a report on a ground investigation at land off …
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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
Copyright © A F Howland Associates Limited 2019
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
Copyright © A F Howland Associates Limited 2019
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.
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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
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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
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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,
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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
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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
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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.
DJM/19.030/Geotech Page 17
25 April 2019
Copyright © A F Howland Associates Limited 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.
DJM/19.030/Geotech Page 18
25 April 2019
Copyright © A F Howland Associates Limited 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.
DJM/19.030/Geotech Page 19
25 April 2019
Copyright © A F Howland Associates Limited 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.
DJM/19.030/Geotech Page 20
25 April 2019
Copyright © A F Howland Associates Limited 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
Copyright © A F Howland Associates Limited 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.
Copyright © A F Howland Associates Limited 2019
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).
Copyright © A F Howland Associates Limited 2019
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
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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 :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
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
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
Machine : Dando Terrier 2002
Method : Dynamic Probing (DPSH-B)
Diameter 50mm, Angle 90°
600336 E 281199 N
22.36
19/02/2019
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.
19.030.WS02
1:25 DJM
87mm to 3.00m
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
19.030
WS02Number
22.31
600328 E 281171 N19/02/2019
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
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
1. Location CAT scanned prior to excavation2. Hand dug inspection pit to 1.20 m
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
Ground Level (mOD)Cone Dimensions
Level(mOD)
Depth(m)
Depth(m)
Blows forDepth Increment Field Records
Blows for Depth Increment
ProbeNumber
DP02
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
Machine : Dando Terrier 2002
Method : Dynamic Probing (DPSH-B)
Diameter 50mm, Angle 90°
600328 E 281171 N
22.31
19/02/2019
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.
19.030.WS03
1:25 DJM
102mm to 2.00m87mm to 3.00m
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
19.030
WS03Number
22.43
600351 E 281129 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
(0.45)
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
19.43 3.00Terminated 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 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
Ground Level (mOD)Cone Dimensions
Level(mOD)
Depth(m)
Depth(m)
Blows forDepth Increment Field Records
Blows for Depth Increment
ProbeNumber
DP03
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
Machine : Dando Terrier 2002
Method : Dynamic Probing (DPSH-B)
Diameter 50mm, Angle 90°
600351 E 281130 N
22.45
19/02/2019
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.
19.030.WS04
1:25 DJM
87mm to 4.00m
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
19.030
WS04Number
21.98
600323 E 281111 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
(0.40)
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
17.98 4.00Terminated at 4.00m
1. Location CAT scanned prior to excavation2. Hand dug inspection pit to 1.20 m
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:25 DJM 19.030.TP05
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
19.030
TP05Number
22.29
600333 E 281049 N19/02/2019
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.
19.030.WS05A
1:25 DJM
87mm to 3.00m
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
19.030
WS05ANumber
22.28
600333 E 281067 N19/02/2019
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
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
Ground Level (mOD)Cone Dimensions
Level(mOD)
Depth(m)
Depth(m)
Blows forDepth Increment Field Records
Blows for Depth Increment
ProbeNumber
DP05A
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
Machine : Dando Terrier 2002
Method : Dynamic Probing (DPSH-B)
Diameter 50mm, Angle 90°
600333 E 281067 N
22.28
19/02/2019
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
Remarks Scale(approx)
LoggedBy
Figure No.
19.030.WS06
1:25 DJM
87mm to 4.00m
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
19.030
WS06Number
22.29
600296 E 281037 N19/02/2019
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
(0.30)
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
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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 :
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
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
DP06
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
Machine : Dando Terrier 2002
Method : Dynamic Probing (DPSH-B)
Diameter 50mm, Angle 90°
600296 E 281037 N
22.29
19/02/2019
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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
Ground Level (mOD)Cone Dimensions
Level(mOD)
Depth(m)
Depth(m)
Blows forDepth Increment Field Records
Blows for Depth Increment
ProbeNumber
DP06
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
Machine : Dando Terrier 2002
Method : Dynamic Probing (DPSH-B)
Diameter 50mm, Angle 90°
600296 E 281037 N
22.29
19/02/2019
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
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
LegendDescriptionDepth
(m)(Thickness)
Depth(m)
Level(mOD)Sample / Tests
1:25 DJM 19.030.TP07
Hopton Road, Garboldisham, Norfolk
Mr Mervyn Lambert & Mr Trevor Lambert
Roberts Molloy Architects
19.030
TP07Number
23.20
600313 E 280995 N19/02/2019
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 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
Copyright © A F Howland Associates Limited 2019
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
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
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
Laboratory Test Results
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
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
Site : Hopton Road, Garboldisham, Norfolk
Client : Mr Mervyn Lambert & Mr Trevor Lambert
Architect : Roberts Molloy Architects
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
Laboratory Test Results
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
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
Site : Hopton Road, Garboldisham, Norfolk
Client : Mr Mervyn Lambert & Mr Trevor Lambert
Architect : Roberts Molloy Architects
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
Laboratory Test Results
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
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
Site : Hopton Road, Garboldisham, Norfolk
Client : Mr Mervyn Lambert & Mr Trevor Lambert
Architect : Roberts Molloy Architects
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
Concept Reference: 805595
Project Site: Hopton Road, Garboldisham, Norfolk
Customer Reference: DJM/19.030/00/02
Soil Analysed as Soil
Miscellaneous
Concept Reference 805595 015 805595 016 805595 018 805595 020 805595 021 805595 022
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
Date Sampled 18-FEB-2019 18-FEB-2019 18-FEB-2019 19-FEB-2019 19-FEB-2019 19-FEB-2019
Matrix Class Sandy Soil Sandy Soil Sandy Soil Topsoil Sandy Soil Sandy Soil
Determinand Method TestSample LOD Units
Total Organic Carbon T21 A40 0.1 % 1.6 1.4 4.0 1.9 0.8 0.8
Concept Reference: 805595
Project Site: Hopton Road, Garboldisham, Norfolk
Customer Reference: DJM/19.030/00/02
Soil Analysed as Soil
Miscellaneous
Concept Reference 805595 023 805595 025 805595 027 805595 029 805595 030 805595 031
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
Date Sampled 19-FEB-2019 19-FEB-2019 19-FEB-2019 19-FEB-2019 19-FEB-2019 19-FEB-2019
Matrix Class Sandy Soil Other Sandy Soil Clay Topsoil Other
Determinand Method TestSample LOD Units
Total Organic Carbon T21 A40 0.1 % 1.0 2.3 0.7 1.3 7.5 24
Concept Reference: 805595
Project Site: Hopton Road, Garboldisham, Norfolk
Customer Reference: DJM/19.030/00/02
Soil Analysed as Soil
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
Determinand Method TestSample LOD Units
Total Organic Carbon T21 A40 0.1 % 4.8 1.6 0.8 0.8
This document has been printed from a digitally signed master copy
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
This document has been printed from a digitally signed master copy
Produced by Concept Life Sciences, 3 Crittall Drive, Springwood Industrial Estate, Braintree, Essex, CM7 2RT Page 3 of 3
805595-1 TOC
Copyright © A F Howland Associates Limited 2019
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
Copyright © A F Howland Associates Limited 2019
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 :
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ST
NB
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1
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2
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3
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23.52
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23.17
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22.78
22.66
22.62
22.61
22.61
22.60
22.59
22.60
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23.91
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22.17
22.36
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22.55
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22.67
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22.52
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22.12
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23.20
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24.06
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24.46
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24.5
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23.92
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24.22
22.55
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24.69
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23.25
23.47
23.51
23.53
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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
Copyright © A F Howland Associates Limited 2019
North
Scale:1:800 @ A3
19.030/Geotech/02Drawing No:
April 2019Date:
EXPLORATORY HOLE LOCATION PLAN
Drawing Title:
Hopton Road, Garboldisham, Norfolk
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
Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2019
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