(ALLUVIAL GRAVEL)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 612E - 156N

1.56 m AOD

24/01/2008 EB

WS5

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

0.80

1.70

AJ/D

AJ/D1.50

3.00

0.06

-1.44

Soft, dark brown, gravelly CLAY. Gravel is fine to coarse,angular to sub-rounded flint, brick and ash. Hydrocarbon odour.(MADE GROUND)

Very soft, black, gravelly CLAY. Gravel is fine to coarse,angular to sub-rounded flint, brick and ash. Strong hydrocarbonodour, with staining.(MADE GROUND)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial


Selfweight pushed to 4.0m, no recovery from 2.0m - 4.0m.

Lymington


Type

Type


Results

C07418 601E - 179N

1.60 m AOD

24/01/2008 EB

WS6

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

1.40

2.00

4.00

0.20

-0.40

-2.40

Soft, dark brown, gravelly CLAY. Gravel is fine to coarse,angular to sub-rounded flint, brick and ash. Hydrocarbon odour.(MADE GROUND)

Very soft, black, gravelly CLAY. Gravel is fine to coarse,angular to sub-rounded flint, brick and ash. Strong hydrocarbonodour, with staining.(MADE GROUND)

No Recovery


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 627E - 177N

1.26 m AOD

24/01/2008 EB

WS7

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

0.60

1.50

2.50

AJ/D

AJ/D

AJ/D

0.50

1.20

2.20

3.00

0.76

0.06

-0.94

-1.74

Fine to coarse, angular to sub-angular flint GRAVEL.(MADE GROUND)

Black/red, slightly sandy GRAVEL. Gravel is fine to coarse,angular to sub-angular ash/clinker. Rust colouration.(MADE GROUND)

Black, wet, slightly sandy GRAVEL. Gravel is angular tosub-angular fine to coarse ash/clinker. Hydrocarbon odour.(MADE GROUND)



1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial


Refusal at 0.6m below concrete floor slab

Lymington


Type

Type


Results

C07418 691E - 249N

1.75 m AOD

23/11/2008 EB

WS8

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

0.30

0.60

1.45

1.15

Concrete.

Dense, angular to sub-angular fine to coarse flint GRAVEL.(MADE GROUND)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 677E - 272N

1.79 m AOD

23/01/2008 EB

WS9

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

0.70

1.70

2.70

AJ/D

AJ/D

AJ

1.40

2.70

3.00

0.39

-0.91

-1.21

Flint GRAVEL sub-base.(MADE GROUND)

Dark grey, sandy gravelly CLAY. Gravel is sub-angular tosub-rounded fine to coarse brick, flint, pottery, glass and someconcrete.(MADE GROUND)

At 1.7m with moderate hydrocarbon odour.

Soft, grey, slightly sandy CLAY(ALLUVIAL CLAY)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 668E - 288N

1.84 m AOD

23/01/2008 EB

WS10

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

0.80

1.50

2.70

AJ/D

AJ/D

AJ/D

0.50

1.20

2.50

3.00

1.34

0.64

-0.66

-1.16

Brown sandy GRAVEL. Gravel is angular to sub-angular fine tocoarse flint.(MADE GROUND)

Brown, slightly sandy/gravelly CLAY. Gravel is angular tosub-angular fine to coarse flint, brick and wood.(MADE GROUND)

Black/brown, slightly sandy/gravelly CLAY. Gravel is angular tosub-angular fine to coarse flint, brick and wood. Stronghydrocarbon odour.(MADE GROUND)

Soft, grey/brown CLAY.(ALLUVIAL CLAY)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 607E - 282N

1.88 m AOD

23/01/2008 EB

WS11

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

0.80

1.60

2.70

AJ/D

AJ/D

AJ/D

1.00

2.50

3.00

0.88

-0.62

-1.12

Brown, slightly clayey/sandy GRAVEL. Gravel is angular tosub-angular fine to coarse flint and rare brick. Hydrocarbonodour.(MADE GROUND)

Black, slightly gravelly CLAY. Gravel is angular fine to coarseash. Approximately 60% of the core is wood. Strong hydrocarbonodour.(MADE GROUND)

Soft grey/brown, slightly sandy CLAY with rootlets.(ALLUVIAL CLAY)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1



Project Name:

Location:

Client: Dates:

Level:


Borehole No

Scale

Logged By

Remarks:

Hole Type


Hydrock Consultants

D Disturbed Sample



DP Dynamic Sampling


W Water Sample


Borehole Types



V Vial



Type

Type


Results

C07418 611E - 328N

2.30 m AOD

23/01/2008 EB

WS12

WLS

Hol

eBA

SE

III (

Bld

408

) Sta

ndar

d B

oreh

ole

Log

v2 d

ated

27t

h N

ov 0

3

0.50

1.60

2.50

AJ/D

AJ/D

AJ/D

1.50

2.40

3.00

0.80

-0.10

-0.70

Black/brown, slightly sandy/clayey GRAVEL. Gravel is angular tosub-angular fine to coarse ash and rare clinker.(MADE GROUND)

Black, slightly sandy/clayey GRAVEL. Gravel is angular tosub-angular fine to coarse ash and rare clinker. Stronghydrocarbon odour and visual hydrocarbon staining.(MADE GROUND)

Soft, grey/brown organic CLAY with rootlets.(ALLUVIAL CLAY)


1

2

3

4

5

6

7

8

9

1:50

Sheet 1 of 1


Appendix D - 0

Appendix D

GEOTECHNICAL TEST DATA & SPT DEPTH PLOT

0.006

medium

0.3

0.20.02

28

0.06

finer%

0.212

test method(s)

passing

0.15 20

(mm)

100

90

80

70

60

50

40

30

20

10

0

5

6.50SPECIMEN DEPTH (m)

126730

2002

% p

assi

ng

fineBOULDER

DESCRIPTION

BS test sieve

remarks:

( m)

mediumfinecoarse

test method:

9.2 - wet sieving

9.3 - dry sieving

9.4 - sedimentation by pipette

9.5 - sedimentation by hydrometer

CLAYSILTSILT & CLAYSANDGRAVELCOBBLE & BOULDER

9.2 #

BS.1377 : Part 2 : 1990 : 9

CHECKED

ORIGINATOR

BSITE

CLIENT HYDROCK CONSULTANTS

6.50

BH02

21500

BRIDGE ROAD, LYMINGTON

SAMPLE DEPTH (m)

# denotes sample tested is smaller than that which is recommended in accordance with BS1377

100

98

98

83

56

45

150

75

63

50

37.5

20

10

6.3

5

2

1.18

0.6

0.425

0.212

0.15

0.063

20

6

2

SAMPLE No./TYPE

Geotechnical Engineering Limited

BH/TP No.

CONTRACT

Grey-brown slightly silty very sandy GRAVEL

42

27

21

13

9

4

3

1

502 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

75

fine

0.6

mm

PARTICLE SIZE DISTRIBUTION

particle size

63

medium coarse

0.002

CLAY

1.18

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:2

0

0.425

BS test sieve

6.3

SAND

602060.6

0.063

coarse

SILT

3.35 37.514

% fraction

BS test sieve (mm)

plas

ticity

inde

x - P

I (%

)

liquid limit - LL (%)

CH

remarks

MV

3.50

6.50

3.50

12.50

4.50

8.50

3.50

100 30 40

60

50

40

30

20

10

020 1101009080706050

23

41

8

43

23

23

21

24

30

8.50

50

37

22

CICL

ATTERBERG LINE PLOT

LL

CV

PLdepth (m)

22

CHECKEDORIGINATOR

21500CONTRACT

6

CLIENT

44


HYDROCK CONSULTANTS


9

9

35

SITE

CE

BH03

BH02

BH02

BH01

BH01

PIBH/TP No.

BH05

ML

BH06

MH ME

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

16:2

5 MI

329.50

BH04

32

56

61

74

28

91

31

65

BH10

59

4BYE2317.5017.50BBH05

Grey slightly sandy CLAY with a little f-mgravel

352156

6.50

BXE

Grey sandy SILT with a little fine gravel

3.503.50BBH05

Grey-brown slightly sandy CLAY with a littlef-m gravel

3724616BXE50

BYE

4

B

BH01

8.508.50BBH07

Grey sandy CLAY with a little fine gravel923323BXE27

15

8.50

NP

BH06

Grey sandy SILT with a little fine gravelNP281BYE2320.5020.50BBH05

B

8.50

8.50

1414.504.50BBH02

Grey sandy CLAY/SILT with a little f-m gravel823311BXE

6.50

8.50

91

BBH01


4322656BXE723.503.50B

27

22

BH04


4430745BXE833.503.50BBH03

BXE

6

11

288BXE3212.5012.50BBH02

Grey-brown slightly sandy SILT with a little f-mgravel

4150

6

Grey sandy SILT with a little fine gravel

F - not known

specimen preparation:

B - washed on 0.425mm sieveA - as received

test method:X - cone penetrometer (test 4.3)

moisturemm (%)

natural moisture content determined in accordance with BS1377 : Part 2 : 1990 : 3.2 (unless specified)

CLIENT

E - oven dried (105°C)

natural

content(%)

specimenpreparation

andtest method

fraction>0.425 limit

27


(m)depth

no./type

HYDROCK CONSULTANTS

ORIGINATOR

21500


general remarks:

CHECKED

specimen

(m)depth

sample

no./trial pit

borehole

CONTRACT

SITE


plasticity

Grey SILT

9.50BBH10

Grey sandy SILT with a little f-m gravelNP299BYE2812.5012.50

limit

BH09

BXE

NP290BYE2914.5014.50BBH07

Brown-yellow sandy SILT with a little f-m gravelNP31

B

index(%)

NP denotes non-plastic

C - air dried

(%)description and remarks

liquid plastic

Y - one point cone penetrometer (test 4.4)Z - Casagrande apparatus (test 4.5)

D - oven dried (50°C)

(%)

9.50

LIQUID AND PLASTIC LIMITS

31 Grey sandy CLAY923322

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

17:3

6

BS.1377 : Part 2 : 1990 : 4 and 5

28

medium

0.3

0.20.020.006

test method(s)

0.212

0.06

BS test sievefiner%

0.15

passing

20

100

90

80

70

60

50

40

30

20

0

5

10


207370

2002

% p

assi

ng

fineBOULDER

DESCRIPTION

remarks:

( m)

mediumfinecoarse

test method:

9.2 - wet sieving

9.3 - dry sieving




9.2

(mm)

BS.1377 : Part 2 : 1990 : 9

CHECKED

ORIGINATOR

BSITE


10.50

BH02

21500


SAMPLE DEPTH (m)


100

96

94

94

150

75

63

50

37.5

20

10

6.3

5

2

1.18

0.6

0.425

0.212

0.15

0.063

20

6

2

SAMPLE No./TYPE


BH/TP No.

CONTRACT

Grey very silty SAND with some f-c gravel

94

93

92

91

90

89

84

20

632 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

75


3.3550

0.002

coarsemediumfine

particle size

1.18

mm

0.60.425

BS test sieve

6.3

SAND

602060.6

0.063

coarse

SILT

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:2

5

37.514

% fraction

BS test sieve (mm)

CLAY

0.20.060.02

0.35

0.006

%

0.2120.15

medium

passing

test method(s)

28

(mm)BS test sieve

100

90

80

70

60

50

40

30

20

10

0

( m)


8265214

2002

% p

assi

ng

fineBOULDER

DESCRIPTION

BS.1377 : Part 2 : 1990 : 9


finer

9.2 #

test method:

9.2 - wet sieving

9.3 - dry sieving



coarse fine medium

Brown clayey very sandy GRAVEL with occasional cobbles

CHECKED

ORIGINATOR

BSITE


1.50

BH03

21500


SAMPLE DEPTH (m)

remarks:# denotes sample tested is smaller than that which is recommended in accordance with BS1377

100

87

87

83

78

69

52

45

150

75

63

50

37.5

20

10

6.3

5

2

1.18

0.6

0.425

0.212

0.15

0.063

20

6

2

SAMPLE No./TYPE


BH/TP No.

CONTRACT

42

34

30

24

20

13

11

8

2 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

75


particle size

200.6

mm

631.1850

fine medium coarse

0.002

0.425

BS test sieve

6.3

SAND

602060.6

0.063

coarse

14

CLAY

3.35 37.5

SILT

% fraction

BS test sieve (mm)

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:3

0

0.006

medium

0.3

0.20.02

28

0.06

finer%

0.212

test method(s)

passing

0.15 20

(mm)

100

90

80

70

60

50

40

30

20

10

0

5


211861

2002

% p

assi

ng

fineBOULDER

DESCRIPTION

BS test sieve

remarks:

( m)

mediumfinecoarse

test method:

9.2 - wet sieving

9.3 - dry sieving




9.2 #

BS.1377 : Part 2 : 1990 : 9

CHECKED

ORIGINATOR

BSITE


4.50

BH05

21500


SAMPLE DEPTH (m)


100

97

89

70

37

26

150

75

63

50

37.5

20

10

6.3

5

2

1.18

0.6

0.425

0.212

0.15

0.063

20

6

2

SAMPLE No./TYPE


BH/TP No.

CONTRACT

Brown slightly silty sandy GRAVEL with occasional cobbles

24

13

10

7

7

6

6

2

502 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

75

fine

0.6

mm


particle size

63

medium coarse

0.002

CLAY

1.18

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:3

5

0.425

BS test sieve

6.3

SAND

602060.6

0.063

coarse

SILT

3.35 37.514

% fraction

BS test sieve (mm)

passing

test method(s)

28

medium

finer

0.060.02 0.2

0.30.150.212

0.006

%BS test sieve(mm)

200.6

100

90

80

70

60

50

40

30

20

0

5

10


138700

2002

% p

assi

ng

fineBOULDER

DESCRIPTION Grey silty SAND

( m)

mediumfinecoarse

test method:

9.2 - wet sieving

9.3 - dry sieving




9.2

BS.1377 : Part 2 : 1990 : 9

CHECKED

ORIGINATOR

BSITE


13.50

BH05

21500CONTRACT

BH/TP No.


SAMPLE No./TYPE

SAMPLE DEPTH (m)

20

6

2

100

100

100

99

99

98

88

13

5

2

1.18

0.6

0.425

0.212

0.15

0.063

150

75

63

50

37.5

20

10

6.3

# denotes sample tested is smaller than that which is recommended in accordance with BS1377remarks:



2 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

CLAY

3.35 6350

0.002

coarsemediumfine

particle size

1.18

mm

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:4

0

750.425

BS test sieve

6.3

SAND

602060.6

0.063BS test sieve (mm)

% fraction

SILT

14 37.5

coarse

0.3

0.20.060.02

medium

0.006

finer%

0.2120.15

285

passing

test method(s)

20

100

90

80

70

60

50

40

30

20

10

0

( m)


1742374

2002

% p

assi

ng

fineBOULDER

DESCRIPTION

BS.1377 : Part 2 : 1990 : 9


BS test sieve

9.2 #

test method:

9.2 - wet sieving

9.3 - dry sieving



coarse fine medium

Brown clayey SAND with much f-c gravel and occasionalcobbles

CHECKED

ORIGINATOR

BSITE


1.50

BH09

21500


SAMPLE DEPTH (m)

remarks:# denotes sample tested is smaller than that which is recommended in accordance with BS1377

100

97

93

91

85

74

67

150

75

63

50

37.5

20

10

6.3

5

2

1.18

0.6

0.425

0.212

0.15

0.063

20

6

2

SAMPLE No./TYPE


BH/TP No.

CONTRACT

66

59

54

47

42

32

27

17

2 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

75


particle size

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:4

5

0.6

mm

631.1850

fine medium coarse

0.002

0.425

BS test sieve

6.3

SAND

602060.6

0.063

coarse

14

CLAY

3.35 37.5

SILT

% fraction

BS test sieve (mm)

(mm)

0.02

28

medium

0.3

0.060.006

test method(s)

0.15

0.2

BS test sievefiner%

passing

0.21220

100

90

80

70

60

50

40

30

20

10

5

0


845

110

2002

% p

assi

ng

fineBOULDER

(mm)

BS.1377 : Part 2 : 1990 : 9


( m)

mediumfinecoarse

test method:

9.2 - wet sieving

9.3 - dry sieving




9.2 #

DESCRIPTION

CHECKED

ORIGINATOR

BSITE


8.50

BH09

21500


Grey slightly sandy CLAY with a little f-c gravel

SAMPLE DEPTH (m)

100

93

91

91

150

75

63

50

37.5

20

10

6.3

5

2

1.18

0.6

0.425

0.212

0.15

0.063

90

89

90

89

89

89

89

84

21

SAMPLE No./TYPE


BH/TP No.

CONTRACTremarks:

20

6

2

632 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

75

CLAYmedium

0.6

mm

1.18

fine


coarse

0.002

503.35

particle size

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:5

1

0.425

BS test sieve

6.3

SAND

602060.6

0.063 37.5

coarse

SILT

% fraction

BS test sieve (mm) 14

28

medium

0.3

0.20.020.006

test method(s)

0.212

0.06

BS test sievefiner%

0.15

passing

20

100

90

80

70

60

50

40

30

20

0

5

10


28

900

2002

% p

assi

ng

fineBOULDER

DESCRIPTION

remarks:

( m)

mediumfinecoarse

test method:

9.2 - wet sieving

9.3 - dry sieving




9.2 #

(mm)

BS.1377 : Part 2 : 1990 : 9

CHECKED

ORIGINATOR

BSITE


5.50

BH10

21500


SAMPLE DEPTH (m)


100

72

35

25

150

75

63

50

37.5

20

10

6.3

5

2

1.18

0.6

0.425

0.212

0.15

0.063

20

6

2

SAMPLE No./TYPE


BH/TP No.

CONTRACT

Grey slightly silty sandy GRAVEL

21

10

7

6

5

4

4

2

632 10

soil typepassing

%(mm)

COBBLEGRAVEL

%

75


3.3550

0.002

coarsemediumfine

particle size

1.18

mm

0.60.425

BS test sieve

6.3

SAND

602060.6

0.063

coarse

SILT

Geo

tech

nica

l Eng

inee

ring

Ltd,

Cen

turio

n H

ouse

, Oly

mpu

s P

ark,

Que

dgel

ey, G

louc

este

r. G

L2 4

NF.

Tel

. 014

52 5

2774

3 2

1500

.GP

J 26

/02/

2008

15:

18:5

5

37.514

% fraction

BS test sieve (mm)

CLAY

CLIENT Geotechnical Engineering Ltd LAB REF. 08/157Centurion House ISSUE NO. 1Olympus Park DATE SCHEDULED 15/02/08

Quedgeley DATE TESTED 15-27/2/8

Gloucester DATE REPORTED 28/02/08

GL2 4NFCONTACT Adrian Rose JOB NAME Bridge Road, Lymington

JOB REF. 21500ORDER NO.

Lab sample ID 08/157/1 08/157/2 08/157/3 08/157/4Client sample ID BH04 BH05 BH05 BH06

3.50 1.50 6.50 7.50Date sampled 14/02/08 14/02/08 14/02/08 14/02/08

Sample type Soil Soil Soil SoilMatrix code 3 3A 7 3

Analyte LOD

Uni

ts

ISO

170

25

MC

ERTS

Met

hod

ref.

pH D Y Y 4 8.1 8.7 7.7 7.5Sulphate (2:1 water soluble) D 0.02 g/l Y Y 12 1.23 0.57 0.16 0.11Chloride (2:1 water soluble) D 0.05 g/l Y Y 12 1.53 0.21 <0.05 <0.05Nitrate (2:1 water soluble) D 0.002 g/l Y N/A 12 0.003 <0.002 <0.002 <0.002Magnesium (2:1 water soluble) D 0.5 g/l 2 0.50 <0.5 <0.5 <0.5Sulphate (total) D 0.01 % w/w 25 0.47 0.16 0.05 0.08Sulphur (total) D 0.03 % w/w 2 2.01 0.49 0.20 0.77

NOTES: 1. All results are reported as dry weight (35°C). 2. Results have been corrected for any stones or extraneous material removed from the sample prior to analysis.3. Analyses suffixed "A" were performed on the sample as submitted.4. Analyses suffixed "D" were performed on the sample dried at 35°C.5. # indicates separate report appended, * indicates subcontracted analyses.6. Samples with matrix code 7 are not covered by our MCERTS accreditation.7. Sampling was performed by others and is outwith the scope of our accreditation.

AUTHORISED BY

John GustafsonLaboratory Manager PAGE 1 OF 1

Site: Client: Contract No. C07418


SPT 'N' VALUES vs DEPTH


-22

-21

-20

-19

-18

-17

-16

-15

-14

-13

-12

-11

-10

-9

-8

-7

-6

-5

-4

-3

-2

-1

00 10 20 30 40 50 60

SPT 'N' Value (for 300mm penetration)

Dep

th b

elow

exi

stin

g gr

ound

leve

l (m

)

Made Ground

Alluvial Clay

Alluvial Sand &Gravels

Brackleshamand BagshotBeds

geotechnical report at bridge road, lymingtonconsultation-online.co.uk/userfiles/lymington/appendix...

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