APPENDIX I GROUND INVESTIGATION REPORT - · PDF fileAPPENDIX I GROUND INVESTIGATION REPORT Damhead Creek 2 ... Key to Borehole and Trial Pit Records ... although visual inspection

APPENDIX IGROUND INVESTIGATION REPORT

Damhead Creek 2 – ES Volume 2June 2009

I.3 2007 – Terra Tek Ltd – Phase 2 Intrusive Site Investigation

SCOTTISHPOWER GENERATION LIMITED

DAMHEAD CREEK POWER STATION

KINGSNORTH, KENT

PROPOSED PHASE II DEVELOPMENT

REPORT ON GROUND INVESTIGATION

Client:

ScottishPower Generation Limited

Consulting Engineers:

PB Power CONTRACT NO: 4660

Westbrook Mills

Godalming Date of Issue: 30 April 2009

Surrey Report Issue: Final

GU7 2AZ Report Type: Interpretative

Damhead Creek Power Station

Kingsnorth, Kent

Proposed Phase ll Development

Report type Interpretative Report issue: Final File number: FSR.4660.02.R Contract number: 4660 Issuing office: Chesham

Originator: .......................................................... FS Russell Graduate

Engineering Geologist

30 April 2009

Checked & approved: .......................................................... WT Gourlay Chief Geotechnical

Engineer 30 April 2009

For and on Behalf of Terra Tek Limited

OPINIONS AND INTERPRETATION EXPRESSED IN THIS DOCUMENT ARE

OUTSIDE THE SCOPE OF UKAS ACCREDITATION

This report is not to be used for contractual or engineering purposes unless the report text and front cover sheet are signed where indicated by both the originator of the report and the approver and the report is designated ‘Final’ on the cover sheet. The report is Confidential. It cannot be assigned without our express approval. We accept no liability to any third party using this report.

Page i of i

TABLE OF CONTENTS

1. INTRODUCTION........................................................................................................1

2. LOCATION OF SITE..................................................................................................2

3. ENVIRONMENTAL SETTING OF SITE ....................................................................2 3.1 GENERAL.................................................................................................................2 3.2 DESCRIPTION OF SITE ..............................................................................................3 3.3 GEOLOGY OF SITE ...................................................................................................3 3.4 CONCEPTUAL SITE MODEL .......................................................................................4

4. GROUND INVESTIGATION ......................................................................................5 4.1 SITE WORK..............................................................................................................5 4.2 LABORATORY TESTING.............................................................................................8

5. GROUND CONDITIONS ENCOUNTERED...............................................................9

6. COMMENTS ON THE RESULTS OF THE INVESTIGATION IN RELATION TO FOUNDATION DESIGN AND CONSTRUCTION............................................................12

7. GEOCHEMICAL CONSIDERATIONS.....................................................................18 7.1 METHODOLOGY......................................................................................................18 7.2 END USER RISK ANALYSIS .....................................................................................19 7.3 GROUNDWATER .....................................................................................................21 7.4 PLANTS .................................................................................................................21 7.5 CHEMICAL ATTACK ON BURIED CONCRETE .............................................................22 7.6 CONSTRUCTION WORKERS.....................................................................................23 7.7 GROUND GAS ........................................................................................................23 7.8 CONCLUSIONS AND CONCEPTUAL SITE MODEL VALIDATION.....................................23

References Total No of Text Pages: 25

Figure APPENDIX A: PLANS

Site Location Plan A1

Site Layout Plan A2

Cross-Section Through Boreholes A3

APPENDIX B: SITE WORKS Notes on Field Procedures

Key to Borehole and Trial Pit Records

Borehole Records (Nos. BH1 to BH8) B1 to B8

Page ii of ii

TABLE OF CONTENTS Cont’d Figure

Trial Pit Records (TP1 to TP6) B9 to B14

Variable Head Permeability Tests B15 to B40

SPT “N” Value vs. Depth Plot B41

Tidal Groundwater Monitoring Results B42

APPENDIX C: GEOTECHNICAL LABORATORY TESTING Notes on Laboratory Procedures

Laboratory Test Results C1 to C73

APPENDIX D: GEOCHEMICAL LABORATORY TESTING

Chemical Contamination Test Results - Soils D1 and D2

Chemical Contamination Tests Results - Water D3 and D4

APPENDIX E: TOPOGRAPHICAL SURVEY Topographical Survey Report E1 to E5

APPENDIX F: SOIL RESISTIVITY TESTING Soil Mechanics Report N7015, dated 07/02/2007 F1

FSR.4660.02.R.doc 1 of 25

SCOTTISHPOWER GENERATION LIMITED

DAMHEAD CREEK POWER STATION KINGSNORTH, KENT

PROPOSED PHASE II DEVELOPMENT

INTERPRETATIVE REPORT ON GROUND INVESTIGATION

Contract No 4660 30 April 2009

1. INTRODUCTION

It is proposed to build Phase ll of a gas fired power station development at

Damhead Creek, Kingsnorth, Kent. On the instructions of PB Power, Consulting

Engineers to ScottishPower Generation Limited, and to their specification, an

investigation was made to provide information on the ground conditions for design

and construction of the proposed works and in relation to any geochemical

contamination of the site. These purposes were significant in determining the scope

of the investigation. No responsibility can be taken for specific design proposals not

detailed or advised at the time of compilation of this report.

A Geoenvironmental Site Assessment was prepared previously by DTS Raeburn,

another company within the Raeburn Group. The results were given in their report

E11996/1, dated November 2006. Information from this desk study has not been

reproduced in this report. None the less, the findings have a bearing on the scope

of the present intrusive investigation, and as such, the two documents should be

read together.

The comments given in this report and any opinions expressed are based on the

ground conditions encountered during the site work and on the results of the

laboratory testing. There may be, however, conditions pertaining to the site which

have not been disclosed by the investigation and which therefore could not be

taken into account.

FSR.4660.02.R.doc 2 of 25

The recommendations of this report are based on an interpretation of legislation,

Codes of Practice, guidance notes and current research opinion. Revision of such,

particularly in environmental matters, is developing rapidly. Although this report

endeavours to anticipate any such changes that may arise within the foreseeable

future, changes are liable to occur which may cause the report inadequately to

address the position at that time. Further, the situation may be subject to varied

interpretation by statutory authorities and others, for which Terra Tek Limited

cannot be responsible.

2. LOCATION OF SITE

The site comprises a triangular area of land that covers approximately 4.3 hectares,

located at National Grid reference 581200, 172850. It is situated on the Hoo

Peninsula, approximately 15km to the north-east of Rochester, in Kent.

The Phase l development lies to the west of the site. The Medway Estuary is

positioned approximately 1km to the south, with Damhead Creek approximately

100m to the south-east. An industrial estate is located to the north-west.

A plan showing the location of the site is given in Figure A1.

3. ENVIRONMENTAL SETTING OF SITE

3.1 General

As noted in section 1, a Geoenvironmental Site Assessment has been prepared

previously by DTS Raeburn, the results of which were given in their report

E11996/1, dated November 2006. Information from this desk study has not been

reproduced in this report. None the less, the findings have a bearing on the scope

of the present intrusive investigation, and as such, the two documents should be

read together.

FSR.4660.02.R.doc 3 of 25

3.2 Description of Site

The triangular site comprises open locally overgrown grassland with occasional

scrub and small bushes. The topography was uneven and hummocky, particularly

in the eastern half. Surface conditions were generally well-drained throughout the

period of site work, with occasional areas of wetter land, causing marshy areas with

reeds to develop. There was no visible evidence of ground contamination.

The site is situated to the east of the existing Damhead Creek Power Station; an

800MW combined cycle gas turbine which was commissioned in 2001. A large

earthed perimeter fence separates the site from the existing Power Station. A one

metre high grassy bund extended along the western site boundary, with other

mounds of reworked earth in the east. The western part of the site is approximately

1.0m to 1.5m higher in elevation than the east and a strong earthed fence with a

lockable gateway separates the two parts.

The environment around the site is rural and predominantly agricultural, with

mitigation schemes in the surrounding area. Kingsnorth Industrial Estate lies

approximately 200m to the north-west. Kingsnorth Power Station lies some 300m

to the south.

Access to the site was along a gravel surfaced road, with a locked gate to prevent

vehicle access. Another lockable fence was situated between the access road and

the site.

3.3 Geology of Site

The Geology of the site as mapped by the British Geological Survey (Ref. 1) Sheet

No. 272 “Chatham”, indicates that the site is underlain in the east and south by

Alluvium (Recent), over London Clay (Eocene). The west and north of the site are

shown to be underlain by Head Brickearth over First Terrace River Gravels

(Recent) over London Clay (Eocene).

FSR.4660.02.R.doc 4 of 25

3.4 Conceptual Site Model

A conceptual site model, drawing together all of the strands of evidence from the

desk study into an overarching characterisation of sources, pathways and receptors

is given in the Phase 1 report. A preliminary risk assessment derived from that

conceptual site model was carried out and reported in the same document. Only

an overview of the conceptual site model and preliminary risk assessment is given

here and for this reason it is important to stress that this document should be read

in conjunction with the desk study site appraisal.

There is no history of development on the site. However, there is evidence of made

ground on the surface, although visual inspection indicated that this was probably

re-deposited natural soil. Pulverised fuel ash is understood to be present in some

parts.

Outside the site, an oil refinery was located to the west and north-west. This has

been replaced with an industrial estate in the north-west and by the Phase l Power

Station in the west. Kingsnorth Power Station is located about 300m to the south.

The conclusions were that collectively, there was the potential for many types of

contamination, and that the likelihood and associated risk was low, low/medium or

medium. Similarly, there was a possible risk of ground gas from any made ground

or organic deposits.

The critical receptors would be staff employed on the site, construction workers,

ground-water and the buildings themselves. The most sensitive end-users would

be female staff. Plants were not considered a particular issue, as the soft

landscaping would be minimal. Groundwater and surface water are both controlled

waters and are therefore protected by law.

The area surrounding the site has also been identified as being a Site of Special

Scientific Interest (SSSI), and a Special Protection Area (SPA). The nearby

shorelines of the River Medway and Damhead Creek have been designated as a

RAMSAR site, signifying a wetland of international importance. These constitute

significant ecological receptors; the closest being approximately 100m away from

the site.

FSR.4660.02.R.doc 5 of 25

Contaminant pathways may include ingestion, inhalation and dermal contact. The

pathways of contamination into the groundwater would be by the leaching of

contaminants by infiltrating surface water and pore water. Groundwater is a

pathway and a receptor for contamination. There are no significant source

protection zones associated with water abstractions near the site. Groundwater is

thought to flow towards the shoreline of Damhead Creek to the south-east of the

site. Damhead Creek is tidal.

To assist in foundation design and construction, eight boreholes were to be sunk by

cable percussion methods. Samples from the boreholes were to be tested to

provide parameters for geotechnical design.

Samples from the boreholes would also be available for geochemical contamination

testing. In addition, samples would be taken from trial pits for both geotechnical

and geochemical contamination testing. A broad analytical suite was proposed

comprising heavy metals, sulphate, pH and petroleum hydrocarbons. Should this

testing highlight any particular problems, then a programme of more specific testing

would be scheduled.

Standpipes were to be installed in some of the boreholes. Monitoring was to be

undertaken for ground-water levels and the generation of ground gas. Ground-

water samples were to be recovered from the standpipes and tested for quality, to

drinking water standards.

4. GROUND INVESTIGATION

4.1 Site Work

The site work was carried out during the period 28th November 2006 to 17th January

2007, in accordance with the guidelines laid down in BS5930 (Ref. 2), BS10175

(Ref. 3) and in-house procedures. The results of the site work are given in

Appendix B.

FSR.4660.02.R.doc 6 of 25

In preparation to the site-works, the smaller wire-bound fence separating the site

from the access road was partially disconnected to allow access to the rigs and

excavator. A mechanical excavator was used to construct a ramp between the two

halves of the site at the lockable gateway, in order for the crews to get their

equipment to the other side of a steep ditch and thereafter to the lower ground on

the other side of the earthed fence. The ground between the borehole positions

was also flattened and smoothed, particularly in the rough and hummocky areas, to

further aid access for the drilling rigs.

Eight boreholes (BH1 to BH8) were sunk by cable percussion methods, and six trial

pits (TP1 to TP6) were excavated by mechanical means, at the positions shown on

the site plan (Fig. A2). The depths of the boreholes and trial pits, the descriptions

of the strata encountered and comments on the ground-water conditions are given

in the borehole and trial pit records (Figs. B1 to B14). The Consulting Engineers

and the Client determined the positions of the boreholes and trial pits. The

positions were set out on site by Glen Surveys Limited as part of a topographic

survey. The borehole depths were determined by the Consulting Engineers, in

conjunction with Terra Tek Limited.

Disturbed and 100mm diameter tube samples were taken at the depths shown on

the borehole and trial pit records, and were despatched to the laboratory at

Chesham for examination and testing. Each sample was uniquely identified and a

transmittal note system used throughout sample transfer.

Falling head permeability tests were carried out at the depths shown on the

borehole records. The results are given in Figures B15 to B40. In this connection,

some of the permeability test results have been reported as zero. This in effect

means that the water level in the borehole did not fall over the test period. A

summary of the tests undertaken is given in the following table:

FSR.4660.02.R.doc 7 of 25

Borehole Depths (m) Figure Numbers BH1 30 B15 BH2 5, 10, 15, 20, 28 B16-B20 BH3 5, 10, 15, 20, 30 B21-B25 BH4 5, 10, 15 B26-B28 BH5 5, 10, 15 B29-B31 BH6 5, 10, 15, 20 B32-B35 BH7 5, 10, 15 B36-B38 BH8 5, 10 B39-B40

Standard (split-barrel sampler and cone) penetration tests (Ref. 4) were undertaken

in the boreholes to assess the relative density or the consistency of the materials

encountered. The values of penetration resistance are given in the borehole

records and a plot of the SPT “N value” vs. depth is provided as Figure B41. The

references to relative density under the heading "Description of Strata" in the

borehole records are based on the field values of penetration resistance

uncorrected for the effects of overburden pressure.

Nominal 50mm diameter perforated standpipes were installed in boreholes BH2,

BH6 and BH8, details of which are given on the relevant records. On 29th January

2007, approximately two weeks after the final drilling date, groundwater monitoring

was undertaken in all three standpipes, over a tidal cycle. The findings are

presented in Figure B42.

After this monitoring took place, all three standpipes were purged. Then water

samples were taken by bailer, before being transferred into one litre glass bottles.

Geochemical samples were transported to the laboratory in coolboxes.

As noted above, a topographical survey was carried out by Glen Surveys Limited.

A copy of the report is included as Appendix E, with the survey transparencies and

AutoCAD files provided separately. As part of this work, the ground levels and co-

ordinates at the borehole and trial pit positions were determined. These are shown

on the records. The ground levels are recorded as metres above ordnance datum,

and the co-ordinates were measured using a local grid.

FSR.4660.02.R.doc 8 of 25

4.2 Laboratory Testing

A test schedule was prepared by Terra Tek Limited. Both the geotechnical and

geochemical testing were carried out at laboratories holding UKAS Accreditation.

The geotechnical laboratory testing was carried out in accordance with BS1377

(Ref. 4). The results are given in Appendix C and comprised the following:

Description of Test Number Figures

Moisture content tests 25 C1

Liquid and plastic limit tests 22 C2 to C23

Particle size distribution tests 20 C24 to C43

Oedometer consolidation tests 10 C44 to C53

Undrained triaxial compression tests 19 C54 to C72

Water soluble sulphate and pH value tests 12 C73

In addition, a suite of chemical contamination tests was carried out on fourteen

samples of soil, and three samples of groundwater. In addition, as part of this work,

the water soluble sulphate contents and pH values of a further five soil samples

were determined. The results of these tests are presented as Figures D1 to D4 in

Appendix D.

With respect to the geochemical soil testing regime, very little made ground was

found on the site. As such, no particular areas of land were targeted. Rather, all

the made ground was tested, together with some of the natural soil.

The resistivity of four soil samples was determined. This work was carried out by

Soil Mechanics Limited and their Test report N7015 is included as Appendix F1.

FSR.4660.02.R.doc 9 of 25

5. GROUND CONDITIONS ENCOUNTERED

A longitudinal section through the site showing the materials encountered in the

boreholes is given in Figure A3. The line along which the section was taken is

shown on the site plan (Fig. A2). It should be recognised that the boreholes have

been projected onto the line of section and this will influence the stratigraphy (e.g.

boreholes BH4 and BH5 lie together on the section, but are at opposite sides of the

site).

The ground conditions are complicated with some of the layers being absent from

some of the boreholes and trial pits. None the less, with the help of the longitudinal

section, the following stratigraphy can be identified. In this connection, immediately

below is a summary, with further detail given thereafter.

TOPSOIL or MADE GROUND Generally encountered to depths

(UNIT 1) ranging from 0.25m to 1.30m, but

locally as much as 1.80m.

Sandy CLAY or sandy gravelly CLAY Encountered to depths ranging from

(UNIT 2) 1.45m to 5.20m. Absent in trial pit

TP4. Trial pits TP2 and TP3 were

completed in this stratum at depths

of 2.90m and 2.70m, respectively.

Clayey or silty SAND and GRAVEL with Encountered to depths ranging

cobbles (in varying proportions) from 4.20m to 6.10m. Absent in

(UNIT 3) boreholes BH2, BH3 and BH5. The

remainder of the trial pits were

completed in this soil at depths of

2.75m to 2.90m.

CLAY or sandy CLAY Encountered to depths ranging from

(UNIT 4) 6.00m to 9.50m. Absent in

boreholes BH4, BH6, BH7 and BH8,

which were sunk at the southern part

of the site.

FSR.4660.02.R.doc 10 of 25

Clayey or silty SAND and GRAVEL with Encountered to depths ranging

cobbles (in varying proportions) from 8.00m to 10.65m.

(UNIT 5)

CLAY or sandy CLAY Encountered to depths ranging from

(UNIT 6) 13.00m to 16.20m. Borehole BH4

was completed in this soil at 15.00m.

Clayey or silty SAND Encountered to depths ranging

(UNIT 7) from 15.00m to 23.00m. Absent in

borehole BH2. Borehole BH5 was

completed in this soil at 15.00m.

Sandy CLAY Encountered to depths ranging from

(UNIT 8) 17.20m to 24.90m. Absent in

borehole BH1.

SAND or clayey or silty SAND Boreholes BH1, BH2, BH3, BH6,

(UNIT 9) BH7 and BH8 were completed in this

stratum at depths between 20.45m

and 30.00m.

UNIT 1 – MADE GROUND

Made ground was encountered only in boreholes BH1, BH2 and BH4 and trial pits

TP1, TP2 and TP3, which were all located at the higher west of the site.

The made ground was commonly up to 1.30m deep, but thicknesses of 1.80m and

1.70m were found in borehole BH4 and trial pit TP2, respectively.

The material generally comprised sandy gravelly clay with broken brick and

concrete. Pulverised fuel ash (pfa) was met in trial pit TP2. Concrete obstructions

were found at some locations.

FSR.4660.02.R.doc 11 of 25

UNIT 2 – Sandy CLAY or sandy gravelly CLAY

This clay was generally firm and stiff. However, soft material was encountered to a

depth of 2.00m in borehole BH7. In addition, very soft pockets were occasionally

noted. However, it is considered that the presence of such pockets will have little

effect on the overall bearing capacity of the ground, since the movement necessary

to allow failure will be restricted by the mass of stronger soil.

In trial pit TP6, the topsoil was separated from the clay by 0.70m of clayey sand.

UNIT 3 – Clayey or silty SAND and GRAVEL

The composition of this granular horizon was extremely variable ranging from an

almost ‘clean’ sandy gravel, to clayey or silty gravelly sand. Occasional cobbles

were present. In addition, at some locations the layer consisted of clayey or silty

sand, with no gravel.

The in situ penetration tests showed the soil to be loose and medium dense.

However, the soil to a depth of 5.00m in borehole BH8 was very loose.

UNIT 4 – CLAY or sandy CLAY

This clay layer was often laminated or contained organic pockets. The consistency

ranged from firm to very stiff, although very soft pockets were occasionally noted.

The argument given above with respect to such pockets also applies in this case.

Very soft to soft organic clay was encountered from 6.65m to 8.20m in borehole

BH1.

UNIT 5 – Clayey or silty SAND and GRAVEL

The composition of this granular horizon ranged from an almost ‘clean’ sandy

gravel, through clayey or silty sand and gravel, to clayey or silty gravelly sand.

Occasional cobbles were present.

The in situ penetration tests showed the soil to be medium dense and dense.


This horizon was laminated in places, fissured in places or contained bands of

sand. The soil was firm, stiff and very stiff.

FSR.4660.02.R.doc 12 of 25

UNIT 7 – Clayey or silty SAND

In places this granular layer contained shells, small pieces of wood or other organic

matter. Sand and gravel with shells was encountered from 17.00m to 17.65m in

borehole BH3.

The in situ penetration tests showed the soil to be medium dense and dense.


Shells were sometimes present within this clay. The soil was firm and stiff.

UNIT 9 – Clayey or silty SAND

This granular horizon occasionally contained bands of clay and small pieces of

wood. However, shells were common.

The soil was medium dense and dense.

Groundwater was encountered in the boreholes at depths ranging from 3.00m to

9.50m, from where the levels rose to between 1.45m and 4.70m over a period of

twenty minutes. Groundwater was also met in trial pit TP5 at a depth of 1.80m, but

was not observed to enter the other pits.

The standpipes in boreholes BH2, BH6 and BH8 recorded standing water levels at

depths of about 1.85m, 1.85m and 1.40m, respectively, on 29 January 2007. The

instruments showed a tidal variation of about 0.10m, with a short time lag.

6. COMMENTS ON THE RESULTS OF THE INVESTIGATION IN RELATION TO FOUNDATION DESIGN AND CONSTRUCTION

It is understood that the new plant will be constructed at the west of the site,

adjacent to that existing. At the time of writing, little information was available on

the proposed foundation loadings. However, it is assumed that they will be heavy.

The natural soils at shallow depth comprise clay which has low or medium

shrinkage potential. As such, conventional pad and strip footings should be placed

at a minimum depth of 0.90m below final ground level.

FSR.4660.02.R.doc 13 of 25

In places the clay at shallow depth is soft. Furthermore, the layer is thin or even

absent in places, and the underlying granular soil is sometimes very loose or loose.

On this basis, conventional pad and strip foundations placed in the natural soils

beneath the topsoil and made ground, at a minimum depth of 0.90m below final

ground level, may be designed to an allowable net bearing pressure of only 40kPa.

This value should ensure the customary acceptable factor of safety of 3 against

shear failure of the ground and with its adoption the maximum total settlement

associated with foundations up to 1.2m wide should be less 25mm. This calculated

settlement allows for submergence of the granular soil.

Settlements in the granular soils will take place largely as the loadings are applied,

whereas those in the clay will be mainly time dependent and will occur over a

considerably longer period. Differential movements will be dependent on variations

in the foundation widths and loading intensities and on the stiffness of the

structures, as well as the ground conditions.

The above quoted value of allowable net bearing pressure will not be able to

accommodate the loadings from the power plant. Furthermore, the poor soil

conditions are present to depths up to about 5.0m. Accordingly, it is considered

that the structures should be supported on pile foundations.

Consideration could be given to the adoption of bored or driven piles in the ground

conditions at this site. Driven piles generally have the advantage of improved

carrying capacity over a similar sized bored pile. This is due to the loosening or

softening of the soils during bored pile shaft formation.

Bored and cast-in-place concrete piles have the advantage that large diameters

can be employed which may be necessary if the loadings are particularly heavy.

However, they will require the use of casings and care will have to be taken during

concreting to avoid necking or waisting of the pile shafts when withdrawing these

liners. Water will be met in the pile holes and care will have to be taken to avoid

removing excess soil when forming the shafts in the sands, as this could lead to

instability of the surrounding ground. It may be necessary to keep the pile holes

topped up with water and to place the concrete by means of a tremmie.

FSR.4660.02.R.doc 14 of 25

Continuous flight auger (c.f.a) piles could be considered, but the above warnings

are emphasised, particularly that of loss of ground, although it is understood that

this can now be closely monitored and corrective measures undertaken.

Steel section piles would also be appropriate, and whilst they have a low area in

end bearing, they have a large surface area, which obviously improves shaft

resistance.

The carrying capacity of an individual pile comprises the end bearing resistance of

the toe, together with the shaft resistance along the embedded length. The

carrying capacity of driven piles is usually evaluated on site using the number of

blows required to reach a certain penetration or set. Indeed, the carrying capacity

is likely to be dictated by the structural strength of the pile concrete. However,

static methods can be used to make a preliminary estimate for both bored and

driven piles and using these methods the following comments on pile capacity are

included.

The ultimate end bearing resistance (Qb) of a bored or driven pile toed in

cohesionless soil is given by:-

Qb = γl g D Nq Ab (kN)

where γl g = average effective unit weight of soil surrounding the pile

(kN/m3)

D = depth to pile toe beneath ground level (m)

Nq = bearing capacity factor which is a function of the angle of

shearing resistance of the soil (φ) and the ratio of pile depth

to diameter as indicated by Berezantsez (Ref. 5). φ is

determined from the results of the standard penetration tests.

The soil in which the piles will be toed will be medium dense

and dense with φ ranging from 30° to 40°. However, in the

case of bored piles, an Nq value appropriate to very loose to

loose soil conditions should always taken (i.e φ = 28° to 30°)

to allow for loosening during shaft formation.

Ab = effective cross-sectional area of base (m2).

FSR.4660.02.R.doc 15 of 25

The ultimate end bearing resistance (Qb) of a bored or driven pile toed in cohesive

soil is given by:-

Qb = cb Nq Ab (kN)

where cb = undrained shear strength of the soil at the toe (kPa)

Nq = bearing capacity factor, generally taken as 9.

The end bearing resistance in granular soil increases with overburden pressure (i.e.

confining pressure) and as such it is generally greater than that for a cohesive soil

at the deeper horizons. Indeed, a cap at 11MN/m2 is usually applied in

calculations. None the less, there is usually advantage in toeing piles in a reliable

thickness of granular soil.

Several methods are available for estimating the ultimate shaft resistance (Qs) of

piles in contact with granular soil. However, that suggested by Broms (Ref. 6) is

readily understandable and is given by:-

Qs = 0.5γI g (D+d) Kstanδ As (kN)

where D = depth to pile toe, or the base of the granular stratum (m)

d = depth to top of the granular stratum (m)

δ = angle of friction between pile and soil (degrees)

Ks = an earth pressure coefficient dependent on the relative

density of the soil. Broms has related values of δ and the

angle of friction (φ) to produce Ks values of 0.5 to 2.0

As = embedded surface area of pile (m2).

For bored piles, δ should be taken as 22° and Ks as 1.0 to allow for loosening

during shaft formation.

The ultimate shaft resistance (Qs) of a pile in cohesive soil is determined by

applying a factor to the undrained shear strength (cu) which exists in the soils along

the embedded length of the pile and is given by:-

FSR.4660.02.R.doc 16 of 25

Qs = α cu As (kN)

where α = 0.45 to 0.5 for bored piles

= 1.0 for driven piles with cu <50kPa

= 0.2 to 1.0 for driven piles with cu >50kPa. The value is

dependent on the ground conditions and depth of

penetration into the stratum.

To obtain the allowable or safe carrying capacity, a factor of safety is applied to the

ultimate value, generally of the order of 2.5.

At this site, many pile types and sized could be designed to accommodate the

working loads, and all cannot be considered in this text. However, the following

table is included as a guide to the loads that could be expected to be carried by

some selected bored and cast-in-place concrete piles. The bearing stratum was

taken as medium dense sand (φ = 36°) at a depth of 25.00m. The ground

conditions were assumed to comprise 5.00m of very loose to loose sand (φ = 28°),

overlying medium dense sand (φ = 33°) to 10.00, underlain by firm clay (cu = 60kPa)

to 20.00m, in turn resting on the medium dense bearing stratum. The groundwater

table was assumed to be at a depth of 2.00m. A factor of safety of 2.5 was allowed

on the ultimate carrying capacity.

Calculations were not carried out for driven piles, because at these depths the

calculated capacity will far exceed the structural strength of the pile. As indicated

earlier, driven piles will achieve their maximum capacity at a much shallower depth.

However, they are limited in diameter which in turn puts a cap on the working load.

Pile Diameter

(mm)

Ultimate End Bearing

Resistance (kN)

Ultimate Shaft

Resistance (kN)

Allowable or Safe Working

Load (kN)

500 700

1000

625 1225 2910

1075 1090 2025

680 1090 2025

FSR.4660.02.R.doc 17 of 25

As noted above, many pile types, sizes and spacings may be selected to carry any

given working load, and the choice should only be made after considering all the

relevant factors. Before a final decision is taken, it would be advisable to consult

specialist piling contractors as to the suitability of their particular piles and

equipment in the conditions at this site, and as to the size of pile and penetrations

they would advise to support the workings loads and to maintain settlements within

acceptable limits.

Lightly loaded reinforced concrete ground bearing floor slabs should be

satisfactory, provided the topsoil and made ground are removed and the slabs are

cast on a blanket of well-compacted imported granular fill. The exposed formation

in any granular soils should be compacted prior to placing the granular blanket, to

make good any disturbance caused during excavation.

However, there will be a risk of excessive settlement with more heavily loaded

floors. The settlement of a floor depends on the loading, the size of the loaded

panel and on the method of construction, as well as the ground conditions. It is

advised that a settlement analysis is carried out for each of the more heavily loaded

floors. At worst, it may be necessary to support these floor slabs on additional

piles.

Continuous support should be provided to the walls of vertically sided foundation

and service excavations which extend below a depth of about 1.2m. Traditional

methods of support could be considered in cohesive soils or granular soils above

the ground-water table. However, where the base of an excavation is in granular

soil beneath the ground-water table, it may not be possible to form the excavation

and install the support. In this case the best option would be interlocking steel

sheeting driven below the base. By driving the sheeting below the base and

thereby lengthening the drainage path, a partial groundwater cut-off would be

provided which would reduce the volumes of water entering the excavation.

Indeed, if the sheeting was driven to a cohesive soil an almost complete cut-off

would be provided.

FSR.4660.02.R.doc 18 of 25

Sump pumping should cope with the volumes of water that enter shallow

excavations. Care should be taken to ensure that pumping operations do not

remove from material from the surrounding ground, thus causing instability. To

prevent the deterioration of prepared foundation formations in the presence of

ground or surface water, it would be advisable to place a blinding layer of concrete,

or the foundation concrete itself, as soon as possible after excavating to formation

level.

7. GEOCHEMICAL CONSIDERATIONS

7.1 Methodology

For the purposes of assessing the geochemical condition of the site, it is now

generally accepted that a risk-based approach should be adopted. A Conceptual

Site Model should be built up from the results of a desk study. The model should

be tested by assessing the risk that a hazard is connected to a potential receptor by

a pathway. The Conceptual Site Model is a requirement of BS10175 (Ref. 3).

Once pollutant linkage has been demonstrated, the risk to each receptor should be

assessed. A tiered approach is advocated in most instances, whereby generic

guidelines are compared against an appropriate data set. If concentrations in

excess of these generic guidelines are found, a further, more detailed but less

conservative site specific risk assessment should be carried out.

For the assessment of human health, the data set has been screened against soil

guideline values derived from the CLEA Model (Refs. 7and 8).

In assessing the risk to ground and surface waters, the results of the analyses are

compared with the drinking water standards (Refs. 9 and 10) and the

Environmental Quality Standards.

As noted earlier, plant growth may not be an issue at this site. However, for

completeness, a section is included. The risk to plant growth (i.e. phytotoxicity) has

been assessed using the Sludge Regulations 1989 (Ref. 11) and the old ICRCL

guidelines (Ref. 12).

FSR.4660.02.R.doc 19 of 25

Sulphate and acid attack on buried concrete should be evaluated with reference to

BRE Special Digest 1 (Ref. 13).

7.2 End User Risk Analysis

The risk to human health from long term exposure to soils has been assessed

using the Contaminated Land Exposure Assessment (CLEA) model (Ref. 7). Prior

to using this and indeed any model, it is necessary to determine whether it is

appropriate and identify aspects that would make the findings more or less

conservative.

The model defines land uses in the following categories: residential with and

without gardens, allotments and commercial/industrial. The proposed development

falls within the commercial/industrial category. CLEA generates soil guideline

values (SGVs) for a variety of determinands, using nationally recognised and

published toxicological data. The SGVs were derived for near neutral soil

conditions (i.e. pH values of 6.0 to 8.0). The average pH was 7.5 at this site, so

that the SGVs are appropriate.

The model also assumes that the data set is representative of an "averaging area".

The averaging area is the area and volume of soil where exposure could occur (i.e.

the landscaped areas). There was no evidence of ground contamination at the site

(indeed there was very little made ground) and as such no specific area has been

targeted. Rather, all the made ground was tested, together with some of the

natural soil.

Fourteen samples of made ground/soil were analysed for a suite comprising

arsenic, boron, cadmium, chromium, copper, lead, mercury, nickel, selenium, zinc,

total petroleum hydrocarbons (TPH), water soluble sulphate and pH. The fourteen

samples were also screened for asbestos.

The range of contamination for the metal contaminants of concern is summarised in

the following table along with respective SGVs.

FSR.4660.02.R.doc 20 of 25

Determinand

Minimum

Concentration

(mg/kg)

Maximum

Concentration

(mg/kg)

SGV

(mg/kg)

Arsenic 5.1 14.6 500

Cadmium <1 <1 1400

Chromium 18 44 5000

Lead 9 83 750

Mercury <0.5 <0.5 480

Selenium <1.0 3.0 8000

Nickel 21 46 5000

The next stage is usually to carry out a statistical analysis by calculating the 95th

percentile of the mean value, as described in CLR 7. Once calculated, it is the

upper 95th percentile that is compared to the relevant SGV. However, the

concentrations of all the metals are so low that this stage is not warranted. Indeed,

it is worth noting that measured concentrations were below the SGVs for the most

onerous of site uses, residential with gardens.

Accordingly, the risk associated with metal contamination is assessed as low.

There is currently no nationally recognised guidance for the assessment of

petroleum hydrocarbons. However, the Environment Agency has consulted on

establishing a framework for doing so. It appears that an approach broadly along

the lines of the Total Petroleum Hydrocarbon Criteria Working Group (TPHCWG) is

proposed. However, the Environment Agency recognises that markers, such as

TPH, can be used for an initial, first tier, screening assessment. A Tier 1 threshold

of 50mg/kg is commonly used, which is the Dutch Target Value.

Total petroleum hydrocarbons (TPH) were generally measured at concentrations of

less than 1mg/kg to 50mg/kg. The 95th percentile of the mean value was 16mg/kg.

As such, the risk associated with hydrocarbon contamination is assessed as low.

The fourteen samples were screened for asbestos. None was found.

FSR.4660.02.R.doc 21 of 25

7.3 Groundwater

Water samples were taken from the standpipes in boreholes BH2, BH6 and BH8.

The water samples were tested for a suite including arsenic, cadmium, chromium,

lead, mercury, selenium, copper, nickel, zinc, phenol, ammoniacal nitrogen,

cyanide (total), pH, TPH and PAH (speciated).

The general accepted practice is to screen these water analysis results against the

drinking water guidelines. The assessment tool employed for the generic screening

of samples for the protection of ‘Controlled Waters’ is the Water Supply (Water

Quality) Regulations 2000, which came into force in December 2000 (Ref. 9).

Where the 2000 guidelines do not apply, the 1989 guidelines (Ref. 10) have been

used as a benchmark. However, some of the determinands are not covered in

either document, and where this is the case, the Environmental Quality Standards

(EQS) have been used as screening values.

When the results were compared with these guidelines, the only determinands

found in excess of the thresholds were TPH and nickel.

Whist the groundwater levels measured in the standpipes showed only a small tidal

variation, there appeared to be a significant change over the period covered by the

whole investigation. As such, the TPH and nickel contamination may well be due to

off-site sources. None the less, at this stage the risk associated with contamination

of the groundwater is assessed as low/medium.

7.4 Plants

Nickel, copper, boron and zinc all exhibit phytotoxic properties, which is to say they

are poisonous to plants at certain concentrations.

Therefore, the Sludge (Use In Agriculture) Regulations (Ref. 11) guidelines have

been utilised for an assessment with respect to phytotoxicity for nickel, copper and

zinc.

The maximum concentrations of nickel, copper and zinc were 46mg/kg, 46mg/kg

and 107mg/kg, respectively. The guideline values are 110mg/kg, 200mg/kg and

450mg/kg.

FSR.4660.02.R.doc 22 of 25

Accordingly, the risk to plants as a result of root uptake is considered to be low for

nickel, copper and zinc.

It has been necessary to fall back on the old ICRCL guidelines (Ref. 12) for an

assessment with respect to the phytotoxicity of boron. The boron (water soluble)

concentrations ranged from less than 1.0mg/kg to 9.8mg/kg. The highest value

was obtained from a sample of pulverised fuel ash (the only one tested). If this

result is removed from the data set, the 95th percentile of the mean becomes

2.9mg/kg. The data set represent a normal distribution and so using the 95th

percentile is appropriate. The old ICRCL trigger threshold was 3mg/kg.

Accordingly, the risk to plants as a result of boron contamination is assessed as

low, provided adequate cover is provided to any pfa.

7.5 Chemical Attack on Buried Concrete

The results of the chemical analyses on thirty-one samples of the made ground/soil

generally indicate soluble sulphate contents (as SO4 in 2:1 water/soil extracts)

between less than 0.01g/l to 0.47g/l. However, there were two elevated values of

1.53g/kg and 1.46g/kg. The 95th percentile of the mean was 0.4g/l. However, the

two elevated values fall outside the normal distribution and therefore represent hot-

spots. The higher concentration was found in a near surface sample of made

ground. However, 1.46g/l was measured in a sample of clay taken from a depth of

14.00m. The associated pH values ranged from 6.3 to 8.6.

BRE Special Digest 1: 2005 (Ref. 13) recommends precautionary measures with

respect to sulphate attack on concrete for a range of concentrations, for both

‘Greenfield’ and ‘Brownfield’ locations. The higher concentrations in the made

ground and natural soil at this site fall within Class DS-2.

Consideration should also be given to the risk of acid attack on concrete. The

classification varies depending upon whether the ground-water is static or mobile.

In the case of both the made ground and natural soils, the classification becomes

DS-2 AC-1s in static conditions and DS-2 AC-1 where the ground-water is mobile.

Provided the concrete mixes are designed in accordance with the above

recommendations, the risk due to sulphate and acid attack is considered low.

FSR.4660.02.R.doc 23 of 25

7.6 Construction Workers

None of the observed concentrations should present a significant risk to the human

health of construction workers, who will experience only short term exposure. None

the less, good standards of site hygiene should always be maintained to ensure

that ingestion and dermal contact are minimised.

7.7 Ground Gas

The generation of methane or carbon dioxide gases is often associated with made

ground or organic deposits. Hydrogen sulphide can be associated with made

ground, particularly material containing slag. The receptors would be operating

staff, construction workers and the buildings themselves.

Assessing the composition of the ground gas was outside the scope of the current

investigation. However, it is likely that the matter will have to be addressed before

construction is allowed to commence.

7.8 Conclusions and Conceptual Site Model Validation

There was no history of any previous development on the site, but there was

evidence of some made ground. The earlier conclusions were that collectively,

there was the potential for many types of contamination, but that the likelihood and

associated risk was low, low/medium or medium. In fact, the only contamination

identified in the boreholes and trial pits was boron contamination in the soils/made

ground, and nickel and petroleum hydrocarbon contamination of the groundwater.

The risk assessment has been updated as follows:

FSR.4660.02.R.doc 24 of 25

Source Pathway Receptor Risk Outcome Action Required

Staff Low No Toxic Metals (from any made ground)

Inhalation, Direct Contact, Ingestion

Humans Construction Worker Low No

Phytotoxic Metals (from any made ground)

Uptake by roots Flora Low See below

Staff Low No Petroleum and Polyaromatic Hydrocarbons (from any made ground)

Inhalation, Direct Contact, Ingestion


Groundwater Low/Medium See below Leachables and Mobile Hydrocarbons

Migration via permeable strata or ground-water Surface Water Low No

Staff Not Assessed Monitoring

Humans Construction Worker Not Assessed Monitoring

Soil Gases (from any made ground)

Migration via permeable strata

Buildings (fire, explosion) Not Assessed Monitoring

Staff Low No Asbestos (from any made ground)

Inhalation Humans Construction Worker Low No

Buildings and Services Low Specific

concrete mix required

Sulphates and Corrosives (from any made ground)

Direct Contact


Boron contamination was encountered over the site as a whole. However, by far

the highest concentration was encountered in a sample of pulverised fuel ash (the

only one tested). When this sample is removed from the data set, the 95th

percentile of the mean falls below the threshold with no hot-spots. As such, the risk

to plants as a result of boron contamination is assessed as low, provided adequate

cover is provided to any pfa.

Nickel and petroleum hydrocarbon (TPH) contamination was encountered in the

groundwater. The source may well be off-site. Further sampling and testing is

therefore advised so that the groundwater conditions can be modelled. Fresh

samples should be taken from the standpipes and also from the water courses on

the north-east and southern sides of the site.

FSR.4660.02.R.doc 25 of 25

The standpipes should also be monitored for ground gas. At least three visits

should be made, preferably during periods of low atmospheric pressure when

generation is at its worst.

In the case of sulphate and acid attack on buried concrete, the risk is low only when

the mixes are designed in accordance with BRE Special Digest 1 (Ref. 13) (see

sub-section 7.5).

Graduate Engineering Geologist Chief Geotechnical Engineer

For and on Behalf of Terra Tek Limited

Ground Investigation Department Chesham

This report is not to be used for contractual or engineering purposes unless the report text and front cover sheet is signed where indicated by both the originator of the report and the approver and the report is designated ‘Final’ on the cover sheet.

FSR.4660.02.R.doc 1 of 25

REFERENCES (1) 1:50,000 scale British Geological Survey Map, Sheet No. 272, “Chatham”. (2) BS5930: Code of Practice for Site Investigations, British Standards Institution,

1999. (3) BS10175: Code of Practice for the Investigation of Potentially Contaminated

Sites, British Standards Institution, 2001. (4) BS1377: Methods of Test for Soils for Civil Engineering Purposes, British

Standards Institution, 1990. (5) Berezantsev, V.G. Load Bearing Capacity and Deformation of Piled

Foundations. . Proc. 5th Int. Conf. Soil Mech. Paris 1961. (6) Broms, B. Methods of Calculating the Ultimate Bearing Capacity of Piles-A

Summary. Sols-Soils. 5, 18-19. 1966. (7) R&D Publication CLR7, Assessment of Risks to Human Health from Land

Contamination, DEFRA and the Environment Agency, 2002. (8) R&D Publication CLR10, The Contaminated Land Exposure Assessment Model

(CLEA): Technical Basis and Algorithms, DEFRA and the Environment Agency, 2002.

(9) The Water Supply (Water Quality) Regulations, 2000. (10) Water Supply (Water Quality) Regulations, 1989. (11) Statutory Instrument 1989 No.1263: The Sludge (Use in Agriculture) Regulations

1989. (12) Guidance on the Assessment and Redevelopment of Contaminated Land.

I.C.R.C.L 59/83, Second Edition, 1987. (13) BRE Special Digest 1. Concrete in Aggressive Ground. Building Research

Establishment. 2005.

Site: Contract No:

Client:

Engineer:

Title: Fig No:

A1Not to Scale Sheet 1 of 1

PB Power

Final

4660

WTG

DAMHEAD CREEK PHASE ll

Scottish Power Generation Limited

Chk & App

Originator

FSR

Status

SITE LOCATION PLAN

Crown Copyright Licence Number 1000005786

SITE LOCATION

Contract No:

Title: Fig No:

A2

Sheet 1 of 1

4660

SITE LAYOUT PLAN

FinalWTG

Chk & App

Originator

FSR

Status

Site: DAMHEAD CREEK PHASE ll

Client:

Engineer:


PB Power

North

Not to Scale

Plan Adapted From Drawing No. S06146-D/1

Line of Cross Section

(See Figure A3)

1350E, 1250N

1650E, 1000N

BH6

BH5

BH1

BH4

BH3

BH2

BH8BH7

TP1

TP6

TP5

TP4TP3

TP2

T

Medium dense to dense dark brown orange slightly clayey sandy GRAVEL.Sand is fine to coarse. Gravel is fine to coarse, of angular to rounded flint.Contains occasional angular to rounded flint cobbles.

...@ 7.25m: Contains cobble-sized pockets of orange brown fine sand.

1.20

2.00

3.00

4.00

5.00

9.50

MADE GROUND: (Brown slightly sandy gravelly CLAY. Sand is fine tocoarse. Gravel is fine to coarse, of angular to rounded flint. Containsoccasional rootlets).

BH1

U

T

B

CPTB

Medium dense to dense dark orange brown very gravelly SAND. Sand isfine to coarse. Gravel is coarse, of angular to rounded flint. Contains cobblesized angular to rounded flint.

# MADE GROUND: (Layer of Road Stone).

1.25

Stiff orange brown sandy gravelly CLAY. Sand is fine to coarse. Gravel isfine to coarse, of angular to rounded flint.

Medium dense orange brown sandy GRAVEL. Sand is fine to coarse.Gravel is fine to coarse, of angular to rounded flint.

...@ 4.00m: Contains cobble-sized pockets of brown sandy clay.

Stiff and very stiff olive brown mottled with orange brown CLAY.

Very soft to soft dark grey slightly organic CLAY.

...@ 7.00m: Becoming light brown in colour.

TOPSOIL: (Grass top over brown sandy slightly gravelly CLAY. Sand is fine.Gravel is fine to coarse, of sub-angular and sub-rounded flint. Containsmany rootlets).0.40

=21

=40

(14)

(64)

=24

8.20 1.45 20

0.50

29/11

=24

2.008.00

2006

6.95 U

2.00

3.00

3.60

4.00

5.00

=25

6.25

=27

7.00

7.25

8.00

8.50

8.75

9.50

1.20

5.25

3.28

B

DRYDRY

1.45

29/11

3.53

2.08

-0.57

-2.57

-4.12

-4.67

3.68

0.55

0.80

2.00

4.65

6.65

8.20

30/11

8.75

W

B, J

SPTTB, J

CPTB

B

8.00

CPTB

SPTTB

T

CPT

6.50

To Depth

Casing

Flush

Struck Rose To Time(mins)

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 8.20m, rising to 1.45m after 20 minutes.4. Small amounts of water were added to assist boring from 1.20m to 2.00m and continuously from 2.00m to 8.00m.5. Drilling was temporarily suspended on 02/12/2006 after the two sizes of casing were jammed together with sand. The entire casing was removedand replaced before drilling was continued on 03/12/2006.

From

10.0030.00

Final

B1Chk & App

Diam

Cut Off

Ground-water

Equipment:

Sheet 1 of 3

ChisellingDriller

Remarks:

1.202.00

250200

10.5030.00

10.0030.00

1.2030.00

Inspection Pit toCable Percussion to

1.202.00

GD & KS

10.5030.00

2.008.00

1.2030.00


1.202.00

250200

10.5030.00

10.0030.00

250200

From

WTG

LA

Fig No:

2.008.00

Style: BOREHOLE File: H:\GEOTECHNIC

AL\_GIN

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PJ Printed: 26/03/2007 12:01:37 Terra Tek Lim

ited, 62 R

ochsolloch R

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ail: laboratory@

terratek.fsnet.co.uk

To

Water Added

To Time(hr) Returns Type To Depth

Boring

Scale

Backfill

4660


Samples and Tests

Depth

Water

Depth

Symbol

1:50

N 1258.8

Borehole No:

Location:

Engineer:

Client:

E 1404.4 Orientation:

PB Power

Dando 2000


1.2030.00

DAMHEAD CREEK PHASE II

Site: Contract No:

Casing

Vertical

4.08

(mOD)Depth

Originator

Status

Type

Level

Legend

Depth

SampleDescription of Strata

Result

Progress

Depth

4.6/8.10.10.12

3.4/4.5.6.6

2.4/5.6.6.8

3.5/6.6.7.8

3.4/5.6.6.7

2.3/4.6.6.8

17.50


250200

1.202.00


1.2030.00

=25

=24

(100)

(80)

(70)

(76)

10.0030.00

18.50

2.008.00

17.00

16.25

16.00

15.50

15.00

14.50

14.00

13.50

13.00

12.50

11.75

11.50

19.25

Client:

2.008.00

Contract No:

10.80

Site:


1.2030.00

N 1258.8

Dando 2000VerticalOrientation:

10.5030.00

E 1404.4

17.00

Engineer:

Location:

Borehole No:

Equipment:

BH1

-6.72

14.00

12.50

11.00

10.00

11.00

-11.47

T

4.30

2.45

1/12

16.20

15.55

-12.12

T

...@ 18.50m: Becoming clayey. Contains occasional medium gravel ofrounded flint.

...@ 17.55m: Very thin bed of very stiff light brown slightly sandy clay, withoccasional sub-rounded and rounded black pebbles.

Medium dense dark grey silty SAND. Sand is fine and medium. Containsoccasional fine to coarse gravel-sized fragments of black ancient wood, andoccasional fine and medium gravel-sized shell fragments.

Firm to stiff fissured dark grey brown CLAY. Contains thin beds of slightlysandy CLAY. Sand is fine to coarse.

Stiff fissured dark grey CLAY.

See Previous Page

B

T

15.50

B

U

SPT

B

T

U

T

T

U

T

T

U

B

18.50SPT

Flush

Diam

Chk & App

B1

Final

To Depth

FromCut OffTime(mins)

PB Power

Struck

WTG


10.0030.00

10.5030.00

250200

1.202.00

Rose To Type

10.0030.00

10.5030.00

250200

1.202.00


1.2030.00


AL\_GIN

T FILES\4660.G


ited, 62 R

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Boring Casing

To DepthDriller

ReturnsTime(hr)ToFromTo

Scale

2.008.00

Fig No:

LA

Symbol

Level

Remarks:

Progress

Description of StrataSample

Depth

Legend

Result

Samples and Tests

(mOD)Depth

Water

Depth

Backfill


4660

CasingDepth

Originator

Status

Ground-water Water Added

Sheet 2 of 3

1:50

Chiselling

4.08Depth

Type

3.4/5.6.6.8

2.4/4.6.6.8

22.25

=32

=38

=26

(150)

29.50

29.00

28.50

27.50

27.00

26.00

25.25

24.50

23.00

=42

21.50

21.00

20.50

20.00

29.00

27.50

26.00

24.50

23.00

21.50

E 1404.4

24.00

10.0030.00

Client:

Engineer:

Location: Equipment:

25.25

=36

2.008.00

=40

10.5030.00

250200

1.202.00


1.2030.00

2.008.00

10.0030.00

10.5030.00

250200

1.202.00


1.2030.00

END OF BOREHOLE

2.4520.0020.00

-25.92

-23.42

-21.17

3.70

U

30.003/12 30.00

27.50

T

...@ 28.50m: Contains occasional fine and medium gravel-sized shellfragments.

Dense brown grey SAND. Sand is fine and medium. Contains occasionalmedium gravel, of rounded flint.

Dense dark grey clayey SAND. Sand is fine and medium.

...@ 23.00m: No further pockets of clay. Becoming dense.

...@ 22.25m: Contains cobble and gravel-sized pockets of very soft greyclay, with the shell fragments and pebbles arranged in thick and thinlaminations.

...@ 20.00m: Thick bed of firm to stiff light grey sandy clay.

See Previous Page

K

TSPT

T

T

29.50

T

30.00

SPT

B

TSPT

T

TSPT

B

TSPT

T

T

Borehole No:

SPT

Remarks:

OriginatorTime(mins)Rose ToStruck

Flush


10.0030.00

10.5030.00

250200

1.202.00

From

1:50

BH1

Ground-water

Sheet 3 of 3

Chiselling

To Depth

Water Added Fig No:


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


GD & KS

Boring

To DepthTypeReturnsTime(hr)ToFromToCut Off

Casing

Final

B1Chk & App

Scale

2.008.00

Driller

WTG

LA

Status

Diam

4660

Symbol

Depth

Water

Depth

Backfill


Casing

PB Power


Contract No:Site:


1.2030.00

N 1258.8

Dando 2000VerticalOrientation:

Level

4.08Depth

Type

Progress

Depth

Samples and Tests

(mOD)Result

Description of Strata

Legend

Depth

Sample

6.8/8.10.12.12

5.6/6.8.8.10

3.5/5.6.7.8

4.6/8.8.10.12

4.7/8.10.10.12

5.6/8.8.8.12

TOPSOIL: (Grass top over brown sandy sandy gravelly CLAY. Sand ismedium and coarse. Gravel is fine to coarse, of sub-angular andsub-rounded flint. Contains many rootlets).

6.50

5.50

5.00

4.00

3.50

3.00

2.00

1.70

1.20

1.00

0.50

4.00

9.50

Firm grey CLAY.

Site:

Firm and stiff orange brown slightly mottled sandy CLAY. Sand is fine tocoarse. Contains occasional to rare medium and coarse rounded flintpebbles. Contains fine dead red rootlets.

...@ 2.00m: Contains occasional fine gravel-sized black mottling.

Firm and stiff thinly laminated grey mottled with brown orange CLAY.Contains light brown rare dead rootlet channels.

...@ 4.00m: Becomes less mottled.

2.00

...@ 5.50m: Becomes closely fissured, with an increase in mottling.Contains frequent fine dead red rootlet channels.

...@ 8.00m: Becomes sandy. Sand is fine, and dark grey.

Dense brown slightly clayey sandy GRAVEL. Sand is fine to coarse. Gravelis fine to coarse, of angular to sub-rounded flint.

(65)

...@ 4.50m: Contains rare fine and medium gravel-sized spots of orangebrown clay.


1.2030.00

8.50

Dando 2000

0.20

Orientation:E 1390.3

Client:

Engineer:

Location:

Borehole No:

Equipment:

8.00

8/12

=12

(75)

=24

(70)

(45 a)

BH2

2006

B

8.50 3.20 20

MADE GROUND: (Brown to grey sandy gravelly CLAY. Sand is fine andmedium. Gravel is medium, of sub-angular to rounded flint, and fine,sub-angular and sub-rounded brick fragments. Contains occasional to rarerootlets).

-4.29

-2.14

1.61

2.91

4.01

DRYDRY

1.30

2.60

6.35

8.50

3.00

0.50

8/12 6.00

J

BU

B, T

T

KU

B, TSPT

T

U

B, TSPT

T

3.00

U 1.50

J

4.755.00

8.00

N 1206.9

Rose ToFSR

WTG

Driller

CasingDiam

Chk & App

B2

Final

To Depth

From

9.0030.00

Remarks:

Vertical

1.20

Cut Off

9.0030.00

Time(mins)

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 8.50m, rising to 3.20m after 20 minutes.4. Small amounts of water were added to assist boring at the depths indicated.5. A 50mm diameter perforated standpipe was installed to a depth of 12.00m.

Flush

StruckFig No:

200150

8.50

1.2030.00


1.20

200150

9.0030.00


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


1.2030.00


1.20

200150

9.0030.00

9.0030.00

9.0030.00

Returns

8.50

Scale

To From Time(hr) Type To Depth

Boring

DN & AMTo

SymbolCasingSamples and Tests

Result Legend

DepthDepth


Progress

Contract No:


PB Power

4660

Depth

WaterBackfill

Depth


Ground-waterOriginator

Status

Water Added

Sheet 1 of 3

1:50

Chiselling

Depth

Level

Type (mOD)

4.21

1.2/2.3.3.4

3.4/5.6.6.7

(120 a)

8.50

9.0030.00

9.0030.00

200150

1.20


8.50

(120)

(120 a)

(125)

(80 a)

(75)

19.00

18.50

17.30

17.00

15.50

15.00

14.50

1.2030.00

Dando 2000

10.65

4660

PB Power


Contract No:Site:


N 1206.9

VerticalOrientation:E 1390.3

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH2

11.50

1.2030.00

-6.44

14.00

15.00

14.00

12.50

11.00

10.00

14.00

17.00

-11.99

18.50

8.303.20

12.00

9/12

16.20

B

11.00

10.00

...@ 19.00m: Contains occasional to rare fine beige gravel-sized shellfragments.

Firm grey to dark grey sandy CLAY. Sand is fine.# Sand bands.

...@ 12.50m: Becomes sandy.

Stiff closely fissured grey blue slightly sandy CLAY. Sand is fine, of possibleselenite crystals.

See Previous Page

T

15.50

W

12.50

U

BU

K

T

U

BU

T

U

K

U

Rose To

CasingDiam

Chk & App

B2

Final

To Depth

From

WTG

Time(mins)FSR

Struck

Flush


9.0030.00

9.0030.00

200150

1.20


Cut Off To Depth

9.0030.00

9.0030.00

200150

1.20


1.2030.00


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


DN & AM

DrillerTypeReturnsTime(hr)ToFromTo

Scale

8.50

Fig No:

Boring

Result(mOD)

Level

Depth

Progress


Depth

Remarks:

Depth

Samples and Tests Casing

Symbol

Depth

Water

Depth

Backfill

Legend

Originator Chiselling

1:50

Sheet 2 of 3

Water AddedGround-water

4.21

Status

Type

20.50

...@ 26.50m: Becomes a light grey very sandy clay. Sand is fine to coarse.

=24

=35

>50

=35

(100)

=29

29.50

28.00

26.50

25.00

23.50

1.2030.00

22.00


20.00

29.50

28.00

26.50

25.00

23.50

20.50

END OF BOREHOLE

Orientation:

22.50

E 1390.3

Client:

Location:

24.90

Equipment:

BH2

=27

...@ 25.00m: Becomes dark grey to black.

8.50

9.0030.00

9.0030.00

200150

1.20


1.2030.00

8.50

9.0030.00

9.0030.00

200150

1.20

30.00

Medium dense grey to blueish green very clayey SAND. Sand is fine tocoarse. Contains fine beige gravel-sized shell fragments.

-25.79

-22.69

-20.69

17.30

20.108.10

22.00

28.00

12/12

11/12

10/12

30.00

26.90

15.759.25

SPT

Very stiff / very dense light grey to grey very clayey SAND / very sandyCLAY. Sand is fine and medium.

...@ 23.50m: Clay becomes light grey to grey. Sand is medium andcoarse. Contains rare fine beige gravel-sized shell fragments.

...@ 22.50m: Contains a medium to thin bed of light grey to dark grey toblack clayey sand. Sand is fine.

...@ 20.50m: Becomes very sandy.

See Previous Page

B, TSPT

B, K, TSPT

B, TSPT

B, T

B, T

Engineer:

T

U

B, TSPT

K

30.00

25.00

22.00

20.00

SPT

Cut OffTime(mins)Rose ToStruck

Flush


9.0030.00

9.0030.00

200150

1.20

Status

Remarks:

Chiselling

1:50

Sheet 3 of 3


Borehole No:

Vertical

Fig No:


AL\_GIN

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ited, 62 R

ochsolloch R


ail: laboratory@


DN & AM

Boring

To DepthTypeReturnsTime(hr)ToFromToFrom

Casing

Final

B2Chk & App

Scale

8.50

Driller

WTG

FSR

To DepthDiam

Backfill

Site:

Originator

Result


Symbol

DepthLegend

Depth



4660

PB Power


Contract No:

Water

4.21Type

1.2030.00

(mOD)

Level

Depth

Progress


Depth

Dando 2000

N 1206.9

Depth

4.5/6.7.7.7

4.5/5.6.6.7

7.8/11.9.8.7

8.9/11.12.14.14

7.8/8.9.9.9

5.6/7.7.7.8

0.50

3.50

1.20

2.00

8.50

1.201.251.30

2.00

2.25

T

4.00

Firm dark grey CLAY. Contains rare fine sand-sized shiny crystals, andoccasional coarse gravel-sized black organic patches.

Location:

# TOPSOIL: (Grass top over brown topsoil).

Firm orange brown to grey mottled sandy slightly gravelly CLAY. Sand isfine. Gravel is medium, of angular to rounded flint. Contains rare tooccasional coarse sand-sized selenite crystals. Contains rare rootlets.

Firm brown very sandy CLAY. Sand is fine to coarse. Contains rare finegravel, of sub-angular and sub-rounded flint. Contains rare roots androotlets.

...@ 2.25m: Becoming sandy.

...@ 3.50m: Becoming orange brown.

Firm to stiff light grey to yellow slightly sandy gravelly CLAY. Sand is fine andmedium. Gravel is coarse, of sub-angular and sub-rounded flint, withsub-angular and sub-rounded flint cobbles.

3.75

...@ 6.25m: Becoming mottled.

...@ 7.50m: Becoming light grey and slightly sandy. Contains rare gravelof fine, rounded to sub-angular claystone. ...@ 7.75m: Contains rare to occasional fine to coarse gravel, ofsub-angular and sub-rounded flint.

Firm light grey to brown slightly mottled very sandy CLAY. Sand is fine tocoarse. Contains rare fine gravel, of rounded claystone. Contains sandbands*.

...@ 9.00m: Becoming brown.

Dense brown to orange brown sandy GRAVEL. Sand is coarse. Gravel ismainly fine and medium, of rounded to sub-angular flint, but also withoccasional coarse angular clasts.

...@ 4.25m: Becoming light orange brown grey mottled in colour.

3.00

=14

4.004.909.50 4.70 20

20065/12

(32)

(40 a)

0.30

5.0018.5030.00

BH3

Equipment:

Borehole No:

7.75

4.00

4.25

5.00

5.50

6.00

6.25

(30)

7.50

SPT8.50

9.50

=15

=12

(42)

=15

7.00

-0.60

-0.90

-4.00

-5.20

4.00

4.50

B

1.20

4.90

5.20

8.30

9.50

3.10

5/12 0.040.15

B, K

U

T

W

SPTT

T, V

U

SPT

U

T

B

U

T

B

B

3.00

4.50

5.50

7.00

B

V

SPTTBV

Final

Flush

Struck Rose To Time(mins) Cut Off FromDriller

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 9.50m, rising to 4.70m after 20 minutes.4. Small amounts of water were added to assist boring from 1.20m to 5.00m and continuously from 15.00m to 18.50m and 20.00m to 30.00m..

B3Chk & App

Diam

Water Added

To Depth

Sheet 1 of 3

Engineer:

Chiselling

Remarks:

1.2015.0020.00

200 30.00 30.00

WTG

5.0018.5030.00

1.2030.00


1.2015.0020.00

200

Casing

30.00

1.2030.00


1.2015.0020.00

200 30.00 30.0030.00

ToFSR

Fig No:

5.0018.5030.00

Scale


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


FromGD & KS

Time(hr) Returns Type To Depth

Boring

1:50

To

Backfill


Casing


Depth

Water

Depth

Symbol

Ground-water


Client:

E 1378.9 Orientation:Vertical Dando 2000

4660

1.2030.00

PB Power

Site: Contract No:

N 1115.6

Samples and Tests

Depth

Originator

Status

Sample

Result Legend

Type

Depth4.30


Progress

Depth

Level

(mOD)

1.2/3.3.4.4

1.2/4.3.4.4

2.2/3.3.3.3

1.2/3.3.4.5

11.50

15.00

16.00

17.50

11.00

12.00

12.25

13.00

13.50

14.00

Location:

10.00

...@ 15.00m: Becomes very sandy.

U

T

See Previous Page ...@ 10.00m: Flint gravel becomes coarse with cobbles, rounded andsub-rounded, with coarse sand.Stiff closely sheared light grey to brown CLAY. Contains rare to occasionalfine sand-sized shiny crystals.

...@ 14.30m: Becomes blue grey and sandy. Sand is fine and medium.Contains occasional rare fine and medium gravel-sized organic blackpatches.

15.25

Medium dense dark grey to brown occasionally mottled with black clayeySAND. Sand is fine.# Contains clayey bands.

Dense grey to brown SAND and GRAVEL. Sand is coarse. Gravel ismedium and coarse, of very rounded black flint pebbles, with medium andcoarse angular to sub-rounded flint. Contains cream coloured fine andmedium gravel-sized shell fragments.

Stiff grey sandy CLAY. Sand is medium and coarse. Contains rare creamcoloured fine and medium gravel-sized shell fragments.# Contains occasional sand bands.

Stiff dark grey very sandy CLAY. Sand is fine to coarse.# Contains occasional sand bands.

...@ 19.40m: Becomes sandy. Contains frequent cream coloured fine andmedium gravel-sized shell fragments.

...@ 13.50m: Contains occasional black mottling.

14.50

30.00 30.00

5.0018.5030.00

1.2015.0020.00


10.10

5.0018.5030.00

Equipment:

Borehole No:

(60)

16.00

17.00

17.50

18.50

19.00

200

=32

CPT

(64)

(68)

=28

=33

(100)

1.2030.00

19.50

-13.35

T8.653.75

-5.80

-12.70

-14.20

-15.70

-11.20 15.50

17.00

17.65

18.50

20.00

6.306.30

13.506/12

7/12

U

T

U

T

B

U

T

19.00

K, T

B

SPTT

T

BH3

T

B

18.50

B, KCPT 9.35

11.50

13.00

14.50

14.30

Time(mins)

30.001. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 9.50m, rising to 4.70m after 20 minutes.4. Small amounts of water were added to assist boring from 1.20m to 5.00m and continuously from 15.00m to 18.50m and 20.00m to 30.00m..

Flush

Chk & App

Rose To

1.2015.0020.00

Cut Off From

To Depth

Final

Struck

Engineer:

Water Added

1:50

Chiselling

30.00200

Remarks:

To Depth

Boring

GD & KS

B3

Time(hr)

1.2030.00


1.2015.0020.00

200 30.00 30.00


AL\_GIN

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ochsolloch R


ail: laboratory@


Fig No:

DiamCasing

Driller

WTG

FSRTypeReturns

5.0018.5030.00

Scale

To From To

Ground-water

Depth

4660

Backfill

PB Power

Water

Depth

Symbol

Sheet 2 of 3

Casing


Client:

E 1378.9 Orientation:Vertical Dando 2000


1.2030.00

Samples and Tests

Site: Contract No:


N 1115.6

Progress

Type

DepthResult(mOD) Depth

4.30


Depth

Legend

Originator

Status

Level

3.4/6.6.8.8

4.6/8.6.8.10

3.4/7.8.8.10

28.75

N 1115.6

1.2015.0020.00


1.2030.00

=28

=26

=35

=32

=27

=27

=30

30.00

29.50

30.00

28.00

27.50

26.50

26.00

25.00

24.25

23.50

23.00

22.00

21.25

20.50

20.00

29.80

Dando 2000Vertical

30.00

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH3

200

26.50

5.0018.5030.00

30.0030.00200

1.2015.0020.00


1.2030.00

5.0018.5030.00

TSPT

B

TSPT

B, K

29.4030.00

19.40

23.00

29.50

-25.70

T

5.15

6.353.80

30.0014/12

12/12

T

Orientation:

25.00

23.50

22.00

20.50

END OF BOREHOLE

...@ 28.00m: Becoming medium dense.

...@ 27.50m: Contains occasional to rare fine gravel, of sub-angular tosub-rounded gravel-sized organic and woody fragments.

...@ 25.00m: Becoming dense.

...@ 23.50m: Becomes mottled with black flecks.

...@ 22.00m: Contains occasional shell fragments.

T

K

SPT

SPT

B

TSPT

T

TSPT

T

TSPT

B

28.00

Medium dense dark grey SAND. Sand is fine and medium. Containsoccasional cream coloured fine and medium gravel-sized shell fragments,and occasional firm grey very sandy clay bands.

1.2030.00


Flush

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 9.50m, rising to 4.70m after 20 minutes.4. Small amounts of water were added to assist boring from 1.20m to 5.00m and continuously from 15.00m to 18.50m and 20.00m to 30.00m..

30.0030.00200

To DepthRemarks:

Chiselling

1:50

Sheet 3 of 3


E 1378.9

1.2015.0020.00

5.0018.5030.00


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


GD & KS

Boring

To DepthTypeReturnsTime(hr)ToFromFrom

Scale

Fig No:

FSR

WTG

Driller

CasingDiam

Chk & App

B3

Final

To

Result


Symbol

Depth

Water

Depth

Backfill

Status


4660

PB Power


Contract No:Site:


Depth Legend

Type

Depth

Originator

(mOD)Sample

Level

Depth Description of Strata

4.30Progress

4.7/6.8.8.10

4.6/6.7.7.8

5.6/7.8.8.12

3.4/6.6.7.8

3.5/6.6.7.8

4.5/6.6.8.10

4.6/6.6.6.8

CPT

...@ 5.00m: Becoming slightly sandy and slightly clayey. Contains raresub-angular and sub-rounded flint cobbles.

CPTB

B

CPT

B, K

B

CPT

B

TOPSOIL: (Orange brown to grey brown mottled slightly sandy slightlygravelly CLAY. Sand is fine to coarse. Gravel is fine to coarse, of angular tosub-rounded flint. Contains occasional to rare rootlets).

MADE GROUND: (Brown to orange brown mottled silty slightly gravellyCLAY. Gravel is fine and medium, of sub-rounded and rounded flint.Contains abundant black to dark grey concrete boulders throughout).

Firm brown to orange brown slightly sandy CLAY. Sand is fine to coarse.Contains occasional gravel, of fine to coarse, angular to sub-rounded flint.

Loose orange brown to brown very clayey gravelly SAND. Sand is fine tocoarse. Gravel is fine to coarse, of sub-rounded to angular flint.

8.50

B

T

2.00

5.00

B, J

B

U

Medium dense yellow brown to brown slightly clayey SAND and GRAVEL.Sand is coarse. Gravel is fine to coarse, of angular to sub-rounded flint.

SPTT

B

SPTT

B

B

4.00

Medium dense orange brown to brown clayey sandy GRAVEL. Sand iscoarse. Gravel is fine to coarse, of angular to sub-rounded flint. Containsoccasional gravel-sized and cobble-sized pockets of brown sandy clay.

0.50

1.00

2.00

2.50

8.00

3.50

6.50

4.50

5.00

5.50

Final

7.00

1.30

3.00

...@ 6.50m: Sand becomes fine to coarse.

...@ 7.00m: Sand becomes mainly coarse.

Medium dense orange brown to brown very sandy GRAVEL. Sand is fine tocoarse. Gravel is fine to coarse, of sub-rounded to angular flint.

...@ 8.50m: Contains rare to occasional sub-rounded to angular flintcobbles.

...@ 9.50m: Becomes very sandy.9.50

3.00

4.00

5.00

Time(hr) Returns Type To DepthFrom

Boring

ToCC & IA


AL\_GIN

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ited, 62 R

ochsolloch R


ail: laboratory@


1.30

1.80

WTG

B4Chk & App

Diam

ToDriller

5.50

FSR

Fig No:

1.30

Scale

Casing

-0.47

-1.47

-3.97

2.60

2.73

5.90

8.008.00

1.43

2.23

14/1

15/1

4.50

Status

1:50

Originator Ground-water Water Added

9.50

4.03Depth

6.50


Progress

Depth(mOD)Depth

Type

Chiselling

Level

1.2015.00

Struck Rose To Time(mins) Cut Off From

Sheet 1 of 2


1.80 0.75

150 15.00 14.50

To Depth

1.80 0.75

Flush

150 15.00 14.501. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Two earlier attempts at excavating inspection pits were abandoned on concretre obstructions at depths of 0.7m and 1.0m.4. Groundwater was encountered at 4.50m.

Remarks:


1.2015.00

Dando 2000Orientation:E 1396.1

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH4

Site:

4.50

(86)

=6

=7

=12

=16

=19

200714/1

N 1039.8

=17

Water

Legend

Result


Vertical

DepthDepth

Backfill


Symbol

Contract No:

PB Power

4660


4.4/5.5.4.5

1.2/2.1.1.2

1.2/2.2.1.2

2.3/3.2.3.4

4.3/3.4.5.5

3.3/4.3.4.5

0.75

E 1396.1

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH4

14.50

Water

150

Vertical

1.80


1.2015.00

(135)

=25

(174)

15.00

14.50

13.50

15.00


Backfill

1.30


PB Power

Orientation:

Contract No:Site:


1.2015.00

N 1039.8

Dando 2000

11.50

4660

13.00

-10.97

-6.67

15.00

10.00

16/1 14.50 15.00

10.70

B

Depth

11.45

10.00

12.90

END OF BOREHOLE

Stiff closely fissured grey to blue grey CLAY. Contains rare to occasional finesand-sized selenite crystals.

See Previous Page ...@ 10.00m: Becomes slightly sandy.

U

12.00

TSPT

B

TU

B, K

14.40

10.90

K, T

Flush

Chk & App

B4

Final

To Depth


Diam

Struck

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Two earlier attempts at excavating inspection pits were abandoned on concretre obstructions at depths of 0.7m and 1.0m.4. Groundwater was encountered at 4.50m.

14.5015.00150

Depth

Rose To From


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


CC & IA

Boring

To DepthTypeReturnsTo

Remarks:

To

Scale

1.30

Fig No:

FSR

WTG

Driller

Casing

Time(hr)

Sample

Type

Depth4.03

(mOD)

Level

Depth Description of StrataDepth

Legend

Result


Symbol

Progress

Status

1:50

1.80

Sheet 2 of 2


0.75

ChisellingOriginator

4.5/5.6.7.7

5.00

4.00

3.50

3.00

2.50

2.00

1.70

1.20

0.50

8.00

6.50

1.2015.00

8.00

Firm and stiff dark grey to dark brown grey laminated sandy CLAY. Sand isfine. Contains occasional to rare fine sand-sized selenite crystals. Containsrare fine gravel-sized cream shell fragments.

Medium dense dark brown to brown very gravelly SAND. Sand is fine tocoarse. Gravel is fine to coarse, of angular to rounded flint. Containsoccasional rounded to angular flint cobbles.

Medium dense brown to dark brown very sandy GRAVEL. Sand is fine tocoarse. Gravel is fine to coarse, of angular to rounded flint.

...@ 5.00m: Pocket of very soft clay.

Firm light grey to orange yellow mottled laminated CLAY. Contains mediumgravel-sized pockets of orange silt.

...@ 2.50m: Becoming slightly mottled.

Firm and stiff yellow orange to brown slightly sandy CLAY. Sand is fine.Contains rare to occasional fine sand-sized selenite crystals.

Firm brown to orange brown CLAY. Contains occasional to rare rootletchannels.

# TOPSOIL: (Grass top over brown CLAY).

U

N 1206.3

6.00

Vertical

0.40

E 1497.3

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH5

5.50

6.50

11/12007

6.00 4.20 20

=25

=20

(35)

(40 a)

9.50

B

B -5.35

-5.10

-3.10

-1.60

1.90

2.50

8.25 5.204.20

11/1 8.25

8.00

6.00

4.50

1.00

Dando 2000

CPT

T

KU

BU

T

U

T

U

T

J, T

CPT

9.50

5.00

4.00

3.00

2.00

1.20U

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 6.00m, rising to 4.20m after 20 minutes.4. Small amounts of water were added to assist boring at the depths indicated.

Chk & App

B5

Final

To Depth

FromCut OffTime(mins)Rose ToStruck

Flush

1:50

Casing

15.0015.00200

1.20

Remarks:

Orientation:


Chiselling

Returns

15.0015.00200

1.20


1.2015.00


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DN & KS

BoringDiam

6.00

Driller

WTG

FSRTo Depth

Fig No:Type

Scale

To From To Time(hr)

Result

Sheet 1 of 2

Water

Depth

Symbol

BackfillSamples and Tests

Legend

Depth

Casing

4660Site: Contract No:

Depth

PB Power

Sample



Originator

Type

Status

Ground-water Water Added

Level

Description of StrataDepth

2.90

(mOD)

Progress

Depth

3.4/4.5.5.6

3.4/5.5.7.8


E 1497.3

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH5

Vertical Dando 2000

6.00

15.0015.00200

Depth

PB Power

Depth

13.65

Orientation:

4660

1.2015.00


Contract No:Site:


1.2015.00

N 1206.3


1.20

12.50

11.00

10.00

15.00

U

-10.75

B

15.0012/1 15.00-12.10END OF BOREHOLE

=21

(a)

15.00

14.00

13.00

12.50

11.00

10.00

14.00

K, T

Water

...@ 14.00m: Contains abundant shell fragments.

Medium dense dark grey to grey brown silty SAND. Sand is fine andmedium. Contains fine and medium gravel sized cream beige shellfragments, and fine gravel-sized black organic fragments.

...@ 13.00m: Becoming very closely fissured, with red brown surfaces anddiscontinuities.

See Previous Page

K

B, TSPT

T

U

Flush

Chk & App

B5

Final

To Depth

FromCut OffTime(mins)Struck

Casing1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 6.00m, rising to 4.20m after 20 minutes.4. Small amounts of water were added to assist boring at the depths indicated.

15.0015.00200

Backfill

1.20

Symbol

Rose To From


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DN & KS

Boring

To DepthTypeReturns

Diam

ToTo

Scale

6.00

Fig No:

FSR

WTG

DrillerTime(hr)

Sample

Depth2.90

(mOD)

Level

Depth Description of StrataDepth

Legend

Result


Progress

Remarks:

Chiselling

1:50

Sheet 2 of 2

Water Added

Type

Status

Originator Ground-water

3.4/4.5.6.6

SPT

SPTB, T

U

T

U

T

W

B, T

B, K, T

CPTB

CPTB

SPT

9.50

6.20

J

B, J

2.00

3.00

5.00

9.50U

3.50

6.50

8.00

0.50

1.00

1.20

2.00

B

3.00

1.20

To Depth

5.00

7.10

8.00

8.20

8.50

2.50

Stiff blue grey to orange brown laminated CLAY. Contains fine sand sizedselenite crystals.

# TOPSOIL: (Grass top over brown topsoil).

# Firm brown very sandy CLAY.

Stiff orange brown to brown CLAY. Contains rare fine gravel-sized blackorganic patches, and rare fine gravel, of rounded claystone. Containsoccasional fine dead rootlet channels, and rare fine sand sized selenitecrystals.

Firm light brown grey to orange brown mottled sandy gravelly CLAY. Sand isfine to coarse. Gravel is mainly medium, of rounded flint.

...@ 2.00m: Pocket of very soft clay.

...@ 2.50m: Colour becomes yellow orange brown. No further gravel, andsand becomes fine and medium.

5.00

Medium dense yellow to grey brown sandy GRAVEL. Sand is medium andcoarse. Gravel is fine to coarse, of angular to rounded flint.

4.00

Loose yellow brown silty SAND. Sand is medium and coarse. Contains rarefine and medium rounded and sub-rounded siltstone gravel, and finesub-rounded flint.

From To Time(hr) Returns Type To Depth

1.10

Boring

7.10DN & AM/KS


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0.25

Driller

Final

B6Chk & App

Diam

To

Casing

ScaleWTG

FSR

Fig No:

4.0012.00

3.70

2.55

10.00

4.004.50

0.60

2.90

0.50

2.05

-0.55

-2.95

-5.05

6.10

8.20

9.00

2.00

18/12

6.50

Sheet 1 of 3


Originator

Status

Water Added

1:50

Chiselling

7.30 0.5

Ground-water

Type

=11

Depth

4.00

(mOD)

3.15Depth


0.51.204.00

200150

12.0020.45

12.0020.00

4.0012.00

1.2020.451.2020.45

7.30 0.51.204.00

200150

12.0020.45

12.0020.00

4.0012.00

7.10

Progress

1.204.00

200150

12.0020.45

12.0020.00

7.30


Flush

Struck Rose To Time(mins) Cut Off From

Remarks:

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 3.70m, rising to 3.40m after 10 minutes. After 20 minutes, the level was still at 3.40m.4. Small amounts of water were added to assist boring from 1.20m to 4.00m and continuously from 4.00m to 12.00m.5. A 50mm diameter perforated standpipe was installed to a depth of 9.00m.

Vertical

Contract No:

Borehole No:

Location:

Engineer:

Client:

E 1505.5

BH6

Orientation: Dando 2000

N 1110.5

1.2020.45


LevelSample

2006

(30)

(40)

=7

=10

=19

=23

Equipment:

3.70 3.40 10

18/12

(100)

Symbol

Depth

Legend

Result

Samples and Tests

Site:

Depth

Water

Depth

BackfillCasing


4660

PB Power


1.2/2.3.3.3

1.1/1.2.2.2

1.2/2.3.2.3

3.4/5.5.6.7

2.3/4.4.5.6

(60 a)

10.00

12.0020.00

12.0020.45

200150

1.204.00

0.57.30


1.2020.45

(120)

=20

(35)

(110 a)

19.00

17.50

17.00

15.50

15.00

14.00

13.00

12.50

=21

N 1110.5

7.104.0012.00

4660

PB Power


Contract No:Site:

1.2020.45

19.00

Dando 2000VerticalOrientation:E 1505.5

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH6


11.00

9.20

12.00

-14.55

12.50

-10.40

15.00

5.8020/12

17.70

15.05

13.55

7.10

-11.90

T

14.00

Medium dense dark brown grey to black mottled very silty SAND. Sand isfine. Contains rare to occasional fine gravel-sized beige shell fragments.

...@ 17.50m: Contains coarse gravel-sized pockets of fine beige sand.Contains fine and medium gravel-sized beige shell fragments.

...@ 15.70m: Very thin bed of medium and coarse black very rounded flintgravel.

Firm and stiff dark grey to brown sandy CLAY. Sand is fine and medium.Contains rare fine gravel-sized beige shell fragments.

Medium dense dark grey to dark blue grey to black mottled silty SAND.Sand is fine. Contains rare fine gravel of sub-rounded to angular claystone.

...@ 13.00m: Becomes dark brown.

See Previous Page ...@ 10.00m: Becomes grey blue and extremely closely fissured.

11.00

SPT

U

BU

K

B, TSPT

T

U

U

K, T

17.00

15.50

T

Cut OffFSR

WTG

Driller

CasingDiam

Chk & App

B6

Final

FromFig No:

Time(mins)Rose ToStruck

Flush


12.0020.00

12.0020.45

200150


To Depth

Boring

4.0012.00

12.0020.00

12.0020.45

200150

1.204.00

0.57.30


1.2020.45


AL\_GIN

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To DepthTypeReturnsTime(hr)ToFromTo

Scale

7.104.0012.00

DN & AM/KS

Legend

Type

1.204.00

Depth3.15

(mOD)

Level

Depth

Progress


Depth Result


Symbol

Depth

Water

Depth

Backfill

Originator

0.57.30

Chiselling

1:50

Sheet 2 of 3


Status

Remarks:

2.4/5.5.5.6

3.3/4.5.5.6

E 1505.5

Site:


1.2020.45

N 1110.5

Dando 2000Vertical

Contract No:

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH6

Orientation:

4.0012.00


Symbol

Depth

WaterBackfill


4660

PB Power


Depth

END OF BOREHOLE

See Previous Page ...@ 10.00m: Becomes grey blue and extremely closely fissured.K, T

SPT

20.00

20.00 =25

12.20 20.459/1 20.45

7.10

-17.30


7.104.0012.00

12.0020.00

12.0020.45

200150

1.204.00

7.30

Legend

1.2020.45

12.0020.00

12.0020.45

200150

1.204.00

0.57.30


1.2020.45

0.5

Cut Off

Diam

Chk & App

B6

Final

DrillerFrom

WTG

Time(mins)Rose ToStruck

Flush


Result

12.0020.45

To Depth

To


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DN & AM/KS

Boring

To DepthType

Casing

Time(hr)

200150

FromTo

Scale

7.104.0012.00

Fig No:

FSRReturns

12.0020.00

Type

1.204.00

Depth3.15

(mOD)

Level

Depth

Progress


Depth

Chiselling

Remarks:

7.30

1:50

Sheet 3 of 3


Status

Originator

0.5

4.5/5.6.7.7

TOPSOIL: (Grass top over brown to orange mottled slightly sandy CLAY.Sand is fine. Contains rare fine and medium gravel, of sub-rounded flint.Contains rare rootlet channels).

(30)

8.00

6.50

5.00

4.20

4.00

3.50

3.00

2.50

2.00

1.70

1.20

...@ 1.00m: Becoming sandy. Sand is medium and coarse. Becomingslightly gravelly, of fine to coarse, sub-rounded and rounded flint.

=10

BU

BCPT

B, KCPT

B

CPT

B

TSPT

B

T

1.00

Site:


5.00

N 1038.5

Soft orange brown sandy slightly gravelly CLAY. Sand is fine to coarse.Gravel is fine and medium, of angular to sub-rounded flint.

VerticalOrientation:E 1505.5

Client:

Engineer:

Location:

Borehole No:

=9

U

=15

=14

(70 a)

3.70 3.60 20

Equipment:

9/1

BH7

=6

2007

2.90

SPT

8.40

8.00

4.20

3.00

1.20

0.50

10/1

...@ 2.00m: Becomes soft to firm. Colour becomes orange brown to lightgrey mottled.

...@ 2.50m: Colour becomes orange brown to dark grey. Becomesgravelly.

Loose yellow orange brown clayey SAND. Sand is fine and medium.

Medium dense brown to dark brown very sandy GRAVEL. Sand is fine tocoarse. Gravel is fine to coarse, of rounded to sub-angular flint. Containsoccasional rounded to sub-angular cobbles.

...@ 6.50m: General increase in gravel size, to mainly medium andcoarse.

6.40

Stiff to very stiff closely fissured grey to blue grey CLAY. Contains finegravel-sized pockets of cream silt. Contains fine sand-sized selenitecrystals.

3.90

1.90

Brown grey mottled CLAY. Contains occasional gravel of fine to coarse,sub-angular and sub-rounded flint.

4.90

1.2020.45

B, J

B, J

8.00

5.00

1.10

9/1

-5.56

1.64

-0.16

-5.16

9.50

T

-1.36

From

To Depth

Final

Time(mins)

Chk & App

Rose To

DiamCasing

Driller

WTG

B7

10.0020.45

Remarks:

Dando 2000

Cut Off

200150

10.0019.90

1. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.2. Groundwater was encountered at 3.70m, rising to 3.60m after 20 minutes.4. Small amounts of water were added to assist boring at the depths indicated.

Flush

Struck

1.20 5.00FSR

1.2020.45


1.20

200150

10.0019.90


AL\_GIN

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1.2020.45


1.20

200150

10.0020.45

10.0019.90

10.0020.45

ReturnsFig No:

5.00

Scale

To From Time(hr) Type To Depth

Boring

CC & IATo

LevelCasingSamples and Tests

Result DepthLegend

Water

Depth

Sample

Progress

Contract No:


PB Power

4660

Symbol

Depth

Backfill

Depth


Originator

Description of Strata(mOD)

Ground-water

Status

Water Added

Sheet 1 of 3

1:50

Chiselling

Type

Depth2.84

3.2/2.3.4.5

2.3/3.4.4.4

2.2/2.3.2.3

1.1/1.2.2.1

1.1/2.2.3.2

15.00


1.2020.45

=25

(124)

(100)

=21

(90 a)

(86)

18.50

17.50

17.00

U15.50

10.0020.45

14.50

14.00

13.00

12.50

11.50

11.00

10.00

B, TSPT

T

U

Contract No:

16.00

Borehole No:

5.00

Site:


1.2020.45

N 1038.5


Client:

1.20

Location:

200150

Equipment:

BH7

5.00

10.0019.90

K

Engineer:

18.40

20.00

11/1

17.20

15.00

T

11.50

-10.16

13.90

...@ 20.00m: Contains fine and medium gravel-sized black organicfragments.

Medium dense dark grey clayey SAND. Sand is fine. Contains abundant fineto medium gravel-sized cream coloured shall fragments.

Stiff dark grey to brown sandy CLAY. Sand is fine. Contains rare tooccasional fine gravel-sized cream coloured shell fragments.

...@ 14.50m: Colour becomes grey to brown grey.

...@ 14.00m: Colour becomes grey brown to dark grey to black mottled.

Medium dense grey brown to dark grey clayey SAND. Sand is fine andmedium. Contains rare fine sand-sized selenite crystals.

Closely fissured grey black to blue grey very sandy CLAY. Sand is fine.Contains rare fine gravel-sized organic black patches. Contains finesand-sized selenite crystals.

13.00

10.00

B

TSPT

T

BU

T

U

K, T

17.00

15.50

15.00

11.00

-8.66

-14.36

-12.16

12.50

Diam

Chk & App

B7

Final

To Depth

FromCut OffTime(mins)Rose To

Casing

FlushDriller


10.0019.90

10.0020.45

200150

1.20


Struck Type

10.0019.90

10.0020.45

200150

1.20


1.2020.45


AL\_GIN

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CC & IA

Boring

To DepthReturnsTime(hr)ToFromTo

Scale

5.00

Fig No:

FSR

WTG

Depth

Remarks:

Depth

Progress


Depth

Legend

Result

Samples and Tests Casing(mOD)


PB Power

4660


Symbol

Backfill

Depth

Water

2.84

Level

Originator Ground-water Water Added

Sheet 2 of 3

1:50

Chiselling

Status

Type

Depth

3.4/6.6.7.6

5.5/4.6.6.5

N 1038.5

PB Power


Contract No:Site:

Borehole No:

1.2020.45


Client:

Engineer:

Depth


Water


Legend

Result


4660

Depth


Depth

Backfill

Equipment:

Symbol

1.2020.45

=2620.00TSPT

19.90

Location:

-17.61

200150

12/1 20.45

19.90

END OF BOREHOLE

10.0020.45

BH7


10.0019.90

1.20

200150

1.20


1.2020.45

5.00

10.0019.90

10.0020.45

Sample

5.00

From

CasingDiam

Chk & App

B7

Final

10.0019.90

To Depth

FSRCut OffTime(mins)Rose ToStruck

Flush

To


AL\_GIN

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CC & IA

Boring

To DepthTypeDriller

Time(hr)

WTG

FromTo

Scale

5.00

Fig No:

10.0020.45

Returns


Type

Depth2.84

(mOD)

Level

Depth

Progress


1:50

200150

1.20

Remarks:

ChisellingOriginator

Sheet 3 of 3


Status

4.5/6.6.7.7

SPT

2.25

B

V

SPTT

9.50

V

4.50

T

B

SPTTB

SPTT

B

-7.32

CPT 6.50

1.20

2.00

3.00

CPT 5.00

8.00

1.00

7.60

1.25

1.50

2.00

4.00

Very loose yellow brown silty SAND. Sand is fine and medium. Contains rarefine gravel, of sub-angular and sub-rounded flint.

-2.32

B

CPTB

B

U

TOPSOIL: (Grass top over brown to orange brown slightly gravelly CLAY.Gravel is medium and coarse, of rounded to angular flint. Contains frequentto occasional rootlets and roots with rare woody fragments).

Very loose yellow orange brown very silty slightly gravelly SAND. Sand isfine and medium. Gravel is fine, of sub-angular and sub-rounded flint.

Medium dense orange brown slightly clayey SAND and GRAVEL. Sand ismedium and coarse. Gravel is fine to coarse, of rounded to sub-angular flint.

Medium dense orange brown slightly clayey sandy GRAVEL. Sand iscoarse. Gravel is fine to coarse, of angular to rounded flint.

...@ 8.00m: Becomes dense. ...@ 8.10m: Contains frequent angular to rounded flint cobbles.# Contains stiff clay bands.

Stiff orange brown and grey mottled CLAY. Contains rare fine gravel, ofrounded to sub-angular flint.

B, K

Firm to stiff orange brown sandy gravelly CLAY. Sand is medium andcoarse. Gravel is fine to coarse, of sub-angular to rounded flint. Containspockets of clayey gravelly sand.


Samples and Tests

Result Legend

1.45

Sample

Symbol

Progress

Depth

Level

(mOD)

2.68

-6.22

Depth

Contract No:


PB Power

4660


CasingBackfill

Depth

Water

Depth

3.00

0.130.41

0.50

1.00

9.00

10.00

0.80

16/12

0.18

1.88

1.23

-0.32

1.20

5.00

6.50

8.90

10.0017/12

-3.82

Chk & App

1:50

Rose To Time(mins) Cut Off From

To Depth

Flush

B8

DiamCasing

Driller

WTG

FSR

Final

3.00

8.00

0.50

StruckFig No:

1.20

200150

12.0025.50

12.0024.50

1. # Denotes description based on Driller's log.2. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to drilling. A hand duginspection pit was excavated to a depth of 1.2m; no services were encountered.3. Groundwater was encountered at 3.00m, rising to 2.40m after 20 minutes.4. Water was continuously added to assist boring at the depths indicated.5. A 50mm diameter perforated standpipe was installed to a depth of 9.00m.

Remarks:


8.00 0.751.20

200150

12.0025.50

12.0024.50

25.50

1.2025.50

8.00 0.751.20

200150

12.0025.50

12.0024.50

25.50 7.60

Type

Chiselling

25.50 7.60

Scale

To From To


Returns

1.2025.50

To Depth

Boring

GD & KS


AL\_GIN

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Time(hr)

Borehole No:

Dando 2000Equipment:

2006

Location:

Engineer:

Client:

0.75

Sheet 1 of 3

Vertical

BH8

=3

3.25

4.00

5.00

6.50

8.00

9.00

9.50

=3

16/12

=3

=15

=17

=33

(66)

3.00 2.40 20

Orientation:

=16

Originator

E 1597.6

N 1038.3

Status

Water Added

1.2025.50


Site:

Depth

Ground-water

Type

4.3/8.7.8.10

6.7/6.4.3.3

1.0/1.0.1.1

1.0/1.0.1.1

1.0/1.1.0.1

3.4/3.4.4.6

3.2/3.4.4.4

15.50

8.00

1.2025.50

=23

(200)

=27

=30

(80)

(80)

19.25

18.50

17.50

1.20

16.25

200150

14.75

14.00

13.50

13.00

12.50

12.00

11.50

11.00

10.50

10.00

18.50

15.50

Contract No:

17.00

Borehole No:

7.60



1.2025.50

N 1038.3


Client:

0.75


BH8

7.6025.50

12.0024.50

12.0025.50

Engineer:

-11.07

14.00

12.50

11.00

9.509.50K, T

-13.12

T

6.75

0.49

18/12

17.60

15.80

13.75

-14.92TMedium dense dark brown grey to grey silty SAND. Sand is fine andmedium. Contains frequent cream coloured fine and medium gravel-sizedshell fragments.

...@ 17.50m: Becomes very sandy and contains medium gravel-sizedpockets of brown fine sand. Contains medium gravel-sized orange shallfragments.

Stiff brown grey to grey sandy CLAY. Sand is fine. Contains occasionalcream coloured fine gravel-sized shell fragments.

...@ 15.50m: Sand is fine. Shells are occasional to frequent in abundance.

Medium dense to dense grey to dark grey mottled with black silty SAND.Sand is mainly fine and medium, with occasional coarse clasts. Containsrare cream coloured fine gravel-sized shell fragments.

...@ 13.50m: Becomes slightly mottled.

...@ 12.00m: Becomes brown grey and is no longer fissured.

...@ 11.50m: Becomes closely fissured, and slightly sandy (fine sand).

...@ 10.50m: Contains fine and medium gravel-sized patches of white silt.

Stiff very closely fissured brown grey to blue grey CLAY. Containsoccasional fine sand-sized selenite crystals.

B

17.00

SPT

U

B

TSPT

B

TSPT

T

T

U

T

T

U

T

Flush

CasingDiam

Chk & App

B8

Final

To Depth


WTG

200150

Site:

Remarks:

Rose To

1.20

Struck

12.0025.50

12.0024.50


FSR25.50

12.0024.50

12.0025.50

200150

1.20 0.758.00


1.2025.50


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


GD & KS

DrillerFrom

Fig No:

25.50 7.60

To

Boring

To Time(hr) Returns Type To Depth

Scale

Depth

Level

Progress


Depth

Legend

Result



PB Power

4660


Symbol

Backfill

Depth

Water(mOD)

Ground-water

Depth

Originator

Status

Water Added

Sheet 2 of 3

1:50

Chiselling

8.00 0.75

Type

2.68Depth

2.3/4.6.6.7

3.4/6.6.7.8

3.5/6.8.8.8

1.2025.50


7.6025.50

12.0024.50

12.0025.50

200150

1.20 0.75


7.6025.50

12.0024.50

12.0025.50

200150

1.20 0.758.00

1.2025.50

=48

=36

8.00

Vertical

4660



Contract No:Site:


1.2025.50

Dando 2000

24.75

Orientation:E 1597.6

Client:

Engineer:

Location:

Borehole No:

Equipment:

BH8

N 1038.3

4.75U

24.50

20.00

-22.82

-20.82

=32

5.85

T

25.5021/12 25.50

23.50Dense brown grey to grey silty SAND. Sand is fine and medium. Containsrare fine gravel-sized cream shell fragments.# Contains clay bands.

PB Power

24.00

23.50

22.50

22.00

21.00

20.00

24.00

22.50

21.00

B

END OF BOREHOLE

SPT

...@ 22.50m: Sand is fine and medium, with fine and medium gravel sizedblack organic fragments.

...@ 21.00m: Becomes dense.

See Previous Page

B

TSPT

T

TSPT

T

(120 a)

12.0024.50

Final

To Depth

FromCut OffTime(mins)Rose ToStruck

Flush

Chk & App


12.0025.50

200150

1.20

Remarks:

Scale


AL\_GIN

T FILES\4660.G


ited, 62 R

ochsolloch R


ail: laboratory@


GD & KS

Boring

To DepthTypeReturnsTime(hr)To

B8

To

0.757.6025.50

Fig No:

FSR

WTG

Driller

CasingDiam

From

Casing(mOD) Depth

Progress


Depth

Legend

8.00

Samples and Tests

2.68 Symbol

Depth

Water

Depth

Backfill

Result

Chiselling

1:50

Sheet 3 of 3


Level

Originator

Depth

Status

Type

6.8/10.12.12.14

4.7/8.10.8.10

5.4/6.8.8.10

T

2.20

2.00

1.60

1.20

0.300.20

T

T

2006

T

B, TJ

Rose To

T

Ground-water

Struck

0.40

Remarks:

2.70

Sheet 1 of 1

29/11

Status

Originator

END OF TRIAL PIT

1:50

DRY 2.7519/11

1.92

2.75

2.45

2.20

0.80

Dark yellow brown very silty SAND. Sand is fine. Contains cobble-sizedpockets of orange brown sand.

Orange brown SAND and GRAVEL. Sand is fine to coarse. Gravel is fine tocoarse of angular to rounded flint.

Stiff orange brown sandy CLAY. Sand is fine to coarse. Contains occasionalcobble-sized pockets of very stiff grey clay.

MADE GROUND: (Brown sandy gravelly CLAY. Sand is fine to coarse.Gravel is fine to coarse, of sub-angular and sub-rounded brick and concrete.Also contains cobbles of brick and concrete, and many grass rootlets).

TOPSOIL: (Grass top over brown sandy slightly gravelly CLAY. Sand is fine.Gravel is fine to coarse, of sub-angular and sub-rounded flint. Containsmany rootlets).3.72

3.32

1.37

1.67

E 1426.3

Client:

Engineer:

Location: Equipment:Type

N 1258.3

1. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to excavation. No services were encountered.2. No groundwater was encountered.3. Hole was generally stable to 2.50m.4. Upon excavation completion, the trial pit was backfilled with arisings.

Style: TRIALPIT File: H:\GEOTECHNICAL\_GINT FILES\4660.GPJ Printed: 26/03/2007 11:57:05 Terra Tek Limited, 62 Rochsolloch Road, Airdrie, North Lanarkshire, ML6 9BG Tel: 01236-748084 E-m

ail: [email protected]


PB Power

4660Contract No:Site:

Tracked JCB1 x 2.5

DAMHEAD CREEK PHASE IITrial Pit No:

TP1

Trial Pit to

Dimensions:

2.75

Water

Depth

Backfill

Fig No:

Symbol

WTG

Samples and Tests

Driller

Scale

Chk & App

B9

Final

Cut OffTime(mins)LA

Description of StrataDepth

Progress

DepthDepth

4.12

SampleLevel

(mOD)

Legend

Result

0.20200629/11

2.90

2.30

1.70

1.40

0.50

T

T

T

J, T

THV

0.60

Time(mins)Rose To

(47, 41)

1. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to excavation. No services were encountered.2. No groundwater was encountered.3. Hole was generally stable.4. Upon excavation completion, the trial pit was backfilled with arisings.

1:50

Sheet 1 of 1

Ground-water

Status

Originator

Remarks:

T

DRY 2.90

2.46

1.86

2.90

2.30

1.70

0.50

29/11

END OF TRIAL PIT

...@ 2.50m: Becomes orange brown with cobble-sized pockets of olivegrey clay.

Stiff dark yellow brown sandy CLAY. Sand is fine to coarse.

Firm dark grey slightly sandy CLAY. Sand is fine to coarse. Containsoccasional fine to medium gravel, of sub-angular and sub-rounded flint.Contains occasional rootlets.

MADE GROUND: (Soft grey pulverised fuel ASH).3.66

1.26

TOPSOIL: (Grass top over brown slightly sandy CLAY. Sand is fine tocoarse. Contains occasional cobble-sized pockets of orange sand.Occasional gravel Is fine to coarse, of sub-angular to sub-rounded flint.Contains many grass rootlets).

E 1438.8

Client:

Engineer:

Location: Equipment:1 x 2.5

N 1163.3

Struck Cut Off




PB Power


Tracked JCB


TP2

Trial Pit to

Dimensions:

2.90

LA

Samples and Tests

Depth

Water

Depth

Backfill

Type

Result

WTG

Driller

Scale

Chk & App

B10

Final

Fig No:

(mOD)Sample

Depth

Progress

Symbol

Depth Description of Strata

4.16 LegendLevel

J, T

2.20

1.301.20

1.00

0.50

HV

HV

Very stiff dark grey brown CLAY.

J, T

END OF TRIAL PIT

B

Sheet 1 of 1

Rose To

(78, 87)


Remarks:

29/11

1:50

2006

Ground-water

Status

Originator

Stiff orange brown sandy CLAY. Sand is fine to coarse.

DRY 2.7029/11

Firm to stiff orange brown sandy CLAY. Sand is fine to coarse. Containsoccasional fine to coarse gravel, of sub-angular to sub-rounded flint.Contains cobble-sized pockets of grey clay.

4.02

2.70

2.10

2.00

1.15

0.25

(44, 50)

...@ 1.00m: Concrete obstruction encountered, so trench was extended.After further excavation, the concrete was removed, measuringapproximately 1m in width and length.

MADE GROUND: (Brown sandy gravelly CLAY. Sand is fine to coarse.Gravel is fine to coarse of sub-angular to sub-rounded concrete and flint).

TOPSOIL: (Grass top over brown slightly sandy CLAY. Sand is fine tocoarse. Contains occasional fine to coarse gravel, of sub-angular andsub-rounded flint. Contains many grass rootlets).

1.57

2.17

2.27

3.12

Struck

E 1436.1

Client:

Engineer:


N 1063.3

Time(mins)




PB Power


Tracked JCB1 x 3


TP3

Trial Pit to

Dimensions:

2.70

SymbolWater

Depth

Backfill

Fig No:

Type

WTG

Samples and Tests

Driller

Scale

Chk & App

B11

Final

Cut OffLA

Progress

SampleDepth

Depth

Level

ResultDescription of Strata

Depth4.27 L

egend

(mOD)

1.20

200629/11

2.80

T

1.80

Originator

0.80

0.30

T

T

T

T

Final

2.40

Remarks:

Cut OffTime(mins)

0.30

Rose ToStruck


1:50

Sheet 1 of 1

Ground-water

Status

2.72

DRY 2.80

T

29/11 0.22 2.80

2.00

1.30

END OF TRIAL PIT

Dark orange brown very sandy GRAVEL. Sand is fine to coarse. Gravel isfine to coarse, of sub-angular to sub-rounded flint.

Dark orange brown SAND. Sand is fine. Contains occasional sub-angularand sub-rounded flint cobbles.

Orange brown very clayey SAND. Sand is fine and medium. Containsoccasional fine and medium gravel, of sub-angular and sub-rounded flint.

1.72

1.02

TOPSOIL: (Grass top over yellow brown sandy CLAY. Sand is fine tocoarse. Contains many grass rootlets).

Tracked JCBE 1548.3

Client:

Engineer:


2.80

B12




PB Power


1 x 3

N 1065.8


TP4

Trial Pit to

Dimensions:

Fig No:

Samples and Tests

Symbol

Depth

Water

Depth

Backfill

Legend

LA

WTG

Driller

Scale

Chk & App

3.02


DepthResult

Level

Progress

Depth

Type (mOD)

-0.04

0.66

1.26

1.96

2.46

Rose To

2.9029/11

Status

Struck

Remarks:

1:50

Ground-waterOriginator

2.90

Sheet 1 of 1

END OF TRIAL PIT

T

T

J, T

T

T ...@ 2.90m: Water puddle in base of pit.

Light brown very clayey SAND. Sand is fine.

...@ 1.80m: Becomes slightly clayey.

Orange brown very clayey SAND. Sand is fine to coarse. Containsoccasional fine to coarse gravel, of sub-angular and sub-rounded flint.

Stiff orange brown sandy gravelly CLAY. Sand is fine to coarse. Gravel isfine to coarse, of sub-angular to rounded flint.

Stiff orange brown sandy CLAY. Sand is fine to coarse.

TOPSOIL: (Grass top over light brown sandy CLAY. Sand is fine to coarse.Contains occasional fine and medium gravel, of sub-angular to sub-roundedflint. Contains many rootlets).

2006

2.20

1.60

0.90

0.40

T

29/11

1.80

2.80

2.40

2.00

1.40

0.70

0.20

Level

Engineer:

Location: Equipment:E 1539.9 Tracked JCBType

2.86

1. After a discussion with the Client and inspection of available service drawings, the hole position was fully CAT scanned prior to excavation. No services were encountered.2. Slow groundwater trickle observed at 1.80m.3. Hole was generally stable to 1.60m, with a slight collapse at the base.4. Upon excavation completion, the trial pit was backfilled with arisings.

DAMHEAD CREEK PHASE IIStyle: TRIALPIT File: H:\GEOTECHNICAL\_GINT FILES\4660.GPJ Printed: 26/03/2007 11:57:07 Terra Tek Limited, 62 Rochsolloch Road, Airdrie, North Lanarkshire, ML6 9BG Tel: 01236-748084 E-m



PB Power


Client:

Depth

Trial Pit No:

TP5

Trial Pit to

Dimensions:

2.90

N 1156.8

1 x 2.5

Driller

(mOD)

Fig No:

LA

Depth

Backfill

Scale

Chk & App

B13

Final

Cut OffTime(mins)

WTG

Progress


Depth

Water

Legend

Result

Samples and Tests

Symbol

Depth

T

1.00

0.50

0.20

TB

TT

Remarks:

T

1.80

T

T

J

T

1:50

0.50

Ground-water

Status

Originator

1.20

1.50

20066/12

2.802.70

2.202.10

...@ 2.45m: Becoming very gravelly.

END OF TRIAL PIT

3.23

DRY 2.80

1.53

1.03

2.80

2.70

2.20

1.20

29/11

Firm to stiff dark orange to brown sandy gravelly CLAY. Sand is mediumand coarse. Gravel is fine to coarse, of angular to rounded flint.

...@ 2.10m: Gravel becomes fine to coarse.

...@ 1.80m: Becoming very sandy.

...@ 1.50m: Becoming brown mottled with orange brown.

Stiff brown sandy CLAY. Sand is fine to coarse. Contains occasional fineand medium gravel, of sub-angular and sub-rounded flint. Containsoccasional fine rootlets.

Orange brown very clayey SAND. Sand is fine to coarse. Containsgravel-sized pockets of light grey silt. Contains occasional rootlets.

TOPSOIL: (Grass top and brambles over orange brown mottled with greysandy CLAY. Sand is fine to coarse. Contains rootlets throughout).

2.53

Light brown clayey SAND. Sand is fine and medium.0.93

Level

Engineer:

Location: Equipment:E 1629.4 Tracked JCB

Sheet 1 of 1

Type


(mOD)

DAMHEAD CREEK PHASE IIStyle: TRIALPIT File: H:\GEOTECHNICAL\_GINT FILES\4660.GPJ Printed: 26/03/2007 11:57:07 Terra Tek Limited, 62 Rochsolloch Road, Airdrie, North Lanarkshire, ML6 9BG Tel: 01236-748084 E-m



PB Power


Client:

3.73

Trial Pit No:

TP6

Trial Pit to

Dimensions:

2.80

N 1070.3

1 x 3

B14

Fig No:

LA

WTG

Driller

Backfill

Chk & App

Depth

Final


Scale

Legend

DepthDepth


Progress

Result

Samples and Tests

Symbol

Depth

Water

>>

24

20

Status

Originator Title:

Client:

Engineer:

BH8

BH7

BH6

BH5

Fig No:

Style: RDG SPT V DEPTH File: H:\GEOTECHNICAL\_GINT FILES\4660.GPJ Printed: 26/03/2007 12:05:26 Raeburn Drilling and Geotechnical, Whistleberry Rd, Hamilton ML3 0HP Tel: 01698-711177 E-mail: [email protected]

B41WTG Final

FSR


Style: RDG SPT V DEPTH File: H:\GEOTECHNICAL\_GINT FILES\4660.GPJ Printed: 26/03/2007 12:05:26 Raeburn Drilling and Geotechnical, Whistleberry Rd, Hamilton ML3 0HP Tel: 01698-711177 E-mail: [email protected]

BH2

Chk & App

Contract No: 4660Site:


PB Power

16

30

28

26

22

BH4

18

5

14

12

10

8

6

4

2

450

BH1

Key:

N VALUE v DEPTH

Note:

> indicates N Value >50>

N Value500 40353025201510

BH3

Depth (m)

Site: Contract No:

Client:

High Water 29th January 2007 (Upnor) - 09:01

Low Water 29th January 2007 (Upnor) - 15:26

Title: Fig No:

B42

Sheet 1 of 1

Borehole 2 Borehole 6 Borehole 8

1.90

Time of Monitoring

29th January 2007

Water Depth (Metres

below ground level)

08:32 1.84

09:32

10:36

12:25 1.84

09:25 1.83

10:27 1.86

11:32

1.44

11:39

12:38

1.84

1.82

11:42 1.44

12:41

1.82

1.80

Time of Monitoring

29th January 2007

Water Depth

(Metres below

ground level)

08:40 1.87

09:35 1.32

10:41 1.36

Time of Monitoring

29th January 2007

Water Depth (Metres

below ground level)

08:45 1.40

4660

ScottishPower

Damhead Creek Phase II

WTG

Chk & App

Originator

FSR

Status

Tidal Groundwater Monitoring Results

Final

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

0 30 60 90 120 150 180 210 240 270

Time

Dep

th (

m)

BH2 BH6 BH8

09:0008:30 09:30 10:00 10:30 11:00 11:30 12:00 12:30 13:00

Web Site: www.glensurveys.co.ukE-mail: [email protected]

SIDCUP, KENT DA14 4DS.HATHERLEY HOUSE, 13 HATHERLEY ROAD,

Tel: (020) 8309 5757Fax: (020) 8309 6362

Station National Grid Local Grid

Eastings Northings Eastings Northings Level Remarks

S1 581218.782 172785.501 1489.811 1108.204 3.810 Base StationS2 581539.281 172707.371 1803.441 1005.963 6.058S3 581089.837 172892.994 1369.408 1225.178 5.180S4 581094.205 173062.417 1386.631 1393.780 5.566

Fence Corner Co-Ordinates on NATIONAL GRID

1 581109.034 172958.9292 581132.009 172959.8103 581429.071 172706.0194 581129.916 172685.5605 581129.471 172695.1446 581083.983 172691.9607 581073.341 172901.746

NOTES

1) Survey station description are included in the survey report.

2) The local grid is a plane grid, and is based on the grid for Damhead Creek Phase 1,using a best fit with common detail, as there were no survey stations still existingfrom the previous survey to allow a better fit.

3) The level check with the sea-wall differed by 0.27m, but other checks agreed with theprevious Damhead Creek Phase 1 survey levels. The reason for the difference is unknown.

Web Site: www.glensurveys.co.ukE-mail: [email protected]

SIDCUP, KENT DA14 4DS.HATHERLEY HOUSE, 13 HATHERLEY ROAD,

Tel: (020) 8309 5757Fax: (020) 8309 6362

Station National Grid Local Grid

Eastings Northings Eastings Northings Level Remarks

S1 581218.782 172785.501 1489.811 1108.204 3.810 Base StationS2 581539.281 172707.371 1803.441 1005.963 6.058S3 581089.837 172892.994 1369.408 1225.178 5.180S4 581094.205 173062.417 1386.631 1393.780 5.566

Fence Corner Co-Ordinates on NATIONAL GRID

1 581109.034 172958.9292 581132.009 172959.8103 581429.071 172706.0194 581129.916 172685.5605 581129.471 172695.1446 581083.983 172691.9607 581073.341 172901.746

NOTES

1) Survey station description are included in the survey report.

2) The local grid is a plane grid, and is based on the grid for Damhead Creek Phase 1,using a best fit with common detail, as there were no survey stations still existingfrom the previous survey to allow a better fit.

3) The level check with the sea-wall differed by 0.27m, but other checks agreed with theprevious Damhead Creek Phase 1 survey levels. The reason for the difference is unknown.

Documents

APPENDIX I GROUND INVESTIGATION REPORT - · PDF fileAPPENDIX I GROUND INVESTIGATION REPORT Damhead Creek 2 ... Key to Borehole and Trial Pit Records ... although visual inspection