a report on a ground investigation at land off …

Copyright © A F Howland Associates Limited 2019

A REPORT ON A GROUND INVESTIGATION AT

LAND OFF HOPTON ROAD, GARBOLDISHAM,

NORFOLK

CLIENT: Mr Trevor Lambert & Mr Mervyn Lambert

Reference: DJM/19.030/Geotech Date: 25 April 2019

A F Howland Associates Limited

The Old Exchange

Newmarket Road

Cringleford

Norwich

NR4 6UF

Tel: 01603 250754

Email: [email protected]

Website: www.howland.co.uk

mailto:[email protected]

http://www.howland.co.uk/


CONTENTS

1. INTRODUCTION 1

2. FIELDWORK 2

3. LABORATORY TESTING 4

3.1 GENERAL 4

3.2 TEST PROCEDURES 4

4. DISCUSSION 9

4.1 SITE DESCRIPTION 9

4.2 GENERAL GEOLOGY 10

4.3 SITE GEOLOGY AND GEOTECHNICAL CONDITON 11

4.4 GROUNDWATER 13

4.5 CHEMICAL CONSIDERATIONS 14

5. ENGINEERING INTERPRETATION 16

5.1 GENERAL 16

5.2 GROUND MODEL & GEOHAZARDS 16

5.3 EXCAVATIONS 16

5.4 FOUNDATIONS 17

5.5 BURIED CONCRETE 17

6. SUMMARY AND RECOMMENDATIONS 19

APPENDICES

APPENDIX A: COPYRIGHT

APPENDIX B: REFERENCES

APPENDIX C: EXPLORATORY HOLE RECORDS

APPENDIX D: LABORATORY RESULTS

APPENDIX E: DRAWINGS


CLIENT: Mr Trevor Lambert & Mr Mervyn Lambert

A REPORT ON A GROUND INVESTIGATION ON

LAND OFF HOPTON ROAD, GARBOLDISHAM,

NORFOLK

Reference: DJM/19.030/Geotech

Date: 25 April 2019

1. INTRODUCTION

A F Howland Associates Limited (AFHA) was instructed by Mr Trevor Lambert &

Mr Mervyn Lambert (the “Client”) to carry out a ground investigation for the proposed

residential development of a plot of land off Hopton Road, Garboldisham, Norfolk

(Drawing 19.030/Geotech/01).

This report provides the factual details of the fieldwork undertaken during the investigation

and subsequent laboratory testing and provides a consideration of the findings with respect

to the proposed development, including information on the subsoil conditions and relevant

geotechnical parameters.

The report was prepared for the use of the Client and their advisors. Other parties using

the contained information do so at their own risk and any duty of care to those parties is

specifically excluded as covered by copyright.

DJM/19.030/Geotech Page 2

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2. FIELDWORK

Fieldwork was carried out between the 18 and 19 February 2019 and comprised six

windowless dynamic sampling holes, four dynamic probes and two hand dug trial pits.

The exploratory hole locations were set out by AFHA as indicated on drawing

19.030/Geotech/02. The positioning was restricted on site by recently placed/disturbed

bare soils, which prevented access to some area of the sites with the necessary plant. The

National Grid references, and the elevations of the positions relative to Ordnance Datum,

were then measured using a Hemisphere S320 VRS GPS (RTK) system.

A starter pit was excavated by hand to a depth of 1.2 m at the exploratory hole locations

prior to the commencement of drilling to inspect for services. A cable avoidance tool (CAT)

was also used to sweep the positions and the immediate surrounding area to locate any

potential services and the location adjusted as necessary.

During advance of the exploratory holes, sampling and testing was carried out in general

accordance with the recommendations of BS EN 1997-2:2007 Eurocode 7 and its UK

National Annex supported by BS 5930: 2015.

The windowless dynamic sampling holes, referenced WS01 to WS04, WS05A, and

WS06, were advanced with a tracked dynamic sampling rig. WS01, WS02, WS03 and

WS05A were taken to 3.0 m below ground level (bgl), whilst WS04 and WS06 were taken

to 4.0 m bgl. The sampling system utilises a 63.5 kg weight falling a distance of 750 mm

to drive rods and sampling tubes into the ground, these are then extracted and the

continuous samples described. Open tube drive samples (U70) were taken in cohesive

materials to allow laboratory testing of undisturbed material. Further disturbed samples

were taken from the liners for possible laboratory testing. Standard penetration tests (SPT)

were carried out at regular intervals using a split barrel sampler. The N value was taken as

the number of blows for 300 mm of penetration, following a seating drive of 150 mm or 25

blows.

The exploratory holes were monitored for groundwater ingress during the fieldwork. Upon

encountering groundwater any drilling was temporarily stopped to allow the level to

stabilise, recording the water level at 5 minute intervals for a period of twenty minutes.

Water levels were also recorded at the start and end of each shift.


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Groundwater monitoring standpipes were installed in WS01 and WS06 upon completion to

depths of 3.0 and 4.0 m bgl respectively. The monitoring standpipes comprised a PVC

access tube slotted at the base, surrounded by a granular filter, and sealed at the top by a

bentonite seal.

The dynamic probes (DPSH-B type), referenced DP01, DP02, DP03, DP05A, and DP06,

were carried out with a super heavy dynamic probe, following procedures described in

BS 1377: 1990. DP01 and DP03 were carried out adjacent to their respective windowless

dynamic sampling holes from 1.2 m through the base of a starter pit. DP02, DP05A, and

DP06 were carried out through the base of their respective windowless dynamic sampling

holes. DP01, DP02, DP03 and DP05A were taken to 5.0 m bgl. DP06 was taken down to

7.0 m bgl. The equipment utilises a 20 cm2 cone with 35 mm diameter rods, which are

driven into the ground by a percussion hammer. The drive rods, which are marked at

100 mm intervals, and the number of blows to drive each 100 mm interval into the ground

are recorded (N100) and plotted against depth. The tests are carried out in general

accordance with the recommendations of BS 5930: 2015. The first rod is fitted with a

disposable solid cone which is left in the ground when the rods are hydraulically retrieved

from the ground.

The trial pits, referenced TP05 and TP07, were advanced using hand tools to a depth of

0.25 and 0.50 m bgl respectively. Both positions refused due to buried obstructions.

Details of the strata encountered, sampling and in situ testing in each of the exploratory

holes are appended.


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3. LABORATORY TESTING

3.1 GENERAL

Subsequent to the fieldwork, a programme of laboratory testing was carried out to provide

additional quantitative data on the materials encountered. The tests were completed in

accordance with the procedures laid down in BS 1377: 1990 (BSI, 1990) unless stated

otherwise and consisted of:

- Natural moisture content

- Atterberg limits

- Undrained shear strength in triaxial compression without measurement of pore

pressure

- California Bearing Ratio

- Sulphate content and pH value

- Total sulphur

- Ammonia content

- Chloride content

- Nitrate content

- Loss on ignition

- Total organic carbon

3.2 TEST PROCEDURES

3.2.1 Natural Moisture Content

The natural moisture content is determined according to BS EN ISO 17892: Part 1: 2014:

clause 5.2. This represents the mass of moisture content retained by the soil in its natural

state as a percentage of its dry mass. For organic soils and peats care should be taken to

avoid heating the sample above 50°C to prevent irreversible physical changes to the

material.

3.2.2 Atterberg Limits

The Atterberg limits are determined in the laboratory by the procedures given in BS1377:

Part 2: 1990. The liquid limit (LL) is the moisture content of the soil at the point that its

behaviour passes from that of a plastic solid to that of a liquid. The test procedure given as

clause 4.4 was used based on the cone penetrometer in which the penetration of a free-fall

cone into moistened and cured samples of the soil is measured. The plastic limit (PL) is


25 April 2019


the moisture content of the soil at the point that its behaviour passes from a plastic solid to

a brittle solid. This point is measured according to clause 5.3 and is the point at which a

thread of the soil rolled to 3 mm diameter begins to crumble.

Together the Atterberg limits can be used to define the plastic range of the soil. The

plasticity index (PI) is the difference between the liquid and plastic limit and is broadly

correlated to the engineering behaviour of the soil. When used with the natural moisture

content of the soil they can also give an indication of its in situ condition.

3.2.3 Determination of the Undrained Shear Strength in Triaxial Compression Without Measurement of Pore Pressure

The undrained shear strength of the soil was measured, as stated in BS 1377: Part 7: 1990:

clause 8, by axial compression of cylindrical specimens cut from the U70 or U100

undisturbed samples. The nature of the test is such that no change in moisture content of

the specimen is allowed during shear.

The theory of behaviour of saturated clay materials in undrained shear failure gives that the

strength will not be influenced by the confining pressure such that the measured angle of

internal friction for the material will apparently be equal to zero. Experience has shown

that this is true only for samples of unweathered heavily overconsolidated pure clays.

Where the material is weathered or it contains a significant granular content a plastic rather

than a brittle failure develops which produces a strain hardening during shear. In this

situation measurable apparent undrained angle of internal friction is produced. A similar

situation develops in partially saturated materials. The test results are also influenced by

sample variation, and in particular the presence of natural fissures or inclusions within the

sample.

The use of large diameter specimens is preferred as this compensates for the scale effects

of random features in smaller specimens. One of two tests are carried out according to the

soil characteristic. Unweathered specimens of heavily overconsolidated clays which have

a brittle failure in shear are tested in a single stage. The confining pressure is taken as the

total overburden pressure of the sample in situ. It is then failed by axial compression and

the measured deviator stress reported as the apparent undrained cohesion. Specimens of


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weathered clay or the clays with granular contents are tested in a multistage manner

according to BS 1377: Part 7: 1990: clause 9.

The test procedure is similar to the single stage but at the point that failure begins the

confining pressure is increased and the specimen compressed for a further 2% of vertical

strain at which point the confining pressure is again increased and held for a further 2%

strain. The deviator stresses at each of the confining pressures are used to plot the Mohr

envelope and the apparent undrained cohesion and if appropriate the undrained angle of

internal friction.

3.2.4 California Bearing Ratio

A measure of the strength of a soil can be made by determination of its California bearing

ratio (CBR). This is determined according to the procedure set out in BS 1377: Part 4:

1990: clause 7 in which a relationship is determined between the force required to drive a

cylindrical plunger a given distance into the prepared sample of the soil and the force

required to drive a similar plunger into a standard sample of prepared crushed rock. The

ratio is determined at penetrations of 2.5 and 5 mm and the higher value used.

The test can not be directly related to other shear strength parameters and is most suitable

for the empirical determination of the strength of a material for pavement design by the use

of standard design charts. The test is best carried out on a sample which reproduces the

worst conditions likely to occur in the field situation and can be carried out on in situ

material in the field or on undisturbed or recompacted samples in the laboratory.

3.2.5 Sulphate Content and pH Value

In order to aid the evaluation of any aggressive tendency of the subsoil or groundwater to

buried concrete the pH and soluble sulphate of a number of samples were determined using

in-house procedures based on British Standard methods. The pH of a groundwater sample,

or a soil suspension was determined electrometrically according to BS 1377: Part 3: 1990:

clause 9.5. The water soluble sulphate content was undertaken using a procedure based on

BS 1377: Part 3: 1990: clause 5.5 in which the sulphate is analysed by ICP-OES in a

distilled water filtrate from the soil or a groundwater sample. The total sulphate of a soil

was measured on a filtrate following digestion of the soil by 10% hydrochloric acid.


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3.2.6 Total Sulphur Content

To aid the evaluation of aggressive tendency of the subsoil to buried concrete as a result of

its pyritic potential, the total potential sulphate content can be determined from the

relationship between the total (acid soluble) sulphate content and the amount of total

sulphur present. The total sulphur content is determined by a laboratory in-house method

based on the Methods for the Examination of Waters and Associated Materials (MEWAM

Environment Agency, 2006).

A dried portion of the soil is extracted at 115 °C for 75 minutes using 100% aqua regia and

potassium bromate/bromide oxidizing mixture. The principle of this digest is to oxidize all

sulphur to sulphate, and use the aqua regia acid mixture to digest the sample. The resultant

digest solution is then filtered and analysed by ICP-OES. The results are expressed as %

S, and include water soluble and acid soluble sulphates and total reduced sulphur, as well

as insoluble sulphates and organic sulphur.

3.2.7 Ammonia Content

The ammonia content was determined by an in-house procedure based on the colorimetric

salicylate/nitroprusside method using a spectrophotometric discrete analyser, in general

accordance to methods outlined in BR 279 (BRE, 1995). A 2:1 water: soil extract is

prepared by shaking 20 g soil, as received, plus 40 ml water. The ammonia ions react with

salicylate in the presence of hypochlorite and nitroprusside to form a coloured solution

which is analysed by spectrophotometric measurement at a wavelength of 660 nm. The

results are expressed as mg/l NH4+.

3.2.8 Chloride Content

The chloride content was determined by an in-house procedure based on colorimetric

methods using a spectrophotometric discrete analyser. The sample preparation is in

generally accordance to those outlined in BR 279 (BRE, 1995) and BS 1377-3 Section 7

(BSI, 1990), but the analysis differs as these suggest using ion chromatography. Both

methods give comparable results. A soil sample is dried at < 40°C and then a 2:1 water:

soil extract is prepared by shaking 20 g soil plus 40 ml water. The chloride ions react with

mercury (II) thiocyanate to form a soluble non-ionic compound. The thiocyanate ions


25 April 2019


released react in acid solution with iron (III) nitrate to form a red / brown iron (III)

thiocyanate complex which is measured spectrophotometrically at 450 nm.

3.2.9 Nitrate Content

The nitrate content was determined by an in-house procedure based on colorimetric

methods using a spectrophotometric discrete analyser, whereby it is calculated from the

total oxidised nitrogen (TON) by subtraction of the nitrite content, in general accordance

with methods outlined in BR 279 (BRE, 1995). A soil sample is dried at < 40°C and then

a 2:1 water: soil extract is prepared by shaking 20 g soil plus 40 ml water. The nitrite ions

reacts with sulphanilamide and N-1-napthylethylenediamine dihydrochloride under acidic

conditions to form a pink azo-dye which is measured spectrophotometrically at 540 nm.

To determine TON all the nitrate in the sample is reduced to nitrite by hydrazine under

alkaline conditions. The total nitrite ions are then reacted with sulphanilamide and N-1-

napthylethylenediamine dihydrochloride under acidic conditions to form a pink azo-dye

which is measured spectrophotometrically at 540 nm.

3.2.10 Loss On Ignition

The organic content of peats or organic clays containing more than about 10% organic

matter or sandy soils containing only limited quantities of clay or chalk can be related to

the loss in the mass of the soil on ignition. This is carried out according to BS 1377: Part

3: 1990: Clause 4 (BSI, 1990). The test involves a previously dried and weighed sample

being burned at a temperature of 440°C, the result is then reported as the ratio of mass

before and after burning.

3.2.11 Total Organic Carbon

The determination of total organic carbon content of a soil is measured using catalytic

combunsition and infra-red detection methods. A dried and ground aliquot of the sample

is removed for analysis and treated with acid to remove inorganic acarbon. The acid is

removed by addition of de-ionised water and then the sample is dried at a temperature of

120°C. The sample is then oxidised in a combustion chamber and any carbon present is

converted to carbon dioxide. The resultant CO2 is then measured by an infra-red detector

to a provide a percentage.


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4. DISCUSSION

4.1 SITE DESCRIPTION

The site comprised two adjoining rectangular plots, each approximately 0.5 hectares and

known as the North Site and South Site respectively, in the southern part of the village of

Garboldisham, Norfolk, as shown on drawing 01A prepared by Roberts Molloy Associates

and included in Appendix E. Each plot had separate access points directly from Hopton

Road, which forms the eastern extent of the site.

The site is centred at National Grid reference 600340 E, 281136 N and is situated at the toe

of the eastern valley side of an unnamed river on a north to south alignment. They valley

is shallow with low topographical relief. The river runs along the western boundary of the

South Site.

The elevation of the site is approximately 24 m above Ordnance Datum (aOD) in the east,

falling to approximately 22 m aOD in the west. The wider topography rises gently to the

east and west, associated with the shape of the valley.

At the time of the investigation, the plots had recently been cleared and bare soils were

evident at surface with a strip of grass along the eastern side. The sites were generally flat.

There were mature trees along the western boundary, as well as along the boundary between

the North and South Site. The northern boundary of the North Site and the eastern boundary

of both sites were a mix of semi-mature trees and hedgerows, whilst the southern boundary

of the South Site was not defined.

A review of historical OS mapping, as detailed in the Phase I Desk Study (AFHA, 2019),

indicates that the site has been fields since the earliest mapping reviewed. However,

anecdotal evidence suggests soils of unknown provenance have been placed on the site in

a phased approach over an unknown period of time.


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4.2 GENERAL GEOLOGY

The regional geology is mapped for the area by the British Geological Survey (BGS, 2019).

The geology comprises bedrock of the White Chalk Subgroup overlain by superficial

deposits of the Croxton Sand and Gravel Member of the Lowestoft Formation. Superficial

Peat deposits are mapped to the south west of the site, whilst superficial deposits of the

Lowestoft Formation (diamicton) are mapped to the east. An area of ‘worked ground’ is

indicated in the southern part of the South Site. The geological mapping is reproduced on

drawing 19.030/Geotech/03 appended.

4.2.1 Peat Deposits Peat deposits are of the Quaternary Period and are lacustrine and palustrine in origin. They

comprise accumulated and detrital organic material, deposited under waterlogged and

anaerobic conditions as beds and lenses, usually in lagoons, bogs or swamps.

4.2.2 Lowestoft Formation - Croxton Sand and Gravel Member The Croxton Sand and Gravel Member of the Lowestoft Formation represent Glaciofluvial

outwash deposits related to glacial diamicton from the formation, and may be interspersed

with diamicton. Consequently, the sand and gravel deposit may vary in grading according

to the previous depositional setting. The materials derived from glacial till may have

travelled long distances and the deposit may therefore contain exotic material. However,

the bulk of the material has been found to comprise predominantly flint. These deposits

can be water bearing.

4.2.3 Lowestoft Formation - Diamicton The Diamicton, often known as Glacial Till, is typically cohesive and comprises, in its

unweathered state, a bluish grey, variably sandy and silty clay, with abundant flint and chalk

gravel. Other gravel lithologies may also be found and fine-grained chalk may be present

within the matrix of the till. At surface the till may be decalcified ,weathering to yellowish

brown or brownish grey with a noticeable absence of chalk.

The whole is generally stiff with apparent high degrees of overconsolidation, although it

may contain or overlie other glacial materials which can be very much softer. Glacial

materials are irregular in deposition so that extrapolation is not always reliable. In this area,


25 April 2019


it is interspersed with lenses and beds of sand and gravel, which may be found within or

above the general sequence.

4.2.4 White Chalk Subgroup The White Chalk Subgroup is a very pure carbonate debris of microfossil skeletal material

laid down during the Cretaceous Period. In south east England it tends to be soft and friable

although this is interspersed with a number of beds of rock chalk which are harder and more

compact. The Chalk is naturally fissured and since it is water soluble these may be open

as a result of solution and can produce very high secondary permeabilities.

Additionally chalk is very susceptible to freeze-thaw action and its upper levels may show

the evidence of severe disruption and fracturing a result of the climatic changes in the

geologic past. Besides an increase in the frequency of fracturing this disruption also

allowed an increase in the moisture content producing a softer material, generally referred

to as 'putty chalk'. In the disrupted state the chalk was subject to remoulding and transport

by hillslope processes and may have produced a mantle of material very different to the

underlying intact material.

4.3 SITE GEOLOGY AND GEOTECHNICAL CONDITON

4.3.1 General The encountered ground conditions predominantly comprise a variable thickness of made

ground underlain by peat to between 1.6 to 1.9 m, where granular deposits were

encountered and which are considered representative of the Croxton Sand and Gravel

Member (drawing 19.030/Geotech/04). The granular deposits were found to have

subordinate clay bands in places. The exception was WS06 in the south west of the site,

where the Peat was found to extend to the base of the hole at 4 m. The bedrock geology of

the White Chalk Subgroup was not encountered.

4.3.2 Made Ground Made ground was encountered in all locations, except WS03, and was found to generally

comprise cohesive soils, except in TP05 and WS05A where it was predominantly found to

be granular. The made ground was found to comprise multiple layers of varying thickness

and composition, unconsolidated in places and generally be in a soft or loose condition with

SPT N-values of 0 and 4 recorded. It was proved to extend to between 0.75 m and 1.95 m


25 April 2019


depth. The made ground appeared to have been placed and levelled to raise the ground

level of the site.

Atterberg limits determinations were carried out on samples of cohesive made ground and

which indicated the material to be of low to intermediate plasticity with plasticity index in

the range 19 to 22. Although California Bearing Ratio (CBR) values can be estimated from

the plasticity index of soil, the high variability and high compressibility of the

unconsolidated made ground suggests that this should be treated with caution and value of

1 % used for design of hardstanding surfaces. Where the characteristic value is to be used

for road design, it should be confirmed by in situ testing or laboratory testing of material at

the formation level.

4.3.3 Peat Deposits Beneath made ground, peat deposits were encountered in five of the six windowless sample

hole locations and were proved to extend to between 1.6 and 1.9 m depth, except in WS06

where it was found to the base of the hole at 4.0 m and comprised two distinct types.

The peat was predominantly described as plastic, dark grey to black, clayey, slightly sandy,

slightly gravelly and pseudo-fibrous. The gravel comprised flint. In WS06 the upper layer

of peat found from 1.95 to 3.10 m was similarly described, although it was initially noted

to be amorphous and become pseudo-fibrous from 2.7 m. From 3.1 to 4.0 m it was

described as spongy light brown mottled beige, grey and dark brown very clayey sandy

fibrous peat. Standard penetration testing (SPT) carried out within the peat produced N-

values of between 0 and 4.

DP06 was undertaken through the base of WS06 from 4 m and penetrated to 4.7 m

predominantly under the static weight of the test equipment. The resistance to penetration

steadily increased to provide N100 values from around 5 to 15, indicating a possible

transition into a different material at 4.7 m depth.

The spatial distribution of the peat extends further to the east than indicated on the

geological mapping (drawing 19.030/Geotech/03). The nominal section indicates the peat

to thicken and the base deepen in a southerly direction. This is likely to be a result of the

topographical setting, with the river valley and flow direction on a north to south alignment,


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with an area known as the ‘Old Fen’ approximately 500 m to the south of the site associated

with the confluence of the river to the west of the site and the Little Ouse River.

4.3.4 Lowestoft Formation - Croxton Sand and Gravel Member Natural granular soils were encountered in all locations, except WS06, from between 1.4

and 1.9 m. These were predominantly described as grey to yellow brown silty sand, with

a variable gravel content. In WS01, the soils were described as slightly clayey sandy gravel.

The gravel in all locations comprised flint and rarely quartzite.

The granular soils was generally found to be in a medium dense condition, with SPT N-

values of 18, 21, 22 and 31 recorded in the deposit. A series of dynamic probes generally

record N100 values of between 5 and 15, which largely increased with depth. These

generally correlate with the SPT N-values and are indicative of a medium dense condition,

becoming dense with depth.

Subordinate bands of clay were encountered at depth within the granular soil and at near

surface in WS03. These are considered bands of Diamicton interspersed within the Croxton

Sand and Gravel Member given the geological relationship between the two deposits.

These were encountered in WS03 beneath the topsoil from 0.45 m to 1.37 m, in WS04 from

2.3 to 2.7 m and from 2.4 to 2.95 m in WS05A. The clay was generally described as light

yellowish grey to yellow brown very silty sandy slightly gravelly clay, with pockets of

clayey sand. The gravel consisted of flint. In WS03, the clay was manually assessed to

have a firm consistency, tending to soft to firm in places, whilst at depth it was noted to be

predominantly soft to firm.

Where clay was encountered at near surface, a design CBR value of 2% could be

appropriate for road and pavement design purposes given the recorded plasticity and single

laboratory CBR test result. This design value should be confirmed/amended by further

laboratory CBR testing or in situ testing of the formation level prior to construction.

4.4 GROUNDWATER

Groundwater was encountered within all windowless dynamic sampling holes,

predominantly between 1.55 and 2.0 m bgl and rising to between 1.34 and 1.96 m bgl in


25 April 2019


twenty minutes, in conjunction with the top of the Croxton Sand and Gravel Member

deposits, as indicated on drawing 19.030/Geotech/03. An additional, deeper groundwater

strike was also encountered in WS05A at 2.95 m, rising to 2.76 m in twenty minutes.

Groundwater was also struck at 3.5 m in WS06 within the Peat deposits. Shallow

groundwater seepages were also encountered within the made ground in WS02 and WS05A

at 0.75 and 0.50 m bgl respectively.

However, observations reported during advancement of the exploratory holes will have

been affected by the permeability of the ground, the rate of progress of the exploratory hole

and the techniques in operation. The general procedures used do not allow precise

measurements of the groundwater conditions, but give only a general guide to the overall

situation. Fluctuations in any groundwater table will also occur as a result of seasonal or

climatic effects, as well as other outside influences.

4.5 CHEMICAL CONSIDERATIONS

Risks to construction materials can be assessed primarily using the sulphate and pH results

according to the recommendations of Building Research Establishment Special Digest 1

(BRE, 2005). A range of analyses were undertaken in order to evaluate any aggressive

tendency of the soil and the results are summarised in Table 1 below.

Parameter Made Ground Peat Croxton Sand

and Gravel Member

Groundwater

Number of samples tested 11 6 5 2

pH 7.9 to 8.6 7.0 to 8.0 7.1 to 8.5 7.30 & 7.07

Sulphate, water/soil extract (SO3), gl-1 <0.01 to 0.15 0.04 to 0.78 <0.01 to 0.06 0.19 & 0.024

Acid soluble sulphate (SO4), % 0.03 to 0.12 0.07 to 0.50 <0.02 to 0.05 n/a

Total sulphur, % 0.01 to 0.07 0.04 to 1.30 <0.01 to 0.08 n/a

Ammonia (expressed as NH4), gl-1 <0.01 <0.01 <0.01 n/a

Chloride, gl-1 <0.01 to 0.02 <0.01 to 0.06 <0.01 to 0.02 n/a

Nitrate, gl-1 <0.01 to 0.02 <0.01 to 0.02 <0.01 to 0.01 n/a

Table 1: Summary of chemical analysis


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The sulphur determinations were made to complement the sulphate testing according to the

recommendations of Building Research Establish Special Digest 1 (BRE, 2005). This

establishes if a material is pyritic and uses a relationship between total sulphur, acid soluble

and water soluble sulphate, and total potential sulphate to determine whether it is necessary

to increase the Design Sulphate (DS) class. A sample is considered to be potentially pyritic

if the oxidisable sulphides exceed a threshold value of 0.3 %. None exceeded this threshold

such that the made ground, Peat deposits, and Croxton Sand and Gravel Member are not

considered pyritic.


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5. ENGINEERING INTERPRETATION

5.1 GENERAL

It is understood that the proposed residential development of the North Site will comprise

the construction of four residential properties with associated access and private gardens as

shown indicatively on drawing No. 03 prepared by Roberts Molloy Associates and included

in Appendix E. The residential development proposals for the South Site are not known at

this stage, but are expected to be similar.

The comments and recommendations contained in the report are based on the data obtained

from the current exploratory holes and associated laboratory testing as subject to copyright

as detailed at Appendix A. Extrapolation between and to other parts of the site is considered

within the light of the geological setting as interpreted, but no responsibility can be accepted

for varying geological and geotechnical conditions from those on which the report is based.

5.2 GROUND MODEL & GEOHAZARDS

Made ground was encountered from surface and proved to extend to between 0.75 and

1.95 m depth, it was found to be soft or loose and highly compressible in places, it was

variable in character, composition and thickness. The made ground was underlain by peat

to between 1.60 and 1.90 m, deepening significantly to approximately 4.70 m in the south

west of the site. Obstructions may also be encountered within the made ground, as found

in TP05 and TP07. The peat was underlain by medium dense granular soils representative

of the Croxton Sand and Gravel Member.

Groundwater is present at about 1 to 2 m depth. Perched groundwater seepages should also

be expected within the made ground and peat deposits closer to surface.

5.3 EXCAVATIONS

The investigation has shown that groundwater is present between approximately 1 to 2 m

depth. Made ground of variable character, composition and condition, as well as peat, will

be encountered within shallow excavations across the site and are unlikely to remain stable

in the short or longer term and positive sidewall support will be necessary personnel to

work in close proximity.


25 April 2019


Deeper excavations extending to the underlying natural granular deposits are likely to

encounter significant groundwater ingress with the granular soils likely to exhibit running

ground conditions. The presence of water in combination with the ground conditions will

be a controlling factor in determining the suitability of any proposed excavation. Therefore,

extreme care should be exercised over any construction proposals that are sensitive to the

presence of water.

5.4 FOUNDATIONS

In addition to the difficulties likely to be associated with excavations, the inherent

variability and poor condition of the made ground and the highly compressible nature of

the peat indicates that these are unlikely to provide suitable founding strata, unless high

total and differential settlements can be accommodated. An alternative solution might be

to extend structural loads to depth using piles. Should a piled solution be adopted it is

recommended to undertake further ground investigation to confirm the deeper ground

conditions.

5.5 BURIED CONCRETE

Selected samples were subjected to chemical analyses in order to evaluate any aggressive

tendency of the subsoil to buried concrete. The results corresponded with a maximum

design sulphate class of DS-2 according to Building Research Establishment Special

Digest 1 (BRE, 2005).

The Digest identifies a number of different site categories, which include those with

‘natural’ soil conditions, those that have been subject to ‘brownfield’ development, and

sites which contain pyrite bearing ground that will be subject to future disturbance and

could result in pyritic oxidation.

The BRE Digest also shows that it is necessary to take into account other factors related to

the environment into which any new concrete may be placed i.e. the pH of the ground and

the mobility of the groundwater table. It is then possible to assign an ACEC (aggressive

chemical environment for concrete) class.


25 April 2019


A ‘brownfield’ condition has been adopted given the presence of significant made ground

across the site and in conjunction with mobile groundwater conditions. Therefore, an

ACEC classification of AC-2 would be appropriate for concrete placed in shallow soils.


25 April 2019


6. SUMMARY AND RECOMMENDATIONS

1. It is proposed to construct residential dwellings at land off Hopton Road, Garboldisham,

Norfolk. The development is split across two adjoining sites known at the North Site

and South Site.

2. A review of historical OS mapping indicates that the site was used as fields since the

earliest mapping reviewed circa 1880. However, anecdotal evidence suggests soils of

unknown provenance have been placed on the entire site in a phased approach over an

unknown period of time in order to raise the level.

3. Significant made ground was found across most of the site and was found to be in a poor

condition, underlain by peat deposits that are compressible in nature, to between 1.6 and

1.9 m, deepening towards the south, where the base of the peat was considered to be at

approximately 4.7 m in DP06.

4. Granular deposits consistent with the mapped superficial Croxton Sand and Gravel

Member were found in all locations beneath the made ground and peat from between

1.4 and 1.9 m. These deposits had subordinate clay bands at depth and at near surface

in WS03. The granular deposits were predominantly in a medium dense condition.

5. Groundwater is anticipated to be encountered around 1 to 2 m depth. Perched

groundwater seepages are also likely to be encountered within the made ground and peat

closer to surface.

6. Shallow excavations undertaken in made ground and peat are likely to be prone to

slumping and collapse, such that positive sidewall support will be necessary. Deeper

excavations are likely to encounter water bearing granular soils, which will exhibit

running ground conditions. Excavations will not be free standing below the water table.

Therefore, the excavations will require positive sidewall support and provision to control

groundwater ingress.

7. Traditional shallow spread foundations are unlikely to be feasible due to the variable

character and poor condition of the made ground and compressible nature of the peat.

Issues associated with maintaining dry and stable excavations suggest that it might be

appropriate to transfer structural loads to depth by the use of a piled foundation solution.

Investigation of the deeper ground condition will be necessary if a piled solution is

adopted.


25 April 2019


8. A maximum concrete design class of DS-2 and an ACEC class of AC-2 was established

for buried concrete in contact with soil across the site.

9. A CBR value of 1 % might be appropriate for the made ground, when designing

hardstanding surfaces. However, in situ testing or laboratory CBR testing of the

formation level should be undertaken to confirm/amend the design value, particular for

road pavement design.

10. A CBR value of 2 % might be appropriate for the natural clay deposits; although this

was only found in a single location so is based on a very limited dataset. Therefore,

this design value should be confirmed/amended through laboratory CBR testing or by

undertaking in situ testing of the formation level prior to construction.

Mr D J Myhill Dr A F Howland

MSc FGS MSc PhD DIC CEng FIMMM CGeol FGS

A F HOWLAND ASSOCIATES

25 April 2019


APPENDIX A: COPYRIGHT

The copyright of any proposal or any data presented in the report, including without exclusion all text

and all procedures and methods developed by A F Howland Associates Limited is held by A F Howland

Associates Limited and all rights to such are reserved.

Outside of the use of the report by the Client and its advisors outside of the immediate context for which

the work was commissioned, no part of the content of, procedures described, or other facets of the report

will be copied or used by others without the express and specific request and approval to do so in writing.


APPENDIX B: REFERENCES

A F HOWLAND ASSOCIATES (AFHA). 2019. A Phase I Contamination Assessment to support a

residential development at: Land off Hopton Road, Garboldisham, Norfolk. Report ref.

DJM/19.030/PhaseI, dated 29 March 2019. Norwich, Norfolk

BRITISH GEOLOGICAL SURVEY (BGS). 2019. OpenGeoscience web site. Geology of Britain

Viewer. www.bgs.ac.uk/opengeoscience

BUILDING RESEARCH ESTABLISHMENT (BRE). 1995. BR 279 – Sulphate and acid attack on

concrete in the ground: recommended procedures for soil analysis. Building Research Establishment,

London.

BUILDING RESEARCH ESTABLISHMENT (BRE). 2005. Special Digest 1: 2005, third edition.

Concrete in aggressive ground. BRE Construction Division, The Concrete Centre.

BRITISH STANDARDS INSTITUTION (BSI). 1990. BS 1377: Methods of tests for soils for

engineering purposes. British Standards Institution, London.

BRITISH STANDARDS INSTITUTION (BSI). 2014. Geotechnical investigation and testing –

laboratory testing of soil Part 1: Determination of water content. British Standards Institution, London.

BRITISH STANDARDS INSTITUTION (BSI). 2007. BS EN1997-2:2007 Eurocode 7 – Geotechnical

Design. Part 2: Ground investigation and testing. British Standards Institution, London.

BRITISH STANDARDS INSTITUTION (BSI). 2015. BS 5930:2015 Code of practice for ground

investigations. British Standards Institution, London.

ENVIRONMENT AGENCY. 2006. Methods for the Examination of Waters and Associated Materials

(MEWAM).

http://www.bgs.ac.uk/opengeoscience


APPENDIX C: EXPLORATORY HOLE RECORDS

B Bulk disturbed sample

D Small disturbed sample

L Windowless dynamic sampling liner

W Water sample

U Nominal 100 mm diameter undisturbed open tube sample

X blows The associated figure ‘X’ is the number of blows to drive the sample tube over

the given depth range

SPT Standard penetration test using a split spoon sampler. N Value is uncorrected, but

the hammer energy ratio is given in the remarks.

X,X/X,X,X,X Blows per increment during the standard penetration test. The initial value relates

to the seating drive (150 mm) and the remaining four to the 75 mm increments of

the test length

N=X SPT blow count ‘N’ given by the summation of the blows ‘X’ required to drive

the full test length (300 mm)

X*/Y Incomplete standard penetration test where the seating drive could not be

completed. The blows ‘X’ represent the total blows for the given length of seating

drive ‘Y’ (mm)

X/Z Incomplete standard penetration test where the seating drive was achieved but the

full test length was not. The blows ‘X’ represent the total blows for the given test

length ‘Z’ (mm)

dd/mm/yy: 1.0 dd/mm/yy: dry

Date, water level at the borehole depth at the end of shift

and the start of the following shift

Each sample type is numbered sequentially with depth and relates to the depth range quoted

All depths and measurements are given in metres, except as noted

Strata descriptions compiled by visual examination of samples obtained after BS 5930:2015 and

modified in accordance with laboratory test results where applicable

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er

LegendDescriptionDepth

(m)(Thickness)

Depth(m)

Level(mOD)Sample / Tests

Remarks Scale(approx)

LoggedBy

Figure No.

19.030.WS01

1:25 DJM

87mm to 3.00m

Hopton Road, Garboldisham, Norfolk

Mr Mervyn Lambert & Mr Trevor Lambert

Roberts Molloy Architects

19.030

WS01Number

22.45

600335 E 281197 N18/02/2019

Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019

Dimensions

WaterDepth(m)

Field Records

Machine : Dando Terrier 2002

Method : Windowless Dynamic Sampling

1

1

(0.80)

MADE GROUND (Greyish brown sandy slightly gravelly clay. Gavel is subangular to subrounded fine to medium flint, chalk, brick and clinker. Occasional roots)

21.65 0.80

(0.68)

MADE GROUND (Black mottled grey sandy slightly gravelly organic clay. With pockets of peat. Frequent grass and plant fragments)

20.97 1.48

(0.42)

Plastic dark grey clayey slightly sandy slightly gravelly pseudo-fibrous PEAT. Gravel is subangular fine to medium flint

20.55 1.90

(1.10)

Medium dense grey slightly clayey sandy subangular to subrounded fine to medium flint GRAVEL

...becoming light yellowish brown

19.45 3.00Complete at 3.00m

1. Location CAT scanned prior to excavation2. Hand dug inspection pit to 1.20 m

0.20 D1

3. Groundwater struck at 2.00 m and rose to 1.71 m in 5 mins, 1.61 m in 10 mins, 1.60 m in 15 mins and 1.50 m in 20 mins4. Slotted Standpipe installed to 3.00 m5. SPT Hammer Energy Ratio = 74.06%6. DP01 undertaken from surface adjacent to this position

0.60 D2

0.80 D3

1.00 D4

1.20-1.65 SPT N=0 IP 450 Test FailedDRY1.20-1.65 D51.20-2.00 L1

1.50-1.90 D6

1.90-2.00 D7

Moderate(1) at 2.00m, rose to 1.50m in 20 mins, not sealed.

2.00-2.45 SPTN=22

IP 0/S 5,3T 4,6,7,5

1.71

2.00-2.45 D82.00-3.00 D92.00-3.00 L2

18/02/2019:1.75m—————————————

1/1

1

1

Single Installation Internal Diameter of Tube [A] = 50 mm

600335 E 281197 N 22.45

18/02/19 2.00 Moderate 1.71 1.61 1.60 1.50 NOT

18/02/19 3.00 2.00 1.75 20.70

Standpipe

22.25 0.20

Concrete

20.95 1.50

Bentonite Seal

19.45 3.00

Slotted Standpipe

Location

Site

Client

Architect

JobNumber

Sheet




BoreholeNumber

WS01

19.030

Wat

er

Groundwater Observations During Drilling

Start of Shift End of Shift

DepthHole(m)

DepthHole(m)

CasingDepth

(m)

CasingDepth

(m)

WaterDepth

(m)

WaterDepth

(m)

WaterLevel(mOD)

WaterLevel(mOD)

Date

Date

Time

Time Time

DepthStruck

(m)

CasingDepth(m)

Inflow RateDepthSealed

(m)5 min 10 min 15 min 20 min

Ground Level (mOD)

DimensionsInstallation Type

LegendInstr

Remarks

Description Groundwater Strikes During Drilling

Readings

Remarks

(A)Level(mOD)

Depth(m)

Date

Time Depth(m)

Level(mOD)

Instrument [A]

Instrument Groundwater Observations

Inst. [A] Type :


1/1

Scale(approx)

LoggedBy

Figure No.

Remarks

Dates

Site

Client

Engineer

JobNumber

SheetLocation

Ground Level (mOD)Cone Dimensions

Level(mOD)

Depth(m)

Depth(m)

Blows forDepth Increment Field Records

Blows for Depth Increment

ProbeNumber

DP01



Method : Dynamic Probing (DPSH-B)

Diameter 50mm, Angle 90°

600336 E 281199 N

22.36

19/02/2019




19.030

1:25

19.030.DP01

Hand dug inspection pit to 1.2 m - see WS01

1.20-1.30 01.30-1.40 0

1.40-1.50 01.50-1.60 0

1.60-1.70 0

1.70-1.80 01.80-1.90 3

1.90-2.00 5Torque = 20 Nm2.00-2.10 5

2.10-2.20 4

2.20-2.30 62.30-2.40 8

2.40-2.50 122.50-2.60 10

2.60-2.70 9

2.70-2.80 72.80-2.90 5

2.90-3.00 5Torque = 40 Nm3.00-3.10 5

3.10-3.20 7

3.20-3.30 33.30-3.40 4

3.40-3.50 43.50-3.60 8

3.60-3.70 9

3.70-3.80 113.80-3.90 10

3.90-4.00 10Torque = 40 Nm4.00-4.10 10

4.10-4.20 10

4.20-4.30 94.30-4.40 9

4.40-4.50 104.50-4.60 8

4.60-4.70 10

4.70-4.80 114.80-4.90 9

4.90-5.00 9

22.36 0.00

21.86 0.50

21.36 1.00

20.86 1.50

20.36 2.00

19.86 2.50

19.36 3.00

18.86 3.50

18.36 4.00

17.86 4.50

17.36 5.00

1. Position adjacent to WS012. Location CAT scanned prior to excavation3. Hand dug inspection pit to 1.20 m

1/1

0 2 4 6 8 10 12 14 16 18 20

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

19.030.WS02

1:25 DJM

87mm to 3.00m




19.030

WS02Number

22.31

600328 E 281171 N19/02/2019


Dimensions

WaterDepth(m)

Field Records



1

2

2

(1.30)

MADE GROUND (Greyish brown sandy slightly gravelly clay. Gravel is subangular to subrounded fine to medium flint, brick and concrete. Rare flint cobbles and cobble sized fragments of brick)

21.01 1.30

(0.30)

Plastic dark grey to black clayey slightly sandy slightly gravelly pseudo-fibrous PEAT. Gravel is subangular fine to medium flint

20.71 1.60

(1.40)

Medium dense light grey slightly clayey very gravelly fine to coarse SAND. Gravel is subangular to subrounded fine to coarse flint

...becoming yellow brown and silty

19.31 3.00Terminated at 3.00m


0.20 D1

3. Groundwater seepage at 0.75 m

0.30-0.80 B1

4. Groundwater struck at 1.95 m and rose to 1.92 m in 5 mins, 1.75 m in 10 mins, 1.64 m in 15 mins and 1.57 m in 20 mins5. SPT Hammer Energy Ratio = 74.06%6. Blowing sand encountered at 3.0 m. Position terminated.7. DP02 undertaken through the base

Seepage(1) at 0.75m.0.75 GW1

1.00 D2

18/02/2019:1.15m—————————————19/02/2019:0.75m

1.20-1.70 SPT

N=13

IP 50/S 2,1

T 2,3,4,4

0.70

1.20-1.65 D31.20-2.00 L11.30-1.45 D4

1.45-1.60 D5

1.60-2.00 D6

Fast(2) at 1.95m, rose to 1.57m in 20 mins, not sealed.

2.00-2.45 SPTN=18

IP 0/S 3,4T 4,4,5,5

1.48

2.00-2.45 D72.00-3.00 B2

2.00-3.00 L2

19/02/2019:1.51m—————————————

1/1

Scale(approx)

LoggedBy

Figure No.

Remarks

Dates

Site

Client

Engineer

JobNumber

SheetLocation


Level(mOD)

Depth(m)

Depth(m)



ProbeNumber

DP02





600328 E 281171 N

22.31

19/02/2019




19.030

1:25 DJM

19.030.DP02

See WS02 for strata to 3.0 m

3.00-3.10 1

3.10-3.20 5

3.20-3.30 73.30-3.40 13

3.40-3.50 103.50-3.60 10

3.60-3.70 10

3.70-3.80 143.80-3.90 13

3.90-4.00 14Torque = 20 Nm4.00-4.10 14

4.10-4.20 16

4.20-4.30 164.30-4.40 16

4.40-4.50 144.50-4.60 14

4.60-4.70 15

4.70-4.80 184.80-4.90 16

4.90-5.00 16

22.31 0.00

21.81 0.50

21.31 1.00

20.81 1.50

20.31 2.00

19.81 2.50

19.31 3.00

18.81 3.50

18.31 4.00

17.81 4.50

17.31 5.00

1. DP undertaken through the base of WS02

1/1

0 2 4 6 8 10 12 14 16 18 20

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

19.030.WS03

1:25 DJM

102mm to 2.00m87mm to 3.00m




19.030

WS03Number

22.43

600351 E 281129 N18/02/2019


Dimensions

WaterDepth(m)

Field Records



1

1

(0.45)

TOPSOIL (Dark brown silty slightly gravelly fine to coarse sand)

21.98 0.45

(0.92)

Firm, soft to firm in places, yellow brown mottled light greyish yellow sandy slightly gravelly CLAY. Gravel is subangular to subrounded fine to medium flint

21.06 1.37

(0.23)Brown slightly clayey gravelly fine to coarse SAND. Gravel is subangular to subrounded fine to coarse flint

20.83 1.60

(1.40)

Orange brown silty fine to medium, occasionally coarse, SAND. With rare subangular to subrounded fine to medium flint and quartzite gravel

...medium dense



0.20 D1

3. Groundwater struck at 1.55 m and rose to 1.47 m in 5 mins, 1.41 m in 10 mins, 1.38 m in 15 mins and 1.34 m in 20 mins4. SPT Hammer Energy Ratio = 74.06%5. Blowing sands encountered at 3.0 m depth. Position terminated.

0.50 D20.50-1.00 B1

6. DP03 undertaken from surface adjacent to this position

1.10 D31.20-1.65 U1 8 blows1.20-2.00 L11.34 GW11.40-1.60 D4

Moderate(1) at 1.55m, rose to 1.34m in 20 mins, not sealed.

1.60-2.00 B2

2.00-2.46 SPT

N=21

IP 10/S 2,3

T 3,6,5,7

1.452.00-2.45 D52.00-3.00 B3

2.00-3.00 L2

18/02/2019:1.45m—————————————

1/1

Scale(approx)

LoggedBy

Figure No.

Remarks

Dates

Site

Client

Engineer

JobNumber

SheetLocation


Level(mOD)

Depth(m)

Depth(m)



ProbeNumber

DP03





600351 E 281130 N

22.45

19/02/2019




19.030

1:25 DJM

19.030.DP03

Hand dug inspection pit to 1.2 m - see WS03

1.20-1.30 21.30-1.40 3

1.40-1.50 41.50-1.60 4

1.60-1.70 5

1.70-1.80 41.80-1.90 5

1.90-2.00 7Torque = 20 Nm2.00-2.10 5

2.10-2.20 5

2.20-2.30 42.30-2.40 4

2.40-2.50 42.50-2.60 4

2.60-2.70 3

2.70-2.80 42.80-2.90 4

2.90-3.00 4Torque = 40 Nm3.00-3.10 4

3.10-3.20 5

3.20-3.30 53.30-3.40 5

3.40-3.50 43.50-3.60 6

3.60-3.70 5

3.70-3.80 43.80-3.90 9

3.90-4.00 10Torque = 40 Nm4.00-4.10 10

4.10-4.20 15

4.20-4.30 134.30-4.40 16

4.40-4.50 164.50-4.60 16

4.60-4.70 15

4.70-4.80 144.80-4.90 10

4.90-5.00 10

22.45 0.00

21.95 0.50

21.45 1.00

20.95 1.50

20.45 2.00

19.95 2.50

19.45 3.00

18.95 3.50

18.45 4.00

17.95 4.50

17.45 5.00

1. Position undertaken adjacent to WS032. Location CAT scanned prior to excavation3. Hand dug inspection pit to 1.20 m

1/1

0 2 4 6 8 10 12 14 16 18 20

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

19.030.WS04

1:25 DJM

87mm to 4.00m




19.030

WS04Number

21.98

600323 E 281111 N18/02/2019


Dimensions

WaterDepth(m)

Field Records



1

1

(0.40)

MADE GROUND (Brown sandy gravelly clay. Gravel is subangular to subrounded fine to coarse flint, brick and rare clinker)

21.58 0.40

(0.35)

Grass over TOPSOIL (Dark brown clayey slightly gravelly fine to coarse sand. Gravel is subangular to subrounded fine to coarse flint. With occasional roots and rootlets)

21.23 0.75

(1.02)

Plastic black mottled dark grey clayey slightly sandy pseudo-fibrous PEAT. Rare subangular fine to medium flint gravel

20.21 1.77

(0.53)

Loose grey silty gravelly fine to coarse SAND. Gravel is subangular to subrounded fine to medium flint and quartzite

19.68 2.30

(0.40)

Soft to firm, firm in places, light yellowish grey sandy slightly gravelly CLAY. Gravel is subangular to subrounded fine to coarse flint. With pockets of clayey sand

19.28 2.70

(0.40)

Light greyish yellow slightly clayey slightly gravelly fine to coarse SAND. Gravel is subangular to subrounded fine to coarse flint

18.88 3.10

(0.90)

Dense light yellowish brown silty fine to medium SAND



0.20 D1

3. Groundwater struck at 1.84 m and rose to 1.90 m in 5 mins, 1.87 m in 10 mins, 1.78 m in 15 mins and 1.69 m in 20 mins4. SPT Hammer Energy Ratio = 74.06%5. Blowing sand encountered at 4.0 m. Position terminated.

0.50 D2

0.80 D3

1.00 D4

1.20-1.65 SPT N=0 IP 450 Test FailedDRY1.20-1.65 D51.20-2.00 L11.30-1.70 D6

1.80-2.00 D7 Moderate(1) at 1.84m, rose to 1.69m in 20 mins, not sealed.

2.00-2.47 SPT

N=8

IP 20/S 2,1

T 2,2,2,2

1.562.00-2.45 D82.00-3.00 L2

2.30-2.70 D9

2.70-3.00 D10

3.00-3.45 SPTN=31

IP 0/S 4,12T 9,8,6,8

1.45

3.00-3.45 D113.00-4.00 L33.10-3.70 B1

3.70-4.00 D12

18/02/2019:1.45m—————————————

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:25 DJM 19.030.TP05




19.030

TP05Number

22.29

600333 E 281049 N19/02/2019


No image available

Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks

Scale (approx) Logged By Figure No.

Excavation Method

Hand dug inspection pitL 0.4 x W 0.4 m x D 0.25 m

(0.25)MADE GROUND (Dark brownish grey gravelly fine to coarse sand. Gravel is subangular to subrounded fine to coarse flint, concrete, tarmacadam and brick)

...tarmacadam obstruction22.04 0.25

Refused at 0.25m

1. Location CAT scanned prior to excavation2. No groundwater encountered3. Trial pit remained open and sidewalls stable during excavation.4. Intended position of WS, but inspection pit refused due to tarmacadam obstruction.5. WS relocated to WS05A6. Position backfilled with arisings

1/1

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

19.030.WS05A

1:25 DJM

87mm to 3.00m




19.030

WS05ANumber

22.28

600333 E 281067 N19/02/2019


Dimensions

WaterDepth(m)

Field Records



1

2

3

2

3

(0.20)MADE GROUND (Dark brown clayey slightly gravelly fine to coarse sand. Gravel is subangular to subrounded fine to coarse flint, brick and concrete)22.08 0.20

(0.50)

MADE GROUND (Brown clayey gravelly fine to coarse sand. Gravel is subangular to subrounded fine to coarse flint and brick)

...cobble sized brick fragment21.58 0.70

(0.20) MADE GROUND (Light brown mottled grey sandy slightly gravelly clay. Gravel is subangular to subrounded fine to coarse flint)21.38 0.90

(0.20) MADE GROUND (Dark grey slightly clayey gravelly fine to coarse sand. Gravel is subangular to subrounded fine to coarse flint, brick and clinker)

21.18 1.10

(0.52)

Plastic dark grey to black slightly clayey sandy pseudo-fibrous PEAT. With rare subangular fine to medium flint gravel)

20.66 1.62

(0.78)

Medium dense grey silty fine to medium SAND. Rare subangular to subrounded fine to medium flint gravel

...becoming gravelly

...becoming light yellowish grey19.88 2.40

(0.55)

Soft to firm yellow brown very silty sandy slightly gravelly CLAY. Gravel is subangular to subrounded fine to coarse flint. With occasional clayey sand pockets

19.33 2.95 Yellow brown silty slightly gravelly fine to coarse SAND19.28 3.00Terminated at 3.00m

1. Location CAT scanned prior to excavation

0.10 D1

2. Hand dug inspection pit to 1.20 m

0.20-0.70 B1

3. Groundwater seepage at 0.50 m4. Groundwater struck at 1.95 m and rose to 1.97 m in 5 mins, 1.90 m in 10 mins, 1.96 m in 15 mins and 20 mins5. Groundwater struck at 2.95 m and rose to 2.89 m in 5 mins, 2.80 m in 10 mins, 2.77 m in 15 mins and 2.76 m in 20 mins

0.40 D2

Seepage(1) at 0.50m.

6. SPT Hammer Energy Ratio = 74.06%7. Blowing sand encountered at 3.0 m. Position terminated.8. DP05A undertaken through the base

0.80 D3

1.00 D4

1.10 D51.20-1.68 SPT

N=4

IP 30/S 1,1

T 1,0,1,2

0.701.20-1.60 D71.20-1.65 D6

1.20-2.00 L1

1.70-1.90 D8

Very slow(2) at 1.95m, fell to 1.96m in 20 mins, sealed at 2.40m.

2.00-2.45 SPTN=3

IP 0/S 1,2T 1,0,1,1

1.95

2.00-2.40 D102.00-2.45 D9

2.00-3.00 L2

2.40-2.90 D11

Slow(3) at 2.95m, rose to 2.76m in 20 mins, not sealed.18/02/2019:2.89m

—————————————

1/1

Scale(approx)

LoggedBy

Figure No.

Remarks

Dates

Site

Client

Engineer

JobNumber

SheetLocation


Level(mOD)

Depth(m)

Depth(m)



ProbeNumber

DP05A





600333 E 281067 N

22.28

19/02/2019




19.030

1:25 DJM

19.030.DP05A

See WS05A for strata to 3.0 m

3.00-3.10 0

3.10-3.20 2

3.20-3.30 73.30-3.40 7

3.40-3.50 63.50-3.60 6

3.60-3.70 5

3.70-3.80 33.80-3.90 3

3.90-4.00 4Torque = 20 Nm4.00-4.10 3

4.10-4.20 3

4.20-4.30 64.30-4.40 4

4.40-4.50 44.50-4.60 5

4.60-4.70 6

4.70-4.80 84.80-4.90 8

4.90-5.00 9

22.28 0.00

21.78 0.50

21.28 1.00

20.78 1.50

20.28 2.00

19.78 2.50

19.28 3.00

18.78 3.50

18.28 4.00

17.78 4.50

17.28 5.00

1. DP undertaken through the base of WS05A

1/1

0 2 4 6 8 10 12 14 16 18 20

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

19.030.WS06

1:25 DJM

87mm to 4.00m




19.030

WS06Number

22.29

600296 E 281037 N19/02/2019


Dimensions

WaterDepth(m)

Field Records



1

1

(0.30)

MADE GROUND (Greyish brown sandy slightly gravelly clay. Gravel is subangular to subrounded fine to coarse flint and brick)

21.99 0.30

(1.40)

Grass over MADE GROUND (Brown slightly sandy very gravelly clay. Gravel is subangular to subrounded fine to coarse flint, chalk, brick, concrete, metal wire and clinker)

...flint cobble

20.59 1.70

(0.25)

MADE GROUND (Grey gravelly clay. With rare flint cobble. Gravel is rounded fine flint and fine to medium angular clinker. Slight hydrocarbon odour)

20.34 1.95

(1.15)

Plastic dark grey slightly clayey slightly sandy amorphous PEAT. Organic odour

...becoming black and pseudo-fibrous

...sand band19.19 3.10

(0.90)

Spongy light brown mottled beige, grey and dark brown very clayey sandy fibrous PEAT. Sulphurous odour

18.29 4.00Complete at 4.00m

1. Location CAT scanned prior to excavation

0.10 D1

2. Hand dug inspection pit to 1.20 m3. Groundwater struck at 3.50 m and rose to 2.84 m in 5 mins, 2.78 m in 10 mins, 2.72 m in 15 mins and 2.65 m in 20 mins4. Slotted Standpipe installed to 4.00 m

0.40 D2

5. SPT Hammer Energy Ratio = 74.06%

0.50-1.00 B1

6. DP06 undertaken through the base

1.10 D31.20-1.67 SPT

N=2

IP 20/S 1,3

T 1,0,1,0

DRY1.20-1.65 D41.20-1.70 D5

1.20-2.00 L1

1.70-1.95 D6

2.00-2.45 SPT N=0 IP 450 Test FailedDRY2.00-2.45 D72.00-3.00 L2

2.70-3.00 D8

3.00-3.45 SPT N=0 IP 450 Test Failed2.843.00-3.45 D93.00-4.00 B2

Water strike(1) at 3.05m, rose to 2.65m in 20 mins, not sealed.3.00-4.00 L3

18/02/2019:3.47m—————————————

1/1

1

1

Single Installation Internal Diameter of Tube [A] = 50 mm

600296 E 281037 N 22.29

19/02/19 3.05 2.84 2.78 2.72 2.65 NOT

18/02/19 4.00 4.00 3.47 18.82

Standpipe

22.09 0.20

Concrete

20.29 2.00

Bentonite Seal

18.29 4.00

Slotted Standpipe

Location

Site

Client

Architect

JobNumber

Sheet




BoreholeNumber

WS06

19.030

Wat

er

Groundwater Observations During Drilling

Start of Shift End of Shift

DepthHole(m)

DepthHole(m)

CasingDepth

(m)

CasingDepth

(m)

WaterDepth

(m)

WaterDepth

(m)

WaterLevel(mOD)

WaterLevel(mOD)

Date

Date

Time

Time Time

DepthStruck

(m)

CasingDepth(m)

Inflow RateDepthSealed

(m)5 min 10 min 15 min 20 min

Ground Level (mOD)

DimensionsInstallation Type

LegendInstr

Remarks

Description Groundwater Strikes During Drilling

Readings

Remarks

(A)Level(mOD)

Depth(m)

Date

Time Depth(m)

Level(mOD)

Instrument [A]

Instrument Groundwater Observations

Inst. [A] Type :


1/1

Scale(approx)

LoggedBy

Figure No.

Remarks

Dates

Site

Client

Engineer

JobNumber

SheetLocation


Level(mOD)

Depth(m)

Depth(m)



ProbeNumber

DP06





600296 E 281037 N

22.29

19/02/2019




19.030

1:25 DJM

19.030.DP06

See WS06 for strata to 4 m

4.00-4.10 0

4.10-4.20 0

4.20-4.30 04.30-4.40 0

4.40-4.50 04.50-4.60 2

4.60-4.70 3

4.70-4.80 54.80-4.90 4

4.90-5.00 5

22.29 0.00

21.79 0.50

21.29 1.00

20.79 1.50

20.29 2.00

19.79 2.50

19.29 3.00

18.79 3.50

18.29 4.00

17.79 4.50

17.29 5.00

1. DP undertaken through the base of WS06

1/2

0 2 4 6 8 10 12 14 16 18 20

Scale(approx)

LoggedBy

Figure No.

Remarks

Dates

Site

Client

Engineer

JobNumber

SheetLocation


Level(mOD)

Depth(m)

Depth(m)



ProbeNumber

DP06





600296 E 281037 N

22.29

19/02/2019




19.030

1:25 DJM

19.030.DP06

5.00-5.10 6

5.10-5.20 6

5.20-5.30 75.30-5.40 7

5.40-5.50 85.50-5.60 8

5.60-5.70 9

5.70-5.80 95.80-5.90 10

5.90-6.00 106.00-6.10 10

6.10-6.20 13

6.20-6.30 146.30-6.40 14

6.40-6.50 126.50-6.60 10

6.60-6.70 8

6.70-6.80 86.80-6.90 7

6.90-7.00 9

17.29 5.00

16.79 5.50

16.29 6.00

15.79 6.50

15.29 7.00

14.79 7.50

14.29 8.00

13.79 8.50

13.29 9.00

12.79 9.50

12.29 10.00

2/2

0 2 4 6 8 10 12 14 16 18 20

Location

Ground Level (mOD)

Dates

Site

Client

Architect

JobNumber

Sheet

Wat

er


(m)(Thickness)

Depth(m)


1:25 DJM 19.030.TP07




19.030

TP07Number

23.20

600313 E 280995 N19/02/2019


Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks

Scale (approx) Logged By Figure No.

Excavation Method

Hand dug inspection pitL 0.7 x W 0.4 m x D 0.5 m

(0.20)Grass over MADE GROUND (Dark greyish brown sandy slightly gravelly clay. Gravel is subangular to subrounded fine to medium flint and brick)23.00 0.20

(0.30)MADE GROUND (Dark grey slightly sandy very gravelly clay. Gravel is subangular to angular fine to coarse flint, brick, concrete, metal wire, glass, clay tile, plastic and clinker)

...obstructions - boulder sized fragments of concrete blocks

22.70 0.50

Refused at 0.50m

1. Location CAT scanned prior to excavation2. No groundwater encountered3. Trial pit remained open and sidewalls stable during excavation.4. Intended position of WS, but inspection pit refused due to concrete obstruction.5. Position backfilled with arisings

1/1


APPENDIX D: LABORATORY RESULTS

Natural Moisture Content

Atterberg Limits

Undrained Shear Strength in Triaxial Compression without Measurement of Pore Pressure

Sulphate Content and pH Value

Total Sulphur Content

Ammonia, Chloride and Nitrate

Loss on Ignition

Total Organic Carbon (Analytical report reference 805595-1 TOC)

DETERMINATION OF MOISTURE CONTENT, LIQUID LIMIT AND PLASTIC LIMITAND DERIVATION OF PLASTICITY AND LIQUIDITY INDEX

Laboratory Test Results


Borehole/Trial Pit

Depth(m) Sample

NaturalMoistureContent

%

Sample Passing425µm Sieve

Percentage%

MoistureContent

%

LiquidLimit

%

PlasticLimit

%

PlasticityIndex

%

LiquidityIndex

GroupSymbol Laboratory Description

Job Number

19.030

Sheet

Site : Hopton Road, Garboldisham, Norfolk

Client : Mr Mervyn Lambert & Mr Trevor Lambert

Architect : Roberts Molloy Architects

Method of Preparation : BS EN ISO 17892:PART 1:2014:5.1 Test specimen preparation (moisture content) BS 1377:PART 1:1990:7.4 Preparation of samples for classification tests BS 1377:PART 2:1990:4.2 & 5.2 Sample preparations

Method of Test : BS EN ISO 17892:PART 1:2014:5.2 Test execution (moisture content) BS 1377:PART 2:1990:3 Determination of moisture content 1990:4 Determination of the liquid limit BS 1377:PART 2:1990:5 Determination of the plastic limit and plasticity index

Remarks :

WS01 0.20 D1 17.3 96 18.0 30 15 15 0.20 CL Dark brown sandy silty CLAY with rare gravel

WS02 0.30 B2 21.8 72 30.3 35 17 18 0.72 CL/CI Dark brown sandy gravelly CLAY

WS03 0.50 B1 18.1 96 18.9 36 15 21 0.19 CI Dark brown, grey brown and orange brown sandy CLAY with rare gravel.

WS03 1.10 D3 19.6 97 20.2 37 15 22 0.23 CI Dark brown, grey brown and orange brown sandy CLAY with rare gravel.

WS03 1.20 U1 18.8 96 19.6 35 16 19 0.21 CL/CI Soft light grey very sandy CLAY with rare fine to medium gravel. Sand is yellowish brown.

WS04 2.30 D9 13.7 96 14.3 NP Brown and orange brown clayey SAND with occasional gravel

WS06 0.50 B1 12.5 69 18.1 31 14 17 0.24 CL Dark brown sandy gravelly CLAY

1 / 1

DETERMINATION OF DENSITY, MOISTURE CONTENT AND UNDRAINED SHEAR STRENGTHIN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE



Borehole/Trial Pit

Depth(m) Sample

MoistureContent

%

BulkDensity(Mg/m³)

DryDensity(Mg/m³)

CellPressure(kN/m²)

DeviatorStress(kN/m²)

ApparentCohesion

(kN/m²)

Angle ofShearing

Resistance(degrees)

Laboratory Description

Job Number

19.030

Sheet




Method of Preparation : BS 1377:PART 1:1990:7.4.2 Moisture content 1990: Preparation of undisturbed samples for testing BS 1377:PART 2:1990:7.2

Method of Test : BS 1377:PART 2:1990:3 Determination of moisture content 1990:7 Determination of density BS 1377:PART 7:1990:8 Undrained shear strength 1990:9 Multistage loading

Remarks :

WS03 1.20 U1 19 2.17 1.83 12 66 18 17.5 Soft light grey very sandy CLAY with rare fine to medium gravel. Sand is yellowish brown.24 68

48 96

1 / 1

DETERMINATION OF pH, SULPHATE CONTENT AND TOTAL SULPHUR OF SOIL AND GROUNDWATERAND MAGNESIUM AND CHLORIDE CONTENT AND NITRATE CONTENT



Borehole/Trial Pit

Depth(m) Sample

Concentration of Sulphate

Total S04 S03 in 2:1

%

Soil

water:soilg /l

GroundWater

g /l

TotalSulphur

%

Magnesium

mg/l

WaterSolubleChloride

mg/l

WaterSolubleNitrate

mg/l

pH DesignClass Laboratory Description

Job Number

19.030

Sheet




Method of Preparation : BS 1377:PART 1:1990:7.5 Preparation of soil for chemical tests BS 1377:PART 3:1990:5.2, 5.3, 5.4 & 9.4

Method of Test : Lab in-house methods based on BS1377: Part 3 for contents of water sol sulphate, pH, chloride and magnesium. Lab in-house method based on MEWAM (EA, 2006) for total sulphur

Remarks : Classification relates to Design Sulphate Class of BRE Special Digest 1 (2005)

WS01 0.60 D2 0.11 0.15 0.05 10 10 8.3 DS-1 Sandy soil

WS01 1.00 D4 0.12 0.03 0.07 20 10 8.0 DS-1 Sandy soil

WS01 1.50 D6 0.30 0.69 1.00 40 <0.01 7.0 DS-2 Peat

WS01 1.90 D7 0.05 0.06 0.08 10 <0.01 8.0 DS-1 Gravel

WS02 0.75 GW1 0.19 7.3 DS-1 Water sample

WS02 1.00 D2 0.07 0.05 0.03 <0.01 <0.01 8.6 DS-1 Sandy soil

WS02 1.30 D4 0.15 0.06 0.09 60 20 8.0 DS-1 Peat

WS02 1.60 D6 0.02 0.04 0.02 <0.01 <0.01 7.5 DS-1 Sand

WS03 0.50 D2 0.02 <0.01 <0.01 <0.01 10 7.1 DS-1 Clay

WS03 1.34 GW1 0.02 7.1 DS-1 Water sample

WS04 0.20 D1 0.06 0.02 0.03 <0.01 <0.01 8.1 DS-1 Sandy soil

WS04 0.50 D2 0.06 0.03 0.03 <0.01 <0.01 8.2 DS-1 Sandy soil

WS04 0.80 D3 0.09 0.08 0.06 20 10 8.0 DS-1 Peat

WS04 1.80 D7 <0.02 0.02 0.02 20 <0.01 8.5 DS-1 Sand

WS05A 0.10 D1 0.06 <0.01 0.02 <0.01 20 7.9 DS-1 Topsoil

WS05A 0.40 D2 0.03 0.01 0.01 <0.01 <0.01 8.3 DS-1 Sandy soil

WS05A 0.80 D3 0.03 0.02 0.01 <0.01 10 8.2 DS-1 Sandy soil

WS05A 1.00 D4 0.06 0.06 0.04 <0.01 10 8.1 DS-1 Sandy soil

WS05A 1.10 D5 0.07 0.04 0.04 <0.01 <0.01 8.0 DS-1 Clay

WS05A 1.70 D8 0.03 0.05 0.06 <0.01 <0.01 7.7 DS-1 Sand

WS06 0.40 D2 0.04 0.02 0.02 <0.01 20 8.2 DS-1 Sandy soil

WS06 1.20 D4 0.05 0.02 0.02 <0.01 10 8.3 DS-1 Sandy soil

WS06 2.00 D7 0.35 0.40 0.33 30 <0.01 7.8 DS-1 Peat

WS06 3.10 B2 0.50 0.78 1.30 40 <0.01 7.7 DS-2 Sandy soil

1 / 1

DETERMINATION OF CHLORIDE CONTENT, ORGANIC MATTER CONTENT,LOSS ON IGNITION AND NITRATE CONTENT



Borehole/Trial Pit

Depth(m) Sample

Concentration of Chloride

AcidSoluble

%

Soil

WaterSoluble

mg/l

Groundwatermg/l

Percentageof samplepassing

2mm Sieve%

OrganicMatter

Content%

Mass Losson

Ignition%

WaterSolubleNitrate

mg/l

Laboratory Description

Job Number

19.030

Sheet




Method of Preparation : BS 1377:PART 1:1990:7.5 Preparation of soil for chemical tests BS 1377:PART 3:1990:7.2.3.2 Water-soluble, 7.3.3.3 Acid-soluble

Method of Test : Lab in-house method based on BS 1377:PART 3:1990:7 for Determination of chloride content, 1990:3 for Determination of organic matter content, BS 1377:PART 3:1990:4 for Determination of loss on ignition and an in-house method for soluble nitrate

Remarks :

WS01 0.60 D2 10 10 Sandy soil

WS01 1.00 D4 20 10 Sandy soil

WS01 1.50 D6 40 15.00 <0.01 Peat

WS01 1.90 D7 10 <0.01 Gravel

WS02 1.00 D2 <0.01 <0.01 Sandy soil

WS02 1.30 D4 60 20 Peat

WS02 1.45 D5 8.60 Peat

WS02 1.60 D6 <0.01 <0.01 Sand

WS03 0.50 D2 <0.01 10 Clay

WS04 0.20 D1 <0.01 <0.01 Sandy soil

WS04 0.50 D2 <0.01 <0.01 Sandy soil

WS04 0.80 D3 20 10 Peat

WS04 1.00 D4 15.00 Peat

WS04 1.80 D7 20 <0.01 Sand

WS05A 0.10 D1 <0.01 20 Topsoil

WS05A 0.40 D2 <0.01 <0.01 Sandy soil

WS05A 0.80 D3 <0.01 10 Sandy soil

WS05A 1.00 D4 <0.01 10 Sandy soil

WS05A 1.10 D5 <0.01 <0.01 Clay

WS05A 1.20 D7 9.70 Peat

WS05A 1.70 D8 <0.01 <0.01 Sand

WS06 0.40 D2 <0.01 20 Sandy soil

WS06 1.20 D4 <0.01 10 Sandy soil

WS06 2.00 D7 30 20.00 <0.01 Peat

WS06 2.70 D8 45.00 Peat

WS06 3.10 B2 40 10.00 <0.01 Sandy soil

1 / 1

Concept Life Sciences

Certificate of Analysis

3 Crittall DriveSpringwood Industrial

EstateBraintree

EssexCM7 2RT

Tel : 01376 560120Fax : 01376 552923

Report Number: 805595-1 TOC

Date of Report: 18-Mar-2019

Customer: A F Howland AssociatesThe Old ExchangeNewmarket RoadCringlefordNorwichNR4 6UF

Customer Contact: Mr Daniel Myhill

Customer Job Reference: DJM/19.030/00/02Customer Purchase Order: DJM/19.030/00/02Customer Site Reference: Hopton Road, Garboldisham, Norfolk

Date Job Received at Concept: 27-Feb-2019Date Analysis Started: 28-Feb-2019

Date Analysis Completed: 07-Mar-2019

The results reported relate to samples received in the laboratory and may not be representative of a wholebatch.This report should not be reproduced except in full without the written approval of the laboratoryTests covered by this certificate were conducted in accordance with Concept Life Sciences SOPsAll results have been reviewed in accordance with Section 25 of the Concept Life Sciences, AnalyticalServices Quality Manual

This document has been printed from a digitally signed master copy

Concept Life Sciences is a trading name of

Concept Life Sciences Analytical & Development

Services Limited registered in England and

Wales (No 2514788)

Report checkedand authorised by :Mr Simon WicksOrganic Section Head

Issued by :Aislinn ArtheyCustomer Service Advisor

Page 1 of 3

805595-1 TOC

Index to symbols used in 805595-1 TOC

Concept Reference: 805595

Project Site: Hopton Road, Garboldisham, Norfolk

Customer Reference: DJM/19.030/00/02

Soil Analysed as Soil

Miscellaneous

Concept Reference 805595 001 805595 003 805595 005 805595 008 805595 009 805595 011

Customer Sample Reference WS01 D1 @ 0.20m WSO1 D3 @ 0.80m WS01 D6 @ 1.50-1.90m

WSO2 D1 @ 0.20m WS02 D2 @ 1.00m WSO2 D5 @ 1.45-1.60m

Sample Description Peat Peat

Date Sampled 18-FEB-2019 18-FEB-2019 18-FEB-2019 18-FEB-2019 18-FEB-2019 19-FEB-2019

Matrix Class Sandy Soil Topsoil Other Sandy Soil Sandy Soil Other

Determinand Method TestSample LOD Units

Total Organic Carbon T21 A40 0.1 % 1.3 3.8 6.4 1.4 1.4 3.9





Miscellaneous


Customer Sample Reference WS04 D1 @ 0.20m WS04 D2 @ 0.50m WSO4 D4 @ 1.00m WS05A D1 @0.10m

WS05A D2 @0.40m

WS05A D3 @0.80m

Sample Description


Matrix Class Sandy Soil Sandy Soil Sandy Soil Topsoil Sandy Soil Sandy Soil


Total Organic Carbon T21 A40 0.1 % 1.6 1.4 4.0 1.9 0.8 0.8





Miscellaneous


Customer Sample Reference WS05A D4 @1.00m

WS05A D7 @ 1.20-1.60m

WS06 D2 @ 0.40m WSO6 D6 @ 1.70-1.95m

WS06 D7 @ 2.00-2.45m

WS06 D8 @ 2.70-3.00m

Sample Description Peat Peat


Matrix Class Sandy Soil Other Sandy Soil Clay Topsoil Other


Total Organic Carbon T21 A40 0.1 % 1.0 2.3 0.7 1.3 7.5 24





Miscellaneous

Concept Reference 805595 032 805595 033 805595 034 805595 035

Customer Sample Reference WS06 B2 @ 3.10-4.00m

WSO6 D1 @ 0.10m WSO6 D3 @ 1.10m WSO6 D5 @ 1.20-1.70m

Sample Description

Date Sampled 19-FEB-2019 19-FEB-2019 19-FEB-2019 19-FEB-2019

Matrix Class Sandy Soil Sandy Soil Sandy Soil Clay


Total Organic Carbon T21 A40 0.1 % 4.8 1.6 0.8 0.8


Produced by Concept Life Sciences, 3 Crittall Drive, Springwood Industrial Estate, Braintree, Essex, CM7 2RT Page 2 of 3

805595-1 TOC

Method Index

Accreditation Summary

Value Description

A40 Assisted dried < 40C

N Analysis is not UKAS accredited

Value Description

T21 OX/IR

Determinand Method TestSample LOD Units Symbol Concept References

Total Organic Carbon T21 A40 0.1 % N 001,003,005,008-009,011,015-016,018,020-023,025,027,029-035


Produced by Concept Life Sciences, 3 Crittall Drive, Springwood Industrial Estate, Braintree, Essex, CM7 2RT Page 3 of 3

805595-1 TOC


APPENDIX E: DRAWINGS

Drawing 19.030/Geotech/01 Site Location Plan

Drawing 19.030/Geotech/02 Exploratory Hole Location Plan

Drawing 19.030/Geotech/03 BGS Superficial and Bedrock Geology Plan

Drawing 19.030/Geotech/04 Nominal Section A – A’

Drawing 01A Location Plan (Roberts Molloy Associates, dated March 2019)

Drawing 03 Indicative Block Plan & Street Scene

(Roberts Molloy Associates, dated April 2019)

SITE LOCATION

North

Scale 1: 50,000 @ A4

Reproduced by permission of Ordnance Survey on behalf of the Controller of Her Majesty's

Stationery Office © Crown Copyright Licence No. AL 100002157


Land off Hopton Road, Garboldisham, Norfolk

SITE LOCATION PLAN

Mr Trevor Lambert & Mr Mervyn Lambert

April 2019 19.030/Geotech/01

Circle indicates approximate site location

Site:

Client :

Date : Dwg :

280975N

281025N

281075N

281125N

281175N

281225N

281050N

281150N

281000N

281100N

281200N

G

r

a

s

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s

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Asphalt

B

r

i

c

k

W

a

l

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Grass

Gra

ss

Gra

ss

Gra

ss

Asphalt

Asphalt

Bushes

Bushes

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/

BG

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Bushes

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ravel

Bushes

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Track

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/W

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/W

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23.66

23.81

23.86

23.81

23.84

23.65

23

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1

2

4

.

3

3

2

4

.

2

7

2

4

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6

2

4

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3

2

3

.

9

6

2

3

.

8

7

2

3

.

8

0

2

3

.

7

5

2

3

.

7

5

23.78

23.85

23.98

23

.9

3

23

.9

5

24

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3

24

.0

2

2

4

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4

2

3

.

9

5

2

4

.

0

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4

.

1

6

2

4

.

2

4

2

4

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5

24.35 24.3

8

24.6

1

23.04

22.97

2

2

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4

2

2

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12

2

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4

24.64

24.40

24.33

2

4

.

2

1

2

3

.

8

6

2

3

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7

4

2

3

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5

23.73

23.64

23.48

23.30

23.19

23.06

23.02

22.89

22.79

2

2

.7

4

2

2

.7

0

2

2

.6

3

2

2

.6

2

2

2

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9

2

2

.7

2

2

2

.7

2

2

2

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6

2

2

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0

2

2

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2

2

3

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8

2

3

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5

2

3

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2

2

3

.

2

4

2

3

.

2

7

2

3

.

3

5

2

3

.

3

6

2

3

.

2

7

2

3

.

1

7

2

3

.

1

1

2

3

.

2

0

2

3

.

1

4

2

3

.

1

1

2

3

.

0

4

2

3

.

0

2

2

3

.

1

0

2

3

.

1

3

2

3

.

1

6

2

3

.

0

7

2

3

.

1

5

2

3

.

2

3

2

3

.

3

1

2

3

.

3

6

2

2

.

8

6

2

3

.

0

2

2

2

.

9

9

2

3

.

0

7

2

3

.

2

1

TP

23

.5

3

23

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6

23

.9

5

23.94

23

.9

4

23.91

23.78

23.61

23.37

2

3

.

0

8

2

2

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0

SP

SP

S

P

2

3

.

0

5

2

3

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0

23.21

23.13

23.00

22.99

22.87

22.92

2

2

.8

9

2

3

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1

2

2

.9

0

2

3

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9

2

3

.

6

0

2

3

.

5

7

2

3

.

5

3

2

3

.

3

7

2

3

.

2

9

24.27

24.23

24.24

24.29

24.40

24.28

24.47

24.70

24.76

24.79

24.33

24.06

23.71

23.28

23.28

23.32

22.02

21.47

21.66

21.74

21.88

21.88

21.86

21.86

21.82

22.17

22.36

22.41

22.56

22.48

22.38

22.37

22.27

22.06

21.80

21.88

22.03

22.38

22.55

22.64

22.67

22.63

22.54

22.45

22.61

22.70

22.76

22.73

22.67

22.60

22.43

22.34

22.35

22.54

22.62

22.86

23.04

23.03

22.96

22.88

22.88

22.83

22.14

21.99

21.90

21.83

21.74

21.70

21.74

21.63

21.64

22.65

22.52

22.25

22.48

22.73

22.93

22.87

22.56

22.17

21.99

21.90

21.93

21.88

21.85

21.89

22.12

22.16

22.28

22.16

22.12

22.18

22.11

22.34

22.81

23.21

23.25

23.18

22.94

23.29

23.32

23.32

23.03

22.72

22.42

22.38

22.53

22.68

22.72

22.58

22.56

22.88

22.89

22.90

22.89

22.81

22.86

22.79

22.86

23.44

23.58

23.64

23.71

23.79

23.80

23.29

22.88

24.57

2

4

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5

1

24.64

2

4

.

3

2

2

4

.

2

2

2

4

.

1

2

2

4

.

0

8

2

4

.

0

2

23.99

W

W

W

W

W

SP

SP

S

P

23.20

BT

B

T

B

T

BT

MH

24.06

MH

24.46

23.46

23

.5

72

3.6

9

23.79

23.86

23

.8

82

3.8

5

23.82

23

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9

23.57

23.48

23.34

23.25

23.42

2

3

.

3

2

24.46

24.41

2

3

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7

23.70

23.94

2

3

.9

9

23.77

2

3

.8

1

23.61

23.64

23.62

2

3

.

2

4

23.28

23.40

23.50

23.63

23.74

2

3

.

5

5

2

3

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9

2

3

.

5

0

2

3

.

4

3

2

3

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4

2

2

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8

2

2

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0

2

2

.

9

2

23.00

2

3

.

1

5

R

i

d

g

e

=

3

3

.

6

1

m

R

id

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e

=

3

2

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8

m

R

id

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e

=

3

3

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6

m

R

idge=

32.75m

R

id

g

e

=

2

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m

T

i

l

e

=

3

1

.

2

9

m

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o

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f

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t

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3

1

.

0

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m

24.77

24.57

2

4

.

4

7

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0

24.48

2

4

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0

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1

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7

2

1

.

5

3

2

1

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3

2

4

.

2

7

2

4

.

1

8

2

4

.

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24.03

24

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4

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5

2

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.

2

5

2

4

.

3

3

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4

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8

2

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6

24.75

2

3

.

1

7

2

3

.

0

5

2

3

.

0

7

2

3

.

0

5

2

2

.

9

4

SV

SV

MP

MP

MP

MP

24.5

7

24.3

4

23.92

23.81

G

G

G

G

24.22

22.55

22.96

22.86

S

tay

S

ta

y

S

t

a

y

S

t

a

y

Stay

S

ta

y

EP

E

P

E

P

EP

EP

EP

24.69

24.47

24.32

24.30

24.06

23.07

2

2

.6

5

22.51

22.48

22.80

22.95

22.54

2

3

.

1

6

2

3

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2

23.27

23.08

23.09

23.07

23.21

23.22

2

3

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8

2

3

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7

2

3

.

4

5

2

3

.

3

9

2

3

.

4

6

2

3

.

3

1

KO

KO

22.53

22.99

23.16

23.09

23.01

22.96

22.89

22.81

22.76

22.72

22.70

22.67

22.66

22.66

2

2

.6

7

2

2

.7

1

2

2

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1

2

2

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8

2

3

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2

2

3

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2

2

3

.

2

9

2

3

.

3

3

2

3

.

3

4

2

3

.

3

0

2

3

.

2

3

2

3

.

1

7

2

3

.

1

2

2

3

.

0

8

2

3

.

0

3

2

3

.

0

0

2

2

.

9

9

2

3

.

0

1

2

3

.

0

3

2

3

.

1

0

2

3

.

1

5

2

3

.

2

1

2

3

.

2

8

23

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9

23.81

23

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3

23.53

23.34

23.23

23.12

23.06

22.87

22.79

22.81

2

2

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9

4

2

3

.

1

3

2

3

.

7

7

2

4

.

3

1

2

3

.

0

9

2

3

.

1

8

23.21

2

3

.

3

2

2

4

.

0

4

2

5

.

1

9

2

4

.

8

1

2

5

.

0

3

2

2

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2

23.56

22.90

2

3

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8

2

3

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7

2

3

.

5

9

2

3

.

5

6

2

3

.

4

7

2

3

.

5

2

2

3

.

5

6

2

3

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5

0

2

3

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4

4

2

3

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4

2

2

3

.

3

4

2

3

.

3

4

23.21

2

3

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2

2

3

.

1

4

2

3

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3

2

3

.

5

0

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3

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6

2

2

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7

3

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0

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.

1

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2

3

.

3

5

EP

2

3

.

3

0

2

3

.

2

5

2

3

.

2

8

2

3

.

3

4

2

3

.

3

5

2

3

.

3

8

2

3

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4

3

2

3

.

4

6

2

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4

6

2

3

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4

5

2

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4

5

2

3

.

4

3

2

3

.

4

3

2

3

.

3

5

2

3

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5

2

2

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1

2

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4

2

2

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1

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2

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6

2

2

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0

2

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1

22.85

2

2

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8

3

2

2

.

9

8

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3

.

0

9

2

3

.

4

7

2

4

.

1

7

2

3

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8

2

2

.

9

4

2

2

.

9

6

22.92

2

2

.

8

0

22.77

2

3

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2

23.76

2

3

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8

2

3

.

5

9

2

3

.

6

2

2

3

.

5

6

23.75

2

3

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7

3

2

3

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6

2

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0

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3

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2

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8

4

23.75

2

3

.

6

2

2

3

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2

2

3

.

4

3

2

3

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2

2

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5

7

2

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7

2

23.50

2

3

.

1

3

2

3

.

1

4

2

3

.

2

6

2

3

.

2

6

2

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2

4

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1

7

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3

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4

0

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3

.

3

9

2

3

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7

2

3

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1

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1

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7

2

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9

8

22.94

2

1

.

0

0

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1

.

1

1

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7

22.08

22.39

22.56

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1

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0

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9

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23.02

2

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23.11

22.77

2

2

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6

2

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3

3

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1

9

2

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5

8

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0

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2

20.58

2

0

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5

2

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2

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3

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2

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2

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8

2

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6

2

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4

2

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4

2

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5

2

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7

0

2

2

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0

2

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3

2

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4

2

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6

Stump

Stump

2

2

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4

2

2

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8

2

2

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5

2

2

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1

2

1

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2

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3

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2

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2

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2

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2

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0

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6

19.68

IL

1

0

0

0

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2

1

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8

2

1

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2

2

1

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3

2

1

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2

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4

2

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20.39

2

0

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3

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2

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7

2

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7

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9

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9

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9

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9

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8

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4

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4

23.16

23.27

2

3

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6

2

3

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6

2

3

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5

2

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3

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21.60

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20.37

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.

6

1

22.52

2

0

.

5

8

2

0

.5

8

2

4

.9

0

2

4

.9

8

2

4

.

8

3

2

4

.

7

6

2

4

.

7

8

2

3

.

0

3

2

3

.

0

2

2

3

.1

2

2

0

.5

8

2

0

.3

4

2

0

.0

7

2

0

.0

1

2

0

.

1

3

2

0

.

1

1

23.25

23.47

23.51

23.53

23.38

22.23

TP07

WS06/DP06

TP05

WS05A/DP05A

WS04

WS03

DP03

WS02/DP02

WS01

DP01

A

A'

Reproduced by permission of Ordnance Survey on behalf of the

Controller of Her Majesty's Stationery Office © Crown

Copyright Licence No. AL 100002157


North

Scale:1:800 @ A3

19.030/Geotech/02Drawing No:

April 2019Date:

EXPLORATORY HOLE LOCATION PLAN

Drawing Title:


Site:

Mr Trevor Lambert & Mr Mervyn LambertClient:

Job No.:19.030

Key:

A F Howland Associates Ltd

The Old Exchange

Newmarket Road

Cringleford

Norwich

NR4 6UF

Tel: 01603 250754 Fax: 01603 250749

web: www.howland.co.uk

mail: [email protected]

Drwn ChkdRevision DescriptionDateRev

Windowless dynamic sampling (WS) location

and reference

Dynamic probe (DP) location and reference

Trial pit (TP) location and reference

Nominal Section location and reference

WS01

N=0

N=221

1

DP010 20 WS02

N=13

N=18

1

2

2

DP020 20

WS04

N=0

N=8

N=31

1

1

WS06

N=2

N=0

N=01

1

DP060 20

Groundwater Strike

Strike Rise Level

MADE GROUND

Clayey sandy GRAVEL

Sandy gravelly CLAY

Silty SAND

Clayey gravelly SAND

Silty gravelly SAND

GRAVEL

Clayey sandy PEAT

Clayey silty sandy gravelly PEAT

N=x SPT N-value

SiteHopton Road, Garboldisham, Norfolk

TitleNominal Section A - A'

Drawn Checked Sheet1/1

Job No.19.030

Date19/04/2019

Date Scale1:40[V]

Figure No.19.030/Geotech/04


Key

Elevation (mOD)

23

22

21

20

19

18

17

16

15

Ground Level

Made Ground Made Ground

Made Ground

Peat Deposits

Peat DepositsPeat Deposits

Croxton Sand and Gravel Member

Croxton Sand

and Gravel Member

? ? ? ? ? ?

Subordinate clay bed

Possible transition into Croxton

Sand and Gravel Member

Hand dug inspection pit

(same as WS01)

DP undertaken through

base of WS02DP undertaken through

base of WS06

A A'

NB: Not to scale laterally

South SiteNorth Site

Groundwater

Groundwater

The Old Exchange Newmarket Road

Cringleford Norwich NR4 6UF

Tel: 01603 250754 Fax: 01603 250749

Email: [email protected] www: http://www.howland.co.uk

mailto:[email protected]

a report on a ground investigation at land off …

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