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GEOTECHNICAL INVESTIGATION

FOR B+G+1 STOREY VILLA

FOR MR. ABDUL RAUF MOHAMMAD ISHAQ

AT PLOT NO. RN. 037, DUBAI LANDDUBAI

UNITED ARAB EMIRATES

(GSI/0114/12/DXB M/S. EMSQUARE ENGINEERING CONSULTANT)

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AT PLOT NO. RN. 037, DUBAI LAND

DUBAI


REPORT: GSI/0114/12/DXB 19 th SEP 2012

REPORT ISSUE STATUS

19-Sep-12 Final Engineering Report SWR NA IK

Issue Date Descript ion Prepared Checked Approved

EMSQUARE ENGINEERING CONSULTANT MATERIAL LAB DUBAI

P.O. BOX 181903 P.O. BOX

114717

DUBAI DUBAI

UNITED ARAB EMIRATES UNITED ARAB EMIRATES

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M/s. Emsquare Engineering Consultant

P.O. Box No. 181903

Dubai, U.A.E.

Ref: GSI/ 0114/12/DXB September 19, 2012

For the Attention of Eng. Mustafa/ Mr. Kishore

Dear Sir,


FOR B+G+1 STOREY VILLAFOR MR. ABDUL RAUF MOHAMMAD ISHAQ


DUBAI


We have pleasure in enclosing herewith four copies of our final engineering report, together with

invoice for carrying out the work on the above project. Should you have any queries with regard to our

report, please do not hesitate to contact us.

Please note that soil/ rock samples related to this project will be retained at our storage facility for 1

calendar month, without charge, from the date of this final report, before disposal. Should you wish to

extend the storage period, please contact us before the intended disposal date.

We are pleased to have been of service on this occasion, and look forward to further co-operation on

future projects.

Yours faithfully,

MATERIAL LAB DUBAI

________________________Eng. Naseem AnwarDeputy Geotechnical Manager

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DUBAI


CONTENTS PAGE

SUMMARY (i)

1.0 INTRODUCTION 1

2.0 SITE DESCRIPTION 1

3.0 LOCAL GEOLOGY 1

4.0 FIELD WORK 2

5.0 LABORATORY TESTING 4

6.0 SUBSURFACE CONDITIONS 5

7.0 ENGINEERING DISCUSSION & RECOMMENDATIONS 6

8.0 REPORT LIMITATIONS 10

PLATES

PLATE 1 LOCATION PLAN

PLATE 2 SITE PLANPLATE 3 SPT VALUES VS DEPTH

APPENDICES

APPENDIX A FIELD RESULTS

APPENDIX B LABORATORY TEST RESULTS

APPENDIX C APPENDICES TO SITE INVESTIGATION REPORTS

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SUMMARY

A geotechnical investigation, comprising two (2) boreholes and supplementary field testing, was

performed as instructed by M/s Emsquare Engineering Consultants at Plot No. RN. 037, Dubai, United

Arab Emirates for the proposed construction of B+G+1 Storey Villa. Fieldwork for the investigation was

undertaken on 28 th and 29 th August 2012. A subsequent programme of laboratory testing was performed

on representative soil samples recovered from the site.

The observed sub-surface conditions are such that relatively high load bearing soils are present below

the influence zone of the formation level. Accordingly, an allowable bearing pressure for shallow

foundation and basement raft type of foundations and net allowable bearing pressures have been given

with corresponding estimated orders of settlement for a rigid raft foundation at the formation level of

approximately 3.5m below existing ground level.

In addition recommendations have also been given to assist in the earthworks required to form the

basement and Earth Pressure coefficients have also been given to assist in the design of retaining walls

for the basement structures.

The corrosive potential of the soil and groundwater has also been considered with respect to appropriate

concrete mix design recommendations.

As ground water level was not encountered up to the termination depth of boreholes.

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1.0 INTRODUCTION

Material Lab (MLAB) was commissioned by M/s. Emsquare Engineering Consultant to perform a

geotechnical site investigation, and provide geotechnical consulting services for the proposed

construction of ground plus one storey villa building, underlain by one level of basement (B+G+1), for Mr.

Abdul Raauf Mohammad Ishaq at Plot No. RN. 037, Dubai Land, Dubai, United Arab Emirates. The

investigation has been based on a MLAB proposal (ref. Q-NA/G/0168/12) dated on 10 th June 2012 and

subsequent approval by the client on same date. The work has been performed in general accordance

with the British Standards BS 5930: 1999 Code of practice for site investigations.

A total of two (2) boreholes to 12.0m depth were drilled on the site for the proposed structure. The site

location is indicated on the location plan, Plate 1. Field test locations, relative to the proposed site layout,

and existing site features, are indicated on the site plan, Plate 2. Fieldwork for the investigation was

performed on 28 th and 29 th August 2012. The factual field and laboratory data, together with appropriate

engineering interpretation and discussion of results, are presented herein.

2.0 SITE DESCRIPTION

The site is located at Plot No. RN. 037, Dubai Land, Dubai, United Arab Emirates. The surface of the plot

was approximately level and was undeveloped at the time of soil investigation.

3.0 REGIONAL AND LOCAL GEOLOGY

The geology of the United Arab Emirates, and the Arabian Gulf area, has been substantially influenced

by the deposition of marine sediments associated with numerous sea level changes during relatively

recent geological time. With the exception of mountainous regions shared with Oman in the north- east,

the country is relatively low-lying, with near surface geology dominated by Quaternary to late Pleistocene

age, mobile aeolian dune sands, and sabkha/ evaporite deposits.

The geologically stable Arabian Plate is separated from the unstable Iranian Fold Belt by the Arabian

Gulf. It is believed that a tilting of the entire Arabian Plate occurred during the early Permian period,resulting in uplift in southern Yemen, and depression to the north- east. Crustal deformations and

igneous intrusions occurred in the north- east as a result of this movement. Subsequent tectonic

movements, peripheral to the folding of the Iranian Zagros Range, during the Plio-Pleistocene epoch,

probably contributed to the formation of both the Arabian Gulf depression, and the mountainous regions

shared by the United Arab Emirates and Oman in the north- east.

The near surface geology of the Dubai region is dominated by aeolian dune sand deposits of Holocene

to Pleistocene age. These deposits typically comprise fine grained silty calcareous sand, which is

commonly dense and variably cemented beneath a shallow, loose, normally consolidated mobile layer.

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Although variable, the degree of cementation generally increases with depth, such that the variably

cemented sand grades to predominantly calcareous sandstone. Very silty, gypsiferous sabkha and

evaporite layers occur occasionally within the aeolian sand deposits.

Although surficial sabkha deposits are found throughout the coastal belt of the Arabian Gulf, and far

inland in the western and southern parts of the United Arab Emirates, they are not particularly common in

the Dubai region. Sabkha is an Arabic name used to describe relatively fine grained, hypersaline, silt

and sand deposits, which are commonly saturated with brine, and salt encrusted. These deposits form in

natural evaporation pans where saline water, introduced by sea invasion or elevated saline groundwater,

is able to accumulate at or near ground surface level, assisted by capillary action .

4.0 FIELD WORK

A programme of subsurface investigation performed at the site on 28 th and 29 th August 2012, included

the following:

Total of two (2) Exploratory boreholes to the depth of 12m with:

Regular split-spoon sampling during Standard Penetration Tests (SPTs) in soils

Disturbed bulk soil sample from cable percussion drill cuttings

All of the investigation works were performed by experienced geotechnical personnel under the regular

supervision of an experienced geotechnical engineer. The works were performed in general accordancewith the British Standard BS 5930: Code of practice for site investigations.

Borehole locations are indicated on Site Plan Plate 2 relative to the proposed site layout and existing

features. Field test results and observations are presented in Appendix A. The presentation of field

results is preceded by summarised explanations of borehole log symbols and classification systems, and

a summary of soil and rock strength definitions, on Plates A1.1 to A1.3, and A2 respectively.

4.1 Exploratory Boreholes

A total of two (2) boreholes were drilled on the site to depths of 12.0m beneath existing ground level.

Drilling was performed using a trailer mounted Pilcon Wayfarer cable percussion drilling rigs. The

boreholes were advanced through soil deposits, including variably cemented sands, using cable

percussive equipments and techniques.

The borehole locations were set out by our surveyor/ engineer in accordance with the instructions of the

Clients Representative and are shown on the site plan presented as Plate 2.

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Standard Penetration Tests (SPTs) were conducted at regular intervals within the soil layers in order to

estimate the relative densities and obtain samples for classification purposes. Test intervals were 0.5m to

a depth of 2.5m and there after 1.0m to the termination depth of 15.0m below existing ground level.SPTs were conducted in accordance with the relevant British Standard (BS 1377- Part 9); Methods of

test for soils for civil engineering purposes. The test involves driving a 50mm external diameter thick

walled split spoon sampler into the bottom of the borehole with successive blows of a 63.5kg hammer

falling freely through 760mm. The sampler is driven through 6 intervals of 75mm and the number of

blows required to penetrate each interval is recorded. The initial 150mm interval is intended to ensure

seating of the sampler such that it penetrates beyond the zone of influence of any soil disturbance at

the base of the borehole. The aggregate number of blows to drive the sampler over the final 300mm is

termed the N value, and is considered indicative of the in-situ relative soil density.

In very dense and/or cemented soil layers it is often not possible to ensure complete penetration of the

SPT sampler, due to driving refusal, or the risk of damage to sampling equipment as a result of hard

driving. The practical driving limit is of the order of 50 blows for the final 300mm penetration. Where

driving resistance exceeds this limit, SPTs are usually terminated with incomplete penetration. In such

cases the total 50 blows for cemented soil and 100 blows for very weak to weak sandstone driven

against the actual penetration depth is recorded on the borehole logs. A plot of SPT versus Depths is

presented in Plate 3.

Disturbed SPT and bulk soil samples collected during drilling were retained in sealed, labelled plastic jars.

All samples were transported to the Material Lab Dubai Branch sample processing and storage facility

for detailed logging and sample processing. Representative samples were selected for laboratory testing

to assist with sample descriptions and determination of engineering material properties. Individual

borehole logs are presented in Appendix A, Plates A3.1.1 to A3.2.2.

Ground water was not encountered up to the termination depth of boreholes.

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5.0 LABORATORY TESTING

A programme of laboratory testing was performed on selected samples of soil and groundwater obtained

during the fieldwork. Test results have been used to assist with classifications, and determinations of

relevant physical and mechanical properties of soil and rock samples. Chemical test results have been

used to determine the corrosivity of soil and groundwater. In general, laboratory testing has been

performed in accordance with ASTM and British Standard procedures.

Laboratory test results are presented in Appendix B.

5.1 Particle Size Distribution

The particle size distribution was determined for a total of two (2) soil samples in accordance with the wet

sieving method described in BS 1377: Part 2. Compliance with the Standard, with respect to minimum

sample quantity is dependent on the maximum significant grain size and the method of sampling.

In particular, for SPT samples, the quantity of soil available for testing is typically about 100g. This

sample quantity is considered representative where grain sizes range up to 2mm (i.e. to coarse sand

size). Where significant quantities of coarser particles are present, the particle size distribution obtained

from SPT samples should be regarded as indicative only. It is particularly important to recognize the

limitations of SPT samples where medium to coarse grained gravels and/or cobbles are present.

The test results are presented as particle size distribution curves on Plates B1.1.

5.2 Chemical Analysi s

Chemical analyses were performed on one (1) soil sample to determine sulphate content, chloride

content, and pH levels. These analyses were performed in accordance with the BS 1377: Part 3 methods

for testing acid soluble sulphate (expressed as percentage of sulphur trioxide) and chloride contents.

The chemical test results are summarised on Plate B2.1

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6.0 SUBSURFACE CONDITIONS

The subsurface strata encountered during drilling are given on the Borehole Logs in Appendix A, Plates

A3.1.1 to A3.2.2. The borehole observations and test results indicate relatively consistent subsurface

conditions over the site.

The boreholes revealed medium dense, light brown, slightly silty to silty, fine to medium SAND up to 1.0m

depth followed by medium dense, brown, silty, fine to medium SAND up to 3.0m depth below existing ground

level.

Below this material dense to very dense, light reddish brown, slightly silty to silty, fine to medium SAND withoccasional slightly to moderately cemented sand/sandstone fragments up to 8.0m depth below existing

ground level. Underlain by this material consists of very dense, reddish brown, slightly silty, fine to medium,

slightly to moderately gypsiferous SAND with some slightly to moderately cemented sand/ sandstone

fragments and rare fine to medium gravels to the termination depth of boreholes at 12.0m depth below

existing ground level.

The design subsurface profile summarised below in Table 1 is recommended for foundation design

purposes. For more detailed, location specific descriptions, reference should be made to the borehole

logs presented in Appendix A.

Table 1 :- Recommended Design Subsurface Profile

Range

(Below OGL) Material Description

GL to 1.0m Light brown, silty, fine SAND.

1.0m to 3.0m Medium dense, brown, silty, fine to medium SAND.

3.0m to 8.0m Dense to very dense, light reddish brown, slightly silty, fine to medium SAND

with occasional slightly to moderately cemented sand/sandstone fragments.

8.0m to 12.0 Very dense, reddish brown, slightly silty, fine to medium, slightly to moderately

gypsiferous SAND with some slightly to moderately cemented sand/sandstone

fragments.

During the period of site works groundwater level was not encountered up to the termination depth of

borehole.

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7.0 ENGINEERING DISCUSSION AND RECOMMENDATIONS

The purpose of the investigation was to evaluate the subsurface conditions with respect to the design of

foundations for the proposed development. It is understood from the information provided by the client

that it is proposed to construct ground plus one storey villa, underlain by one level of basement (B+G+1)

on this site. It is further understood that the basement floor level is to be founded at a depth of

approximately 3.5m below existing ground level. However, at the time of writing this report detailed

information regarding foundation layout or loadings had not been made available so that only a general

discussion can be undertaken.

The observed subsurface conditions are such that moderate to high load bearing soils are present below

formation level. Accordingly, basement raft type of foundations is considered appropriate of the proposed

structures to be set at a depth of approximately 3.5m below existing ground level.

7.1 Excavation for the Basement

It is understood from the information provided by the client that single level of basement are likely to be

founded at a depth of around 3.5m below the existing ground level. The excavation works should be

carried out in accordance with good construction practice, such as that embodied in British Standards BS6031: 1981 Code of Practice for Earthworks, or a similar recognized Standard.

The indications are that the buildings will occupy almost the whole of the plots therefore; vertical sides

will be required to the excavation. Sheet piles could be used for this purpose, or king piles with suitable

infill panels. Considering the size of the excavation, it is considered that tie back anchors may be

required in order to limit the deflection of the walls. If anchors are required they should be designed to a

standard, such as British Standard, BS 8081, Code of practice for ground anchorages, taking into

account the aggressive nature of the soils and groundwater into which they will be placed.

Alternatively, a permanent support system could be considered, such as secant piles or diaphragm

walling, which could then be incorporated into the walls of the basement.

7.2 Shallow Footings and Basement raft Foundations

Allowable bearing pressures are dependent on the shear strength of the soil and the tolerance of the

proposed structure to settlement. In granular soils, the latter factor is normally more critical. Settlement in

such deposits normally takes place during construction and initial loading but, where more silty or

cohesive materials exist; there could be a degree of time dependent consolidation. Therefore as granular

soils are present at this site settlement will be the governing factor in considering foundation design.

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For any shallow structures , it is recommended that an allowable bearing pressure of 90kN/m 2 should

not be exceeded on isolated strip / rectangular or pad footings, up to 3.0m in width, in order to keep

settlement within tolerable limits. Shallow foundations should be set at a depth of approximately 1.0m below

existing ground level.

With loads of the magnitudes quoted above for shallow foundations, total settlement is calculated as being

less than the generally accepted tolerance of 25 mm, with differential movements being minimal.

For wider, or raft type of foundations , It should however be noted that the proposed formation level is

only about 8.5m above the termination depth of the boreholes, while the pressure bulb below a raft

foundation (estimated as being about 30m wide) would extend to around 37.5m below formation level,

that is 25.5m below the termination depth of the boreholes. The properties of the strata below the depth

of the boreholes have therefore been assumed to be the same as those present over the depth

investigated. The assessments of settlements of the raft are therefore likely to be conservative.

Based on the subsurface design profile given in Table 1 of section 6.0 and SPT N values verses depths

Plate 3, assessments of net bearing pressure, with corresponding estimated orders of settlement, are

given below in Table 2 for a rigid raft foundation.

These recommendations for raft t ype of foundations are given wit h raft being set at around 3.5mbelow existing ground level.

Table 2:- Assessment of Bearing pressure and Settlement for a basement raft foundations on naturalground (Merehof Method).

Net Uniform Bearing Pressure

(kN/m 2)

Estimated Average Settlement

(mm)

100 25

120 30

140 35

160 40

180 45

200 50

Depending on the rigidity of raft, differential movement is estimated to be less than half the respective

total value. Based on above bearing pressure with corresponding estimated order of settlement a

Modulus of Sub-grade Reaction can be taken as approximately 10,000 kN/m 3.

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With loads of the magnitudes quoted above for raft foundations, total settlement is calculated as being less

than the generally accepted tolerance of 50 mm, with differential movements being half of the total settlement.

When excavating to foundation level, care should be taken not to disturb strata underlying formation levelotherwise settlement in excess of those quoted above could occur. If any disturbance does occur, or if

any soft spots or gypsiferous soils are encountered, the material should be removed and replaced by

selected granular fill, which should be properly compacted before the foundations are constructed.

Prior to construction of the foundations the soil at formation level should be compacted to not less than

95% (for engineered fill) and 98% (road base material) of the soils maximum dry density, as determined

from the modified Proctor test. The compacted surface should then be protected by immediately covering

with a layer of concrete blinding.

7.3 Retaining Structures

As discussed above it is understood that development at the site will involve excavation to approximately

3.5-4.5m below existing ground level. Retaining walls will therefore be required as part of the basement

structure and possibly also as temporary works.

The parameters summarised in Table 3 are recommended for the design of retaining structures.

Table 3:- Recommended Design Parameters for Retaining Structures

Soil Parameters Soil PropertiesDense, slightly silty, SAND

Bulk Density (Mg/m3) 1.75

Submerged Density (Mg/m3) 0.75Internal Friction Phi (degree) 30Coefficient of lateral earth pressure

KoKaKp

0.480.323.12

In the above table Ko has been determined using Bishops procedure, with Rankines method being used

to calculate both Ka and Kp.

7.4 Concrete Design For Foundation Purposes

One (1) soil sample was tested for chemical analysis. The sulphate contents (expressed as percentage of

sulphur trioxide) of the soil samples tested was (0.03) %. The chloride contents for the soils tested were (0.1)

% The pH value of the sample tested was (8.7).

For guidance for a suitable concrete design it is recommended that reference should be made to CIRIA

Special Publication 31 (The CIRIA Guide to Concrete Construction in the Gulf Region published by the

Construction Industry Research and Information Association, London 1984). This publication considers

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both sulphate and chloride contamination of soils and groundwater in various exposure conditions and is

not restricted just to sub-surface concrete.

Figure 6 and Table 13 from this publication is presented in Appendix C of this report and with reference

to this Figure it is considered that this site would be classed as free from significant contamination. On

this basis it is considered that Exposure Condition d(i) would apply, for which it is recommended that a

Sulphate Resisting Cement to BS 4027 or an ASTM type II cement be used in a mix meeting the

following criteria;

Minimum cement content for 20mm aggregates 300 to 320 kg/m 3

Maximum water : cement ratio 0.50 to 0.42

Minimum cover for reinforcement 40mm to 50mm

In addition it is recommended that the surface of all concrete in contact with the soil should be covered

with a suitable waterproof membrane or coating. However, prior to finalising and adopting a mix design,

appropriate consultation with the structural engineer is advised.

7.4 Construction Supervision

An experienced engineer or supervisor should be present on the site to oversee all earthworks and

foundation construction activities. In particular, it is recommended that all foundation excavations are

inspected by a suitably qualified geotechnical engineer, prior to foundation construction, to ensure that the

contact surface is properly prepared, and that exposed sub-surface conditions are consistent with design

assumptions.

In addition to above, at the time of foundation construction, this laboratory shall be contacted to carry out in-

situ field density, compaction, plate load, pile integrity tests (in case of piles recommendation) or other tests

recommended in this report at random locations selected by our engineer. Without which a letter of

confirmation can not be issued for the safe bearing pressure and foundation levels.

8.0 REPORT LIMITATIONS

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As mentioned in the report the boreholes made were of 150mm in diameter. The information received from

the limited number and the diameter of boreholes may not represent the entire site and may not reveal all the

weak layers or conditions especially when they are localized. Hence no responsibility can be borne for

conditions not revealed by boreholes made on the site. In case of any such findings we shall be contacted

immediately to arrange a site visit by a geotechnical engineer to make an on site study of such conditions

after which recommendations if it is deemed necessary will be revised.

The borehole logs and related information represent subsurface conditions only at the specific locations and

times where sampling was conducted. Any lines designating the changes between soil and/ or rock layers

represent approximate boundaries. The transition between deposits/ strata may be gradual, or may occur

between recovered samples.

During the site work ground water was not encountered in the boreholes up to termination depth of

boreholes. It should be noted, however, that groundwater levels are subject to variation caused by tidal

and weather seasonal variations and by changes of local drainage and or pumping conditions. The levels

may at time be significantly different to those measured during the investigation.

The recommendations and discussions given in this report are based on the subsurface conditions

encountered during the site investigation work and on the results of the field and laboratory testing on

samples obtained from the limited number of boreholes. There may be, however, conditions pertaining to

the site which has not been in to account due to the limited number of boreholes.

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PLATES

LOCATION PLAN PLATE 1

SITE PLAN PLATE 2

SPT VALUES VS DEPTH PLATE 3

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SITE: B+G+1 Villa TITLE: Location PlanPlot No. RN. 037DubaiLand Dubai

SITE LOCATIONDUBAI LAND

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BH1

BH2

SITE: B+G+1 Villa TITLE: Site Plan

Plot No. RN. 037, Dubai LandDubai JOB REF : GSI/0114/12/DXB United Arab Emirates

BH1

BH2

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0

1

2

3

4

5

6

D E P T H ( m )

'N' VALUES

Design Profil e

LooseVery Loose M.Dense V.DenseDense

SITE: B+G+1 Villa TITLE: Summary of SPTPlot No. RN. 037, Dubai Land Values vs Depth

DubaiJOB REF: GSI/0114/12/DXB UnitedArabEmirates

0

1

2

3

4

5

6

7

8

9

10

11

12

1 10 100

D E P T H ( m )

'N' VALUES

BH 2-SPT Design Profile BH 1-SPT

Design Profil e

LooseVery Loose M.Dense V.DenseDenseLooseVery Loose M.Dense V.DenseDense

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APPENDIX AFIELD RESULTS

BOREHOLE LOG LEGEND & CLASSIFICATION SYSTEMS PLATES A1.1 TO A1.3

SOIL/ROCK STRENGTH DEFINITIONS PLATE A2

BOREHOLE LOGS PLATES A3.1.1 TO A3.2.2

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SYMBOL LEGEND FOR GEOTECHNICAL LOGS

Appendix A: Plate A1.1

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SOIL CLASSIFICATION SYSTEM (Based on BS 5930)


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CARBONATE CLASSIFICATION SYSTEM (Based on Clark & Walker)


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SOIL AND ROCK STRENGTH DEFINITIONS

Appendix A: Plate A2

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APPENDIX B

LABORATORY TEST RESULTS

PARTICLE SIZE DISTRIBUTION TESTS PLATE B1.1

CHEMICAL TEST RESULTS PLATE B2.1

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APPENDIX C

APPENDICES TO SITE INVESTIGATION REPORTS

APPENDIX TO SITE INVESTIGATION REPORT PLATE C1

FIGURE 6 AND TABLE 13 FROM CIRIA SPECIAL PUBLICATION 31 PLATE C2

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APPENDIX TO SITE INVESTIGATION REPORT

C- 1.1 GROUNDWATER

The water level recorded in a borehole during boring and / or drilling does not indicate the actual

level of the water table. The drilling process and dewatering in the vicinity, can affect the level of

groundwater, particularly when rotary drilling is in process, the water is normally used as the drilling

fluid.

To obtain a true indication and for long term observations of the stable groundwater level perforated

standpipe/ piezometer should be installed in a borehole.

C- 1.2 GEOTECHNICAL INFORMATION

Factual evidence has been obtained from the results of the boreholes and other field tests. These

evidences only provide information about a relatively small column of the soil and rock and the

possibility of actual conditions differing must be recognised.

The comments and recommendations given in this report are subjected to the limitations imposed

by the inherent nature of the site investigation. Hence no responsibilities can be born for conditions

not revealed by boreholes or trial pits made on the site. In case of any such findings, we shall be

contacted immediately to arrange a site visit by our geotechnical engineer to make an onsite study

of such conditions after which recommendations if it is deemed necessary will be revised.

The interpretation and conclusions given in this report assume that the ground conditions do not

vary beyond the range revealed by the investigation. It is possible that different conditions may be

present on, or adjacent to the site which have not been investigated and therefore, have not been

considered.

The recommendations given in this report apply only to the proposed developments and should not

be used for any other project on the site or adjacent sites, without consulting this laboratory.

Appendix C: Plate C1.1

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Appendix C: Plate C2.1

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RN037