APPENDIX 6-C GROUND INVESTIGATION REPORT FOR BAY OF...

Volume 3:Technical

Appendices

ABERDEEN HARBOUR EXPANSION PROJECT

November 2015

APPENDIX 6-C GROUND INVESTIGATION REPORT FOR BAY OF NIGG HARBOUR

DEVELOPMENT

Report Covers front back.indd 1 14/03/2013 13:04

Project No: TA7148 Document No. F01

BAY OF NIGG HARBOUR DEVELOPMENT ABERDEEN

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REPORT QUALITY ASSURANCE SHEET Title:

GROUND INVESTIGATION REPORT

FOR

BAY OF NIGG HARBOUR DEVELOPMENT

ABERDEEN

VOLUME ONE

Report Status: Description: Date: Written By: Checked By: Approved By:

Draft GIR 22/11/2013 M.I. Townsley P. Rodgers M.J. Baldwin

Final GIR 18/12/2013 M.I. Townsley R. Rogers M.J. Baldwin

Distribution: Arch Henderson LLP

: Internal Copy

The report is not to be used for contractual or engineering purposes unless this sheet is signed where indicated by both the originator of the report and the approver, and the report is designated “Final” on this report quality assurance sheet. Opinions and interpretations expressed in the report are outside the scope of UKAS accreditation. This report has been prepared for the sole internal use and reliance of the named Employer. This report should not be relied upon or transferred to any other parties without the express written authorisation of Soil Engineering. If an unauthorised third party comes into possession of the report they rely on it at their peril and Soil Engineering owes them no duty of care and skill. Report No. SE-RRG-F-002 Issue. Revision Number 1.01 Issue Date 16/01/2012



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GROUND INVESTIGATION REPORT: BAY OF NIGG HARBOUR DEVELOPMENT, ABERDEEN

REPORT CONTENTS

REPORT QUALITY ASSURANCE SHEET ......................................................................................................... 1

EXECUTIVE SUMMARY ................................................................................................................................. 7

1.0 INTRODUCTION ................................................................................................................................ 8

2.0 PURPOSE, SCOPE AND REPORT FORMAT ........................................................................................ 8

2.1 Purpose ..................................................................................................................................................................................... 8 2.2 Scope of Work ........................................................................................................................................................................ 8 2.3 Limitations ............................................................................................................................................................................... 8 2.4 Report Format ........................................................................................................................................................................ 9 2.5 Key Sources of Information ............................................................................................................................................... 9

3.0 DESK STUDY INFORMATION ........................................................................................................... 9

3.1 Scope of Study ....................................................................................................................................................................... 9 3.2 Site Location and Description .......................................................................................................................................... 9 3.3 Site History ............................................................................................................................................................................ 10 3.4 Geology ................................................................................................................................................................................... 10 3.5 Hydrology and Hydrogeology ......................................................................................................................................... 11 3.6 Previous Investigations ..................................................................................................................................................... 11

4.0 FIELDWORK .................................................................................................................................... 12

4.1 Scope of Fieldwork ............................................................................................................................................................. 12 4.2 Magnetometer Survey ...................................................................................................................................................... 13 4.3 Inspection Pits ..................................................................................................................................................................... 13 4.4 Cable Percussion Boreholes ............................................................................................................................................ 13 4.5 Rotary Drilling ...................................................................................................................................................................... 13 4.6 Grab Sampling ...................................................................................................................................................................... 14 4.7 Trial Pits .................................................................................................................................................................................. 14

5.0 LABORATORY TESTING ................................................................................................................... 14

5.1 Scope of Testing .................................................................................................................................................................. 14 5.2 Geotechnical Soils Testing .............................................................................................................................................. 14 5.3 Geotechnical Rock Testing .............................................................................................................................................. 15 5.4 Environmental Testing ...................................................................................................................................................... 15

6.0 SUMMARY OF RESULTS OF THE INVESTIGATION ........................................................................ 16

6.1 Scope of Commentary ....................................................................................................................................................... 16 6.2 Made Ground ....................................................................................................................................................................... 16 6.3 Superficial Deposits ........................................................................................................................................................... 16 6.4 Dalradian Rock Strata ........................................................................................................................................................ 16 6.5 Groundwater ......................................................................................................................................................................... 20 6.6 Summary ................................................................................................................................................................................ 21

7.0 GEOTECHNCIAL PARAMETRIC ASSESSMENT ................................................................................ 22

7.1 General Comment .............................................................................................................................................................. 22 7.2 Soil Classification ................................................................................................................................................................ 22 7.2.1 Moisture Content and Atterberg Limits ..................................................................................................................... 22 7.2.2 Particle size Distribution .................................................................................................................................................. 23 7.3 Earthworks Classification ................................................................................................................................................. 24



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7.4 Shear Strength Parameters ............................................................................................................................................. 24 7.4.1 Triaxial Tests ......................................................................................................................................................................... 24 7.4.2 Standard Penetration Test ............................................................................................................................................... 24 7.4.2 Effective Stress Shear Strength Parameters ............................................................................................................. 25 7.5 Granular Strata Density Classification ........................................................................................................................ 25 7.5.1 Shear Box Tests.................................................................................................................................................................... 25 7.5.2 Standard Penetration Testing ......................................................................................................................................... 26 7.6 Consolidation Parameters................................................................................................................................................ 26 7.7 Soil Unit Weight .................................................................................................................................................................. 27 7.7.1 Particle Density of Granular Materials ........................................................................................................................ 27 7.7.2 Bulk Density .......................................................................................................................................................................... 27 7.8 Rock Classification ............................................................................................................................................................. 28 7.8.1 Moisture Content................................................................................................................................................................ 28 7.8.2 Point Load Tests .................................................................................................................................................................. 28 7.8.3 Unconfined Compressive Strength Tests .................................................................................................................. 29 7.9 Sulfate and Related Test Results ................................................................................................................................... 29 7.10 Summary of Geotechnical Parameters ....................................................................................................................... 30

8.0 GEOTECHNICAL ENGINEERING ASSESSMENT .............................................................................. 31

8.1 Proposals ................................................................................................................................................................................ 31 8.2 Site Conditions ..................................................................................................................................................................... 31 8.3 Summary of Subsurface Conditions ............................................................................................................................. 32 8.4 Development of Site .......................................................................................................................................................... 34 8.5 Foundations .......................................................................................................................................................................... 34 8.5.1 Summary ................................................................................................................................................................................ 34 8.5.2 Spread Foundations ........................................................................................................................................................... 34 8.5.3 Piled Foundations ............................................................................................................................................................... 35 8.6 Access Channel and Harbour Excavations ................................................................................................................. 36 8.7 Breakwater Construction ................................................................................................................................................. 36 8.8 Sulfate and pH Aggressivity ............................................................................................................................................ 37 8.9 Mining ..................................................................................................................................................................................... 37

9.0 CONCLUSIONS AND RECOMMENDATIONS .................................................................................. 38

REPORT REFERENCES ................................................................................................................................. 39

LIST OF TABLES Page or section Table 1 Summary of Strata Types Recorded in the British Geological Survey Borehole

Data Pack Ref. Bh_119433_1 11

Table 2 Summary of Groundwater Observations from the British Geological Survey Borehole Data Pack Ref. Bh_119433_1

12

Table 3 Summary of In Situ Test Results from the British Geological Survey Borehole Data Pack Ref. Bh_119433_1

12

Table 4 Summary of Strata Types Encountered in Boreholes from the Soil Engineering 2013 Investigation - C And D Series Boreholes

17

Table 5 Summary of Strata Types Encountered in Boreholes from the Soil Engineering 2013 Investigation - A, B, GS And L Series Boreholes

18

Table 6 Summary of Strata Types Encountered in Boreholes from the Soil Engineering 2013 Investigation - E Series Boreholes

19

Table 7 Summary of Strata Types Encountered in Boreholes from the Soil Engineering 2013 Investigation - Trial Pits

20

Table 8 Summary of Ground Conditions from Soil Engineering 2013 Investigation 21



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Table 9 Summary of Moisture Content Test Results from Soil Engineering 2013 Investigation

22

Table 10 Summary of Moisture Content and Atterberg Limit Test Results for Marine Deposits From Soil Engineering 2013 Investigation

22

Table 11 Summary of Moisture Content and Atterberg Limit Test Results for Glacial Till from Soil Engineering 2013 Investigation

23

Table 12 Summary of Laboratory Determined CBR Test Results for Clay Units within the Marine Sand Deposits From Soil Engineering 2013 Investigation

24

Table 13 Summary of Undrained Shear Strength Values from Soil Engineering 2013 Investigation

24

Table 14 Summary of Effective Stress Shear Strength Values for Consolidated Undrained Triaxial Compression Effective Stress Tests on Glacial Till Samples from Soil Engineering 2013 Investigation

25

Table 15 Summary of Shear Strength Values for Small Shear Box Testing on Samples of Marine Sand Deposits from Soil Engineering 2013 Investigation

26

Table 16 Assumed Values of Volume Compressibility (mv) Based on In Situ and Laboratory Index Testing for the Soil Engineering 2013 Investigation

27

Table 17 Summary of Particle Density Test Results from Soil Engineering 2013 Investigation

27

Table 18 Summary of Laboratory Determined Bulk Density Values from Soil Engineering 2013 Investigation

27

Table 19 Summary of Derived Soil Unit Weight Parameters 28 Table 20 Summary of Rock Moisture Content Test Results from Soil Engineering 2013

Investigation 28

Table 21 Summary of Point Load Is50 Test Results 29 Table 22 Summary of Unconfined Compressive Strength (UCS) Test Results 29 Table 23 Results of Chemical Tests for Concrete Design from Soil Engineering 2013

Investigation 29

Table 24 Summary of Geotechnical Parameters from Soil Engineering 2013 Investigation 30 Table 25 Summary of Groundwater Inflows Recorded in Exploratory Holes Section A



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Report Contents (Continued) LIST OF FIGURES Figure 1 Moisture Content Versus Depth Plot Section E Figure 2 A Line Plot for Glacial Till and Marine Deposits Section E Figure 3 Plastic Index Versus Depth Plot for Glacial Till and Marine Deposits Section E Figure 4 Summary of PSD Test Results for Made Ground Section E Figure 5 Summary of PSD Test Results for Marine Deposits Section E Figure 6 Summary of PSD Test Results for Glacial Till Section E Figure 7 Plot of Shear Strength Versus Depth for Glacial Till Section E Figure 8 Plot of SPT’N’ Value by Depth for Glacial Till Section E Figure 9 Plot of SPT’N’ Value by Depth for Marine Deposits Section E Figure 10 Plot of Vertical Effective Stress verses SPT ‘N60’ Value for Marine Sand and Sand

& Gravel Deposits Section E

Figure 11 Plot of SPT’N’ Value by Depth for Glacial Granular Deposits Section E Figure 12 Plot of Bulk Density versus Depth for Glacial Till Section E Figure 13 Rock Moisture Content versus Depth Plot Section E Figure 14 Point Load Is50 versus Depth Plot for Granitic Gneiss Section E Figure 15 Point Load Is50 versus Elevation Plot for Granitic Gneiss Section E Figure 16 Unconfined Compressive Strength versus Depth Plot for Granitic Gneiss Section E Figure 17 Unconfined Compressive Strength versus Elevation Plot for Granitic Gneiss Section E Figure 18 Section A - A Through Boreholes E105, E106, E107, E108, E109, E110, E111,

E112, E115 and E116 Section E

Figure 19 Section B - B Through Boreholes B61, E65, E66, E69, E71, E72, E74, E75, D100, E115 and E116

Section E

Figure 20 Section C - C Through Boreholes A34, A36, A39, C88 and C96 Section E Figure 21 Section D - D Through Exploratory Holes A05, A08, A11, TP15 and TP16 Section E Figure 22 Section E - E Through Exploratory Holes TP01, TP02, TP16, A39, A42, A47, E74

and E75 Section E

Figure 23 Section F - F Through Exploratory Holes TP18, A19, A26, A36, A51, E72 and C79 Section E Figure 24 Section G - G Through Exploratory Holes TP10, TP11, A05, A63, E65, C87and C88 Section E Figure 25 Section H - H Through Exploratory Holes TP03, TP16, A19, A29, A31, B61, E66

and C84 Section E

Figure 26 Section I - I Through Boreholes A41, A51, A54, A57, B61, A63 and D101 Section E Figure 27 Point Load Is50 versus Unconfined Compressive Strength Plot Section E Figure 28 Composite Plot of Unconfined Compressive Strength versus Depth from all

Laboratory Data (UCS and Point Load) Section E

Figure 29 Site Location Plan Section C Figure 30 Exploratory Hole Location Plan Section C SUPPORTING FACTUAL DATA SECTION A: EXPLORATORY HOLE RECORDS AND FIELD DATA • Exploratory Hole Log Legend and Notation Sheet • Cable Percussion and Rotary Drilling Records • Excavation Records • Groundwater / Gas Monitoring Results



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Report Contents (Continued)

SECTION B: LABORATORY TEST RESULTS • Laboratory Test Data Key Sheet • Laboratory Test Summary Sheets (Soils) • Laboratory Test Data Sheets (Soils) VOLUME 2 • Laboratory Test Data Sheets (Soils) - Continued • Laboratory Test Summary Sheets (Rock) • Laboratory Test Data Sheets (Rock) • Chemical Test Results SECTION C: SITE PLANS • Site Location Plan • Exploratory Hole Location Plan SECTION D: PHOTOGRAPHS • Core Photographs • Excavation Photographs VOLUME 3 SECTION E: SUPPORTING TECHNICAL DATA • Cross Sections • Parameter Plots APPENDICES APPENDIX 1: NOTES ON FIELDWORK, LOGGING AND LABORATORY TESTING • Notes on Fieldwork Procedures • Terminology used in Soil Descriptions • Terminology used in the Description of Made Ground • Peat and Organic Soil Description Terminology • Terminology used in the Description and Classification of Rock • Assessment of Aggressive Ground and Groundwater Conditions

• APPENDIX 2: COASTLINE SUVREYS LTD: MAGNETOMETER SURVEY JUNE 2013 • APPENDIX 3: BRITISH GEOLOGICAL SURVEY: GEO RECORDS PLUS BOREHOLE DATA PACK



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EXECUTIVE SUMMARY This summary contains an over view of the key findings and conclusions of this report. It is emphasised however that no reliance should be placed on any part of this summary without referring to the relevant sections of the report. These sections within the main body of the report, together with linking laboratory data and plans etc., may contain information which puts into context findings which are highlighted within this summary. Soil Engineering Geoservices Limited were instructed by Arch Henderson LLP (The Engineer) acting for and on behalf of Aberdeen Harbour Board (The Employer), to provide a geotechnical assessment for the proposed new Bay of Nigg Harbour Development at Aberdeen. This assessment in the form of a ground investigation report (GIR) was to be based on the ground investigation also carried out by Soil Engineering between June and November 2013, together with previous borehole information provided by the British Geological Survey. It is proposed to develop Nigg Bay as a new harbour facility with the construction of new breakwaters, quays and a navigation channel and harbour area. The construction of the navigation channel and harbour area will involve dredging of parts of Nigg Bay to reduce its level to approximately -9.0mchart datum with the approach channel at -10.5mchart datum. Nigg Bay is located at the eastern end of St Fittick’s Road, some 6km to the south-east of Aberdeen city centre (centred on approximate National Grid reference NJ 970 046). The site is irregular in shape and comprises the over water and inter tidal area of Nigg Bay between the headlands occupied by Balnagask Golf Course to the north and Loirston Country Park to the south. Geological maps show that the land adjacent to the site is underlain by superficial Pleistocene deposits comprising glacial meltwater deposits (sand and gravels with lenses of silt and clay) and glacial till (clay, sandy clay or sand with a significant gravel, cobble and boulder content). At greater depth, the adjacent land is shown to be underlain by metasedimentary rocks (psammites, semipelites and subsidiary pelites) of the Aberdeen Formation of the Dalradian supergroup of Precambrian age. In the vicinity of the proposed new harbour development only local and limited thicknesses of made ground was encountered beneath the south western corner of the site. A significant and variable thickness of superficial deposits were encountered beneath the site typically comprising medium dense or dense marine granular deposits overlying typically very stiff and hard glacial till strata and very dense glacial granular strata with thicknesses of superficial deposits between not encountered and 38.00m recorded in the exploratory holes. The superficial deposits appear to infill an east west trending valley feature incised into the underlying weak, medium strong and strong Dalradian rock strata. The ground conditions encountered beneath the site appear to be generally favourable for the development. The exploratory holes indicate that the areas where breakwaters are to be constructed are underlain by medium dense, dense and very dense marine granular materials, very stiff and hard glacial till and granitic gneiss rock strata. In the area of the new quay, a similar sequence of superficial strata was encountered with variable thicknesses and type of superficial deposits and rockhead levels encountered. Based on the current borehole information dredging of the new harbour basin and approach channel will excavate marine granular deposits and the underlying glacial till and granular glacial deposits. The concrete design classification for the site is calculated as DS-1 with an ACEC class AC-1.



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1.0 INTRODUCTION In June 2013 Soil Engineering Geoservices Limited were instructed by Arch Henderson LLP (The Engineer) acting for and on behalf of Aberdeen Harbour Board (The Employer), to carry out a ground investigation for the Bay of Nigg Harbour Development. The investigation comprised the formation of cable percussive boreholes selectively extended by rotary drilling together with trial pitting, grab sampling, in situ testing and a geophysical magnetometer survey. Most of the work was to be undertaken overwater or within the intertidal area of the bay. This ground investigation report (GIR) comprises the results of the fieldwork and laboratory testing together with an interpretation of the geoenvironmental conditions at the site. The fieldwork was carried out between 5th June and 2nd November 2013. 2.0 PURPOSE, SCOPE AND REPORT FORMAT 2.1 Purpose The purpose of this investigation was to determine the subsurface ground, and groundwater conditions at the site. An interpretative geoenvironmental (GIR) report was also required in order that appropriate material parameters for the design of the proposed structures could be ascertained. 2.2 Scope of Work The brief for this Ground Investigation Report comprised the following items: 1. To form exploratory holes on site. 2. To install gas and ground water monitoring instruments. 3. To monitor on site installations. 4. To undertake laboratory tests scheduled by the Engineer on samples recovered from exploratory

holes. 5. Review and provide a written appraisal of readily available published geotechnical information and

geotechnical and historical information provided by the Engineer 6. Provide a written appraisal of the ground and water conditions 7. Provide analysis and interpretation of factual data for the classification and derivation of design

parameters for each stratum encountered 8. Provide geotechnical engineering assessment The sources of information used in the compilation of this report are detailed in the list of references on page 39. 2.3 Limitations This report has been prepared using the site investigation data and / or desk study / historical information referenced in the report text. Soil Engineering has prepared the report in accordance with the specification and scope of works for this project, which was designed by Arch Henderson LLP together with the relevant European and British Standards. It should be noted that the investigation data on which this report is based is only indicative of the actual ground, groundwater and ground gas conditions that exist at the locations of the exploratory holes and may not be representative of the conditions that exist on the site as a whole. Soil Engineering accept no liability for any adverse geotechnical or environmental impacts on the proposed



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development, that result from ground not investigated as part of this project. Similarly, Soil Engineering is not liable for any adverse effects that arise as a result of conditions that exist on land adjacent to the subject site. 2.4 Report Format This report is presented in the following format: • Description of fieldwork • Summary of Desk Study Information • Geotechnical Appraisal, Interpretation and Engineering Assessment • Exploratory hole logs • Laboratory test results • Data Plots and Sections • Maps and plans 2.5 Key Sources of Information • Arch Henderson, Drawing No 121106-01 • BGS 1:50,000 scale geological map for the area, Sheet 77-Scotland, Solid (1982) and Drift (1980)

editions for Aberdeen. • BGS Memoir for the 1:50 000 Sheet 77-Scotland (1986) entitled Geology of the country around

Aberdeen. • British Geological Survey Borehole Data Pack, Ref BH_119433_1, dated 28 October 2013 3.0 DESK STUDY INFORMATION 3.1 Scope of Study A formal comprehensive desk study was not requested or supplied by the Engineer for this investigation. Information from the British Geological Survey on the site geology and historical borehole records for the area was provided by the Engineer and is appended to this report. The following sections provide general details of site location, site description and site geology as ascertained from published maps and memoirs. 3.2 Site Location and Description The site is located at the eastern end of St Fittick’s Road, some 6km to the south-east of Aberdeen city centre (centred on approximate National Grid reference NJ 970 046). The site is irregular in shape and comprises the over water and inter tidal area of Nigg Bay between the headlands occupied by Balnagask Golf Course to the north and Loirston country park to the south. The site is bounded by the two aforementioned headlands/golf courses to the north and south, by rough ground, pasture land and the Nigg Bay Waste Water treatment plant to the west and by the North Sea to the east. A road (Coast Road and Greyhope Road) approximately bounds the northern, western and south-eastern edges of the site. The site is currently unoccupied and comprises Nigg Bay, an area of tidal open seawater, as well as the bounding intertidal areas comprising open sand, roughly vegetated areas as well as exposed rock headland. The site is located in a predominantly semi-rural coastal area to the south east of Aberdeen with the mouth of the River Dee and Aberdeen harbour located approximately 1km to the north of the site to the north of the bounding northern headland.



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The site has a complex relief with elevated headland areas to the north and south, a lower lying area to the east and the bay topography generally sloping towards the centre of the bay and out to sea. The location of the site is indicated on Figure 1 in Section C of this report. 3.3 Site History No information on the history of the site was provided by the Engineer. 3.4 Geology The 1:50,000 scale Geological Survey map for the area, sheet 77-(Scotland) for Aberdeen, Solid (1982) and Drift (1980) editions, shows the land adjacent to the site to be underlain by Pleistocene deposits comprising glacial meltwater deposits (sand and gravels with lenses of silt and clay) and glacial till (clay, sandy clay or sand with a significant gravel, cobble and boulder content). The map also records a glacial melt water channel as entering the bay from the south. At greater depth, the adjacent land is shown to be underlain by metasedimentary rocks (psammites, semipelites and subsidiary pelites) of the Aberdeen Formation of the Dalradian supergroup of Precambrian age. Subsidiary discordant sheets of amphibolite and hornblende schist are also recorded. The map records outcrops of Dalradian rock strata underlying the Pleistocene deposits on the headlands to the north and south of the site. The map also records foliation and banding within the Dalradian strata as dipping to the north-west and north-east with dips between 45° and 90° recorded. The nearest faulting is recorded as the north-east south-west trending Dee Fault which is recorded approximately 1.5km to the north west of the centre of the site. Further information on the superficial deposits is contained within the geological maps and information in the British Geological Survey Borehole Data Pack, Ref BH_119433_1, dated 28 October 2013 (presented in the appendix to this report). This records a variable sequence of glacial sand and gravel deposits overlying glacial till on both headlands to the north and south of Nigg Bay. Alluvium is recorded infilling the shallow valley behind the bay and a sequence of marine beach deposits is recorded lining the shore of the bay. Information from the BGS geological memoir for the area (BGS Memoir for the 1:50 000 Sheet 77-Scotland (1986) entitled Geology of the country around Aberdeen) indicates that the bay area is underlain by silts, sands and gravels classified by the BGS as marine beach deposits of Quaternary age. The memoir also records raised beach deposits in the Aberdeen area sometimes with associated deposits of peat. Nigg Bay is recorded by the memoir as being underlain by an infilled former glacial melt out channel and possible former course of the River Dee. The memoir records that boreholes drilled within the bay indicate anomalous drift depths associated with a buried channel and glacial deposits underlying more recent marine beach deposits. The buried channel is recorded as being infilled with glacial (largely till) deposits with a thickness of 30m noted from boreholes. Geophysical surveys mentioned in the memoir indicate that the channel may extend at least 1km out to sea and the publication speculates that the channel may be a subglacial or pre Devensian feature. The glacial tills in the Aberdeen area are noted by the memoir to be variable with at least three till units noted. The memoir suggests lodgement, melt-out and flow till origins for individual till units with the melt-out and flow till units typically being more granular in nature and with all types of till containing coarse granular materials. The memoirs record significant weathering of rock to depths of up to 20m in the Aberdeen area with the psammites being less prone to weathering than other types of rock however the weathering is noted to be variable and difficult to predict. This deep weathering is thought to be associated with relatively warm interglacial periods that occurred during the last glaciation and preceding this, during the Tertiary period. The Dalradian rocks are interpreted as sedimentary rocks altered by low grade metamorphism and the amphibolite and hornblende schist is thought to represent metamorphosed basic igneous intrusions.



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3.5 Hydrology and Hydrogeology No information on the Hydrology and Hydrogeology of the site was provided by the Engineer. 3.6 Previous Investigations The Engineer has supplied details of a geophysical and bathymetric survey carried out on the site in 2012 by Caledonian Geotech Ltd. This investigation comprised sub-bottom profile, bathymetry and side scan sonar surveys. For further information, reference should be made to the full report, which is listed on page 39 of this report. This investigation produced an isopach map of rockhead depths in Nigg Bay area and opposite the adjacent headlands based on the results of the sonar survey. Although quite variable, the general pattern indicated is for rockhead depths to gradually increase out to sea opposite the headland areas (depths between 14.0m and 26.0m below chart datum are indicated approximately 500m out from the headlands). In the central part of the bay, a roughly east-west trending channel with a width of approximately 200m to 300m is indicated. In the area of Nigg Bay rockhead depths are indicated to increase away from the headlands towards the centre of the channel however, the channel appears to have relatively steep sides in some areas and local plateau areas indicated to either side of this. Although the base of the channel is indicated to be relatively level, an uneven and undulating local topography is indicated. The channel is also indicated to gradually increase in depth out to sea (with rock head depths increasing from 14.0m to in excess of 40.0m below chart datum indicated). The Engineer supplied a British Geological Survey (BGS) Borehole Data Pack, Ref BH_119433_1, dated 28 October 2013 containing a description of the geology of the area and also database records for twelve exploratory holes undertaken within Nigg Bay and the surrounding vicinity principally for the Aberdeen Sea Outfall. The boreholes were mainly drilled in the bay area, along the southern headland (Greg Ness) and out to sea from this. A summary of the strata and ground water encountered in these records together with key in situ testing results are summarised in the following tables. For further detailed information, reference should be made to Section 7.2 and to the full report, which is listed on page 39 of this report. TABLE 1: SUMMARY OF STRATA TYPES RECORDED IN THE BRITISH GEOLOGICAL SURVEY BOREHOLE DATA PACK REF. BH_119433_1

Borehole No Made

Ground (mbgl)

Sand and Sand and Gravel, Local

Cobbles (mbgl)

Glacial Till (Variably

Sandy Variably Gravelly

Clay) (mbgl)

Glacial

Silt (mbgl)

Sand, Gravel

Cobbles and

Boulders (mbgl)

Weathered Granite and

Gneiss (mbgl)

Less Weathered Granite and

Gneiss (mbgl)

NJ90SESE7119 1A NE GL-15.20P NE NE 15.20-20.0+ - - NJ90SESE7807 8 NE GL-3.43 NE 3.43-4.42 35.97-40.54 40.54-54.56 54.56-66.29+

4.42-5.33 5.33-35.97 NE NJ90SESE7807 21 GL – 5.50 5.50 – 6.50 6.50 – 11.00+ - - - - NJ90SESE7119 1 NE NE NE NE GL-6.50+ - -

NJ90SESE7807 22 GL-3.63 NE NE NE NE 3.62-5.70+ - NJ90SESE7807 7 NE GL-2.44 NE 2.44-25.25 25.25-29.26+ - -

NJ90SESE7807 26 NE NE NE NE GL-20.50 NE 20.50-29.50+ NJ90SESE7807 27 GL-0.60 0.60-18.50 NE NE 18.50-19.00 19.00-29.50+ NJ90SESE7807 10 NE NE NE NE NE GL-1.22 1.22-64.24+ NJ90SESE7807 11 NE GL-3.05 NE NE 3.05-4.12 4.12-8.48+ - NJ90SESE7113 16 NE GL-6.50 6.50–9.50 NE 9.5 -11.00 NE 11.00-33.50+ NJ90SESE7113 17 NE GL-6.30 NE NE NE 6.30-9.50 9.50-34.50+

Notes: + Denotes base of strata not encountered NE Not encountered P Strata contains peat bands



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Table 1 indicates that seven main material types were identified during the various investigations. The table also indicates the variability of the superficial materials encountered around the edge of Nigg Bay and especially along the northern edge of the Greg Ness headland where they principally comprise variable granular and cohesive glacial deposits. On the tip of the headland itself, rock was encountered at shallow depth with superficial deposits thickening to the east of this towards Nigg Bay. Two boreholes within these investigations proved granite and gneiss bedrock to depths in excess of 60.00m. Limited ground water data was obtained during the various investigations contained in the BGS report. These are summarised in Table 2. TABLE 2: SUMMARY OF GROUNDWATER OBSERVATIONS FROM THE BRITISH GEOLOGICAL SURVEY BOREHOLE DATA PACK REF. BH_119433_1

Borehole No Strike Depth (m)

Standing Level (m)

Strata Notes

NJ90SESE7119 1A 5.00 4.00 Sand & Gravel NJ90SESE7807 8 - - - Not Recorded

NJ90SESE7807 21 Dry - - Borehole Dry NJ90SESE7119 1 Dry - - Borehole Dry

NJ90SESE7807 22 Dry - Borehole Dry NJ90SESE7807 7 - - - Not Recorded

NJ90SESE7807 26 Dry - - Borehole Dry NJ90SESE7807 27 Dry - - Borehole Dry NJ90SESE7807 10 - - - Not Recorded NJ90SESE7807 11 - - - Not Recorded NJ90SESE7113 16 - - - Not Recorded NJ90SESE7113 17 - - - Not Recorded

TABLE 3: SUMMARY OF IN SITU TEST RESULTS FROM THE BRITISH GEOLOGICAL SURVEY BOREHOLE DATA PACK REF. BH_119433_1

In situ test type

Made Ground

Sand and Sand and Gravel, Local

Cobbles


Sandy Variably Gravelly

Clay)

Glacial Silt

Sand, Gravel

Cobbles and

Boulders

Weathered Granite

and Gneiss

Less Weathered Granite and

Gneiss

SPT ‘N’ value (blows)

- 8 - 97 54 - 89 - 46 - 79 - -

Note: SPT trip hammer efficiency unknown

Limited in situ testing was undertaken during the various investigations contained in the BGS report. This is summarised in Table 3 and comprised standard penetration testing. 4.0 FIELDWORK 4.1 Scope of Fieldwork The scope of the fieldwork was specified by the Engineer and was undertaken in general accordance with Eurocode 7 Part 2 (BS EN 1997-2: 2007) and where there is no conflict also with BS 5930: 1999 + A2: 2010. Soil and rock logging has been undertaken in accordance with the relevant European Standards, listed in the references for this report. Soil Engineering had responsibility for setting out and surveying all exploratory holes while the Engineer had responsibility for determining the in situ testing and sampling regime. Cable percussion boreholes selectively extended by rotary drilling were formed together with mechanically excavated trial pits, seabed and magnetometer surveys and grab sampling. The exploratory hole locations are shown on the site plan presented in Section C of this report.



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4.2 Magnetometer Survey A detailed marine magnetometer survey was undertaken by Coastline Surveys Limited in June 2013. The results of the survey show thirty-three targets with magnetic signature significantly above background levels. For further information, reference should be made to the full survey report, included as an appendix to this report. 4.3 Inspection Pits In order to reduce the risk of damaging buried services, the location of exploratory hole L01 was scanned using a cable avoidance tool (CAT). As a further precaution, an inspection pit was hand excavated to a depth of 1.20m, followed by a further scan of the base of the pit with the CAT. Inspection pits were not excavated for the remaining boreholes, as they were formed overwater from a jack-up platform. 4.4 Cable Percussion Boreholes A total of forty-nine over-water boreholes and a single land based borehole were formed to depths between 0.10m and 10.40m using conventional light cable percussion techniques together with 200mm and 150mm diameter temporary steel casings. The boreholes were all formed in order to obtain samples for laboratory testing and to provide geotechnical information for foundation design. In granular materials, cohesive materials and rock Standard Penetration Tests were carried out using either a split spoon sampler or a solid 60o cone. The results of these tests are given as a Standard Penetration “N” value or as a blow count for a given penetration at the appropriate position on the borehole logs, where the use of either the sampler or cone is also recorded. Representative disturbed samples of all materials encountered were obtained and these were placed in sealed containers for transport to the laboratory. Where appropriate / required, environmental samples were obtained for chemical testing. The samples recovered from the boreholes were described by an Engineering Geologist, in accordance with the terminology presented in Appendix 1 of this report. A detailed description of all strata encountered, groundwater conditions and the position and type of samples taken are included on the borehole logs presented in Section A of this report. 4.5 Rotary Drilling In order to obtain information on the solid geology beneath the site and/or where the stiffness of the cohesive material and presence of coarse granular material prevented the progression of the cable percussion drilling, boreholes were extended using rotary drilling techniques. These boreholes were extended to depths between 4.00m and 40.00m, using a combination of SWF, Geobore S or T6116 core barrels together with a protective semi rigid plastic liner and a Polycrystalline Diamond (PCD) or Diamond Impregnated (Impreg) core bit with water flush to produce cores of 107, 102 or 89mm nominal diameter respectively. Details of the strata encountered are given on the borehole logs along with the Engineering Geologist’s assessment of Total Core Recovery (TCR), Solid Core Recovery (SCR), and Rock Quality Designation (RQD) each expressed as a percentage of the individual core runs. Where applicable a fracture spacing (If) has also



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been determined and this information is given on the logs. The symbols and abbreviations used on the rotary borehole logs are explained on the exploratory hole log legend and notation sheet presented in Section A of this report. The core samples recovered were photographed and described by an Engineering Geologist in accordance with the terminology presented in Appendix 1 of this report. Where suitable, sub-samples of the cored superficial deposits were taken. These sub-samples were sealed in wax to prevent moisture loss and transported to the Leeds laboratory of Soil Engineering for geotechnical testing. The borehole logs are presented in Section A of this report and photographic records are presented in Section D of this report. 4.6 Grab Sampling In order to establish contamination levels for proposed dredged material, twenty-six grab samples were undertaken using a Van Veen grab sampler. The recovered samples were described by an Engineering Geologist and the descriptions of the samples recovered are shown on the relevant logs presented in Section A of this report. 4.7 Trial Pits Eighteen trial pits designated TP01 to TP18 inclusive were excavated using a 20 tonne tracked excavator to depths between 1.70m and 4.40m. The pits were located around the inter-tidal foreshore of the site to provide a reasonable indication of the presence of any made ground and in particular to assess the mass soil fabric of the near surface natural deposits. The trial pits were not shored and were logged from the surface by an Engineering Geologist. The Engineering Geologist provided a detailed description of the ground conditions encountered in each pit and also obtained disturbed soil samples at regular intervals for geotechnical analysis. The strata encountered in the trial pits are described on the trial pit logs presented in Section A of this report and the location of each of the trial pits is indicated on the site plan presented in Section C of this report. Trial pit photographs are included in Section D of this report. 5.0 LABORATORY TESTING 5.1 Scope of Testing All geotechnical (soils) and chemical (contamination) testing was scheduled by the Engineer. The scope of the testing was required to enable comments regarding the dredgability of overburden and rock and the suitability of soil and rock for construction of quay walls and breakwaters to be made and for potential site contamination levels to be established. 5.2 Geotechnical Soils Testing The programme of laboratory testing was carried out in accordance with BS 1377. The testing was carried out at the Leeds laboratory of Soil Engineering, a UKAS accredited testing laboratory No 1265. Results are given on the summary sheets with individual test plots presented in Section B of this report. In addition, chemical (sulfate and pH) testing was undertaken by SAL, a UKAS accredited testing laboratory No. 1549. Testing was undertaken in order to assess concrete requirements from BRE Special Digest No 1. Samples were prepared in general accordance with BS 1377, although final analysis of total sulfate was



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performed using ICP and aqueous extract using Ion Chromatography. 5.3 Geotechnical Rock Testing In order to provide an indication of the strength of the rock encountered, point load testing and unconfined compressive strength testing was undertaken on selected core samples. These tests were performed in accordance with the specifications indicated on the individual test plots. Results are presented in Section B of this report. 5.4 Environmental Testing A programme of environmental testing was scheduled on the samples recovered utilising the Van Veen grab sampler. Testing was carried out by SAL, a UKAS accredited testing laboratory No. 1549. Testing was carried out in accordance with the methods identified in the test reports. The results of the environmental testing are presented in Section B of this report.



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6.0 SUMMARY OF RESULTS OF THE INVESTIGATION 6.1 Scope of Commentary The results of this investigation appear to conflict to some extent with the published geology summarised in Section 3.3 of this report but generally agreed with the findings of the previous investigations carried out on this site and referenced in Section 3.4 of this report. Although the superficial deposits were as predicted by the published geological information, the solid geology differed to some extent for the published records. The following sections are only intended to provide a summary of the ground conditions encountered during this investigation whilst the logs presented in Section A of this report give detailed descriptions of all the strata observed. 6.2 Made Ground Made ground typically between 0.60m and 3.70m in thickness was only encountered in trial pits TP08 and TP10 to TP15 inclusive in the south western corner of the bay. The made ground was generally seen to comprise a granular mix of coarse and very coarse materials comprising a variable mix of sand and gravel, cobble and boulder sized fragments of metamorphic rock, igneous rock, concrete, tarmac, brick, plastic pipe, packaging and metal. Other materials were also identified including wood fragments, cast iron pipe pieces and polystyrene. 6.3 Superficial Deposits Underlying any made ground, topsoil or at ground/seabed level, a variable sequence of sand, sand and gravel, cobbles, boulders, and variably sandy variably gravelly clay with cobbles and boulders was encountered. The sequence typically comprised an upper principally granular formation of marine deposits comprising a variable mix of sand, gravel, cobbles and boulders underlain by glacial deposits comprising variably sandy variably gravelly clay with cobbles and boulders with interbedded granular materials comprising sand, gravel, cobbles and boulders. Two distinct units were noted within the upper marine granular formation with both being discontinuous and not encountered in all exploratory holes. Typically, the uppermost unit comprised a fine to coarse sand with varying fine gravel, silt and cobble content. This unit was encountered in the majority of the boreholes to depths between 0.20m and 10.10m below bed level and typically increased in thickness towards the mouth of Nigg Bay. This unit was locally underlain by a unit of very coarse material typically comprising cobbles and boulders of mixed igneous and metamorphic lithologies with a sand and gravel matrix. It was noted that the coarse granular deposit was more prevalent in the intertidal and foreshore areas especially in the north western quadrant of the bay to the south of the Girdle Ness headland while towards the centre of the bay the unit thins and in this area sometimes comprises isolated cobbles and boulders. Underlying the upper marine granular formation glacial deposits comprising till with subsidiary granular materials and/or bedrock was encountered. The glacial deposits, where present, were seen to principally comprise units of glacial till generally consisting of brown or greyish brown, stiff, very stiff and hard clay with varying sand, gravel, cobble and boulder content. Localised variation in the clay included a reddish brown clay layer within this stratum. The glacial till strata also contained variable granular units comprising sand and gravel often with a significant cobble and boulder content. The glacial deposits were noted to be very variable in thickness with thicknesses in excess of 25.00m noted along a roughly east-west trending axis running through the centre of the bay. 6.4 Dalradian Rock Strata The depth to rockhead was very variable across the site. Rock was encountered at ground/bed level or at



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shallow depth adjacent to the headlands but depths to rockhead in excess of 30.00m were recorded in exploratory holes drilled along a roughly east-west trending axis running through the centre of the bay. The topography of the buried valley as illustrated by varying rockhead levels in boreholes appears to be quite complex with plateau areas and areas of steeply sloping ground indicated (e.g. between boreholes A31 and A34). Twenty-eight boreholes were extended into rock in order to assess the solid geology. These boreholes encountered a banded granitic gneiss, comprising of interbanded units of micaceous schist, gneiss and coarse grained granitic materials frequently in thin to thickly banded units. The granitic gneiss was proved to a maximum depth of 40.00m in borehole A05. The rock appeared to be variably weathered and typically appeared to be slightly or moderately weathered but also contained weaker moderately and highly weathered strata. The distribution of the weathered material between boreholes appeared to follow no set pattern and was very variable. A summary of the ground conditions encountered during this investigation is presented as Tables 4, 5, 6 and 7. Additional information on the ground conditions is available from the British Geological Survey Borehole Data Pack and a summary of this information is given in Table 1. TABLE 4: SUMMARY OF STRATA TYPES ENCOUNTERED IN BOREHOLES FROM THE SOIL ENGINEERING 2013 INVESTIGATION - C AND D SERIES BOREHOLES

Borehole No

Made Ground (mbgl)

Marine Deposits (Sand and Sand and Gravel) (mbgl)

Marine Deposits

(Sand, Gravel, Cobbles

and Boulders)

(mbgl)


Sandy Variably Gravelly Clay with Cobbles

and Boulders)

Glacial Sand, Gravel

Cobbles and

Boulders (mbgl)

Weathered

Gneiss (Granite,

Gneiss and Schist) (mbgl)

Less Weathered

Gneiss (Granite,


C79 NE GL-0.90 NE NE NE 6.13-8.00+ 0.90-6.13

C81 NE GL – 2.50 2.50-4.40 4.40-8.00+ - - -

C83 NE GL-2.30 2.30-2.50 2.50-10.10+ - - -

C84 NE GL-1.00 1.00-1.40 1.40-7.40+ - - -

C87 NE GL-1.10 1.10-1.20 1.20-8.50+ - - -

C88 NE GL-1.00 1.00-1.20 1.20-8.25+ - - -

C96 NE GL-4.50 NE NE NE 4.50-7.30+ -

D98 NE GL-2.00 NE NE NE NE 2.00-4.10+

D99 NE GL-4.10 NE 4.10-7.10+ - - -

D100 NE GL-3.10 NE NE NE NE 3.10-4.00+

D101 NE GL-4.80 NE 4.80-8.80+ - - -

D102 NE GL-3.00+ - - - - -

D104 NE GL-7.95 7.95-8.25 8.25-11.60+ - - -

Notes: + Denotes base of stratum not encountered NE Not encountered



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TABLE 5: SUMMARY OF STRATA TYPES ENCOUNTERED IN BOREHOLES FROM THE SOIL ENGINEERING 2013 INVESTIGATION - A, B, GS AND L SERIES BOREHOLES

Borehole No

Made Ground (mbgl)


Marine Deposits


and Boulders)

(mbgl)



and Boulders)

(mbgl)


Cobbles and

Boulders (mbgl)

Weathered

Gneiss (Granite,


Less Weathered

Gneiss (Granite,


A05 NE GL-1.80 NE 1.80-14.50 14.50-19.40 38.00-40.00+ -

19.40 - 38.00

A08 NE GL – 1.60 NE 1.60-32.40 32.40 - 35.60 - -

35.60-36.00+

A11 NE GL-1.20 NE 1.20-14.60 14.60-17.10 NE 28.20-32.80+

17.10-27.50 27.50-28.20

A19 NE NE NE GL-1.40 1.40-4.50 NE 4.50-9.80+

A26 NE NE GL-2.80? 2.80-3.20 NE 3.20-6.34 6.34-8.10+

A29 NE GL-2.30 2.30-2.65? 2.65-22.50 NE NE 22.50-28.00+

A31 NE GL-1.35 1.35-1.80 1.80-26.00 NE NE 26.00-34.00+

A34 NE GL-2.30 NE 2.30-10.35 NE NE 10.35-15.30+

A36 NE NE GL-4.65 NE NE NE 4.65-9.70+

A39 NE NE GL-1.50 NE NE 2.83-12.60+ 1.50-2.83

A42 NE NE GL-2.20 2.20-2.50? NE NE 2.50-12.50+

A47 NE NE NE NE NE NE GL-10.10+

A51 NE GL-2.10 2.10-5.20 NE NE NE 5.20-10.20+

A54 NE GL-4.65 NE 4.65-11.25 11.25-11.65 NE 11.65-16.50

A57 NE GL-5.60 NE 5.60-27.00 NE 27.00-28.50 28.50-32.00+

A59 NE GL-4.10 4.10-4.60 4.60-29.50 29.50-31.00+ - -

A63 NE GL-6.00 NE 6.00-18.80 18.80-25.00 - -

25.00-25.50+

B61 NE GL-4.50 4.50-5.00 5.00-31.30 NE NE 31.30-36.80+

GS011 NE NE GL-2.40 2.40-19.00+ - - -

L01 NE GL-3.50 3.50-6.80 13.00-20.30 6.80-13.00 NE 20.30-25.55+




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TABLE 6: SUMMARY OF STRATA TYPES ENCOUNTERED IN BOREHOLES FROM THE SOIL ENGINEERING 2013 INVESTIGATION - E SERIES BOREHOLES

Borehole No

Made Ground (mbgl)


Marine Deposits


and Boulders)

(mbgl)



and Boulders)

(mbgl)


Cobbles and

Boulders (mbgl)

Weathered

Gneiss (Granite,


Less Weathered

Gneiss (Granite,


Northern Breakwater

E65 NE GL-7.50 NE 7.50-10.60+ - - -

E66 NE GL – 10.10 10.10-10.70 10.70-14.25+ - - -

E69 NE GL-6.90 6.90-7.30 7.30-10.60+ - - -

E71 NE GL-9.50 NE 9.50-13.30+ - - -

E72 NE GL-6.15 6.15-6.66 6.66-6.90? NE 6.90-9.60+ -

E74 NE NE GL-3.50 NE NE NE 3.50-6.10+

E75 NE GL-3.60 NE NE NE 3.60-6.90+ NE

Southern Breakwater

E105 NE GL-6.00+ - - - - -

E106 NE GL-6.00+ - - - - -

E107 NE GL-2.95 2.95-4.50 - - - -

4.95-6.00+

E108 NE GL-3.65 NE NE NE NE 3.65-6.65+

E109 NE GL-5.80 - - - 5.80-5.90?+ -

E110 NE GL-2.15 NE NE NE NE 2.15-5.85+

E111 NE GL-3.30 NE NE NE 3.30-4.00 4.00-6.00+

E112 NE GL-2.70 NE NE NE NE 2.70-6.05+

E115 NE GL-1.50 NE NE NE 1.70-4.35+ 4.35-5.70+

E116 NE GL-1.00 NE NE NE NE 1.00-4.50+




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TABLE 7: SUMMARY OF STRATA TYPES ENCOUNTERED IN BOREHOLES FROM THE SOIL ENGINEERING 2013 INVESTIGATION - TRIAL PITS

Borehole No

Made Ground (mbgl)

Marine Deposits (Sand and Sand and

Gravel with Clay Interbeds)

(mbgl)

Marine Deposits


and Boulders)

(mbgl)



and Boulders)

(mbgl)


Cobbles and

Boulders (mbgl)

Weathered

Gneiss (Granite,


Less Weathered

Gneiss (Granite,


TP01 NE GL-0.85 NE NE NE 0.85-1.70+ -

TP02 NE GL-0.40 NE 0.40-1.00 NE 1.00-2.10+ -

TP03 NE GL-0.55 NE 0.55-2.40 NE 2.40-2.70+ -

TP04 NE GL-0.50 NE 0.50-3.30+ - - -

TP05 NE GL-1.30 NE 1.30-3.20+ - - -

TP06 NE GL-3.00+ - - - - -

TP07 NE GL-2.00+ - - - - -

TP08 GL-2.50 2.50-3.80+ - - - - -

TP09 NE NE GL-2.40 2.40-3.80+ - - -

TP10 GL-2.40 2.40-3.20 NE 3.20-4.40+ - - -

TP11 GL-2.30 NE NE 2.30-3.10+ - - -

TP12 GL-3.70+ - - - - - -

TP13 GL-2.50 NE NE 2.50-3.50+ - - -

TP14 GL-3.50+ - - - - - -

TP15 GL-0.60 0.60-2.90+ - - - - -

TP16 NE GL-2.50 NE NE NE NE 2.50-2.80+

TP17 NE GL-4.40+ - - - - -

TP18 NE GL-2.00+ - - - - -


The information obtained from all the investigations undertaken on the site has been summarised in a simplified form in Table 8. This table provides the main stratum types together with their depth ranges and a general description of the material composition. 6.5 Groundwater During the investigation, minor ground water inflows were recorded in most of the exploratory holes formed on land at depths in the range 0.00m to 3.10m below ground level. The majority of the inflows were recorded within the made ground and granular superficial deposits but inflows were also recorded within the clay and rock strata. The majority of these inflows were recorded as seepages or minor inflows.



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TABLE 8: SUMMARY OF GROUND CONDITIONS FROM SOIL ENGINEERING 2013 INVESTIGATION Stratum Depth to top

(mbgl) Depth to base

(mbgl) Typical Description

Made ground (generally absent)

GL

0.60 – >3.70

A granular mix of coarse and very coarse materials comprising a mix of sand and gravel, cobble and boulder sized fragments of metamorphic rock,

igneous rock, concrete, tarmac, brick, plastic pipe, packaging and metal

Marine Sands and Sand & Gravel Deposits (locally

absent) GL - 2.50 0.40 - 10.10 Typically medium dense and dense fine to coarse

sand with varying fine gravel, silt and cobble content

Marine Very Coarse Deposits (locally absent) GL - 10.10 1.80 - 10.70

Cobbles and boulders of mixed igneous and metamorphic lithologies with a sand and gravel

matrix

Glacial Till (locally absent) 0.40 - 13.00 1.00 - 38.00 Firm and stiff brown or greyish brown clay with varying sand, gravel, cobble and boulder content

Glacial Granular Deposits (locally absent) 1.40 – 32.40 4.50 – 35.60 Dense and very dense sand and gravel often with a

significant cobble and boulder content

Weathered Gneiss (locally absent) 0.85 - 38.00 1.70 - >40.00

Extremely weak, very weak and weak often fractured banded granitic gneiss, comprising of interbanded

units of micaceous schist, gneiss and coarse grained granitic materials

Less Weathered Gneiss GL – 31.30 >40.00

Weak medium strong and strong banded granitic gneiss, comprising of interbanded units of

micaceous schist, gneiss and coarse grained granitic materials

6.6 Summary The strata encountered in the various exploratory holes formed on or adjacent to this site are summarised in tables 1, 4, 5, 6 and 7. Table 8 describes the general sequence of strata encountered on the site. These tables illustrate the variability of the sequence across the site. An inspection of the exploratory holes and the strata they encountered in relation to their location on the site generally confirms the findings of the geophysics bathometric survey and previous geological information in relation to the location of the infilled buried valley beneath Nigg Bay. The investigation confirmed the geological information that the buried valley is, to the depths investigated, infilled principally with glaciogenic materials (glacial till and granular deposits). These are overlain by a predominantly granular sequence of marine deposits that generally appear to thicken towards the mouth of the bay.



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7.0 GEOTECHNCIAL PARAMETRIC ASSESSMENT 7.1 General Comment The data obtained during both the current investigation has been used in the parametric assessment and material geotechnical parameters are given in the following sections. It should be noted that the geotechnical parameters detailed in Section 7 are based on a general assessment of the data. The values stated should be reviewed by the designer and specific characteristic values determined in order to make them applicable to the individual design requirements. 7.2 Soil Classification 7.2.1 Moisture Content and Atterberg Limits Moisture content testing and Atterberg Limits testing was undertaken on the glacial till deposits. The natural moisture content test results obtained from these deposits are summarised in Table 9 below. TABLE 9: SUMMARY OF MOSITURE CONTENT TEST RESULTS FROM SOIL ENGINEERING 2013 INVESTIGATION

Strata No of Tests Minimum Moisture Content %

Maximum Moisture Content %

Average Moisture Content %

Marine Deposits

Glacial Till

3

70

9.4

3.6

25

32

19.5

9.7

A plot of moisture content against depth is presented in Figure 1 in Section E of this report. The plot illustrates the relatively low and consistent moisture content of the glacial till which shows little variation with depth apart from slightly elevated values near its top. Three Atterberg Limits tests were performed on potentially cohesive samples taken from the marine deposits. Both of the test results indicate that the material tested is non-plastic. The results of the Atterberg Limits testing on marine deposits are shown in Table 10. TABLE 10: SUMMARY OF MOISTURE CONTENT AND ATTERBERG LIMIT TEST RESULTS FOR MARINE DEPOSITS FROM SOIL ENGINEERING 2013 INVESTIGATION

Parameter No of Tests Minimum Maximum Average

Natural mc % Plastic Limit % Liquid Limit %

Plasticity Index %

3 3 3 3

9.4 NP 22 NP

25 21 36 15

19.5 NP 28 NP

Note: NP Non Plastic

Twenty-nine Atterberg Limits tests were performed on samples taken from the glacial till. The majority of the test results indicate that the material tested is clay, with only one sample classifying as non-plastic. The plasticity of the samples is relatively consistent with the classification on the A line plot which is shown as Figure 2 in Section E, indicating that the material is of low plasticity (86% of the till samples tested) but with a few samples of intermediate and high plasticity also determined and with most of the test results



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plotting close to the T Line. The relative consistency of the material is also illustrated by a plot of Plasticity Index against depth detailed in Figure 3 in Section E of this report. The results of the Atterberg Limits testing on Marine Alluvium are shown in Table 11. TABLE 11: SUMMARY OF MOISTURE CONTENT AND ATTERBERG LIMIT TEST RESULTS FOR GLACIAL TILL FROM SOIL ENGINEERING 2013 INVESTIGATION

Parameter No of Tests Minimum Maximum Average

Natural mc % Plastic Limit % Liquid Limit %

Plasticity Index %

70 29 29 29

3.6 13 22 7

32 21 52 31

9.7 17 31 14

Based on these results a moderately conservative value of 15% has been adopted for the Plasticity Index in glacial till. 7.2.2 Particle size Distribution Eighty seven particle size distribution tests were carried out on selected samples from the marine deposits, thirty eight tests were undertaken on the glacial till and six tests were undertaken on made ground and the results are presented in Figures 4, 5, and 6 in Section E of this report. The samples from the glacial till deposits generally classify as being slightly gravelly sandy clays with a variable content of very coarse material with seven samples classifying as slightly sandy slightly gravelly clays, three samples classifying as slightly sandy gravely clays and one sample classifying as slightly sandy clay all with a variable content of very coarse material. The fines content of this material indicates that it is on the borderline of cohesive and granular. The earthworks classification of the glacial till has been assessed in accordance with the Highway Agency Specification Series 600. The particle size distribution curves for the tests undertaken on the glacial till are plotted in Figure 6 in Section E of this report, with the material class envelopes for Class 2C - Stony Cohesive Fill shown as a black solid line. Results indicate that the samples of the glacial till generally fall within the Class 2C envelope. Eighty-seven particle size distribution tests were carried out on selected samples from the marine deposits and the results are presented in Figure 5 in Section E of this report. The majority of samples classify as a slightly silty or silty variably gravelly sand with only four samples classifying as very clayey variably gravelly sand and eight samples classifying as variably clayey variably sandy gravel or sand and gravel. It is noted that some of these strata had a significant content of very coarse material and the very coarse marine deposits noted in Section 6 were generally not tested because of the difficulty of sampling this stratum. The earthworks classification of the marine deposits has been assessed in accordance with the Highway Agency Specification Series 600. The particle size distribution curves for the tests undertaken on the marine deposits are plotted in Figure 5 in Section E of this report, with the material class envelopes for Class 1 - General Granular Fill shown as a black solid line. Results indicate that the samples of the sand marine deposits tested generally fall within the Class 1 envelope and may also be suitable as Class 6 for fill to structures. Six particle size distribution tests were carried out on selected samples from the made ground deposits and the results are presented in Figure 4 in Section E of this report. The plot demonstrates the generally granular nature of this material with the majority of samples classify as a slightly silty or silty sandy or very sandy gravel with a low to medium content of very coarse material.



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7.3 Earthworks Classification Laboratory determinations of California bearing Ratio (CBR) tests were carried out on two samples of remoulded material from beds of clay encountered within the marine sand deposits. The tests were performed on samples from depths between 1.00m and 1.50m below existing ground level obtained on land while trial pitting. Results of these tests are shown in Table 12. TABLE 12: SUMMARY OF LABORATORY DETERMINED CBR TEST RESULTS FOR CLAY UNITS WITHIN THE MARINE SAND DEPOSITS FROM SOIL ENGINEERING 2013 INVESTIGATION

Strata

Number of Tests

Average Natural MC%

CBR % Min value

CBR% Max Value

CBR % Average

Clay beds within Marine Sand

Deposits

4

15

0.31

0.65

0.48

These results indicate that based on the results of laboratory testing a conservative value of 1% is recommended for the marine sand deposits encountered on land. Although a higher California Bearing Ratio value could reasonably be anticipated for the granular materials within this unit, the lower bound 1% value is proposed because of the weak clay units within this stratum. 7.4 Shear Strength Parameters 7.4.1 Triaxial Tests A total of thirty-eight total stress undrained triaxial tests were performed on the glacial till encountered within the exploratory holes. Single stage tests were performed and these yielded value of undrained shear strength (Cu). A summary of the test results obtained for the three material types is given in Table 13. TABLE 13: SUMMARY OF UNDRAINED SHEAR STRENGTH VALUES FROM SOIL ENGINEERING 2013 INVESTIGATION

Material Type No of Tests Minimum Shear Strength Cu kPa

Maximum Shear Strength Cu kPa

Average Shear Strength Cu kPa

Glacial Till

38

58

488

291

All of the test results are shown on Figure 7 in Section E of this report in which they are plotted against depth. The trend within the glacial till shows little variation with depth and the results show considerable variability. From the triaxial test data, a moderately conservative undrained shear strength of 260kPa is considered appropriate to the glacial till. In terms of Eurocode EC7, the parameters detailed above are for moderately conservative large volume assessments of strength. Other strength assessments for instance for local failure conditions are also detailed on Figure 7. 7.4.2 Standard Penetration Test Standard Penetration Tests (SPT) were carried out in all of the boreholes and window sampler holes. The undrained shear strength of the cohesive materials tested has been estimated using the relationship developed by Stroud, where: Cu = f1 x SPT N60 value The value of f1 is dependent on the Plasticity Index (Ip). By using the moderately conservative Plasticity Index of 15% for the glacial till a moderately conservative value of f1 = 5.0 has been derived.



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Results from one hundred and ninety eight SPT N60 values in the glacial till are plotted against depth in Figure 8 in Section E of this report and suggest that the majority of the material is typically in the very high and extremely high strength category with shear strengths varying from 175kPa to in excess of 750kPa. As with the triaxial testing the results show little trend with depth and a considerable variation in values. Based on these results a moderately conservative assessment of undrained shear strength of 350kPa has been derived. In terms of Eurocode EC7, the parameters detailed above are for moderately conservative large volume assessments of strength. Other strength assessments, for instance, for local failure are also detailed in Figure 8. 7.4.2 Effective Stress Shear Strength Parameters A total of three consolidated undrained triaxial compression test with pore water pressure measurement was performed on the glacial till materials encountered within the exploratory holes. Multistage tests were performed and these yielded value of effective cohesion c’ and effective angle of shearing resistance Ø’. A summary of the test results obtained for the glacial till deposits is given in table 14. TABLE 14: SUMMARY OF EFFECTIVE STRESS SHEAR STRENGTH VALUES FOR CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION EFFECTIVE STRESS TESTS ON GLACIAL TILL SAMPLES FROM SOIL ENGINEERING 2013 INVESTIGATION

Material Type and Parameter

No of Tests Minimum

Maximum

Average *

Glacial Till

Effective cohesion c’ (kPa) Effective angle of shearing

resistance Ø’ (°)

3 3

17 29.5

19 35.5

18 32.7

Note:

7.5 Granular Strata Density Classification 7.5.1 Shear Box Tests A total of six small shear box tests were performed on the granular materials encountered within the exploratory holes with all six tests performed on the marine sand deposits. Multistage small shear box tests were performed to record peak shear strength parameters and these yielded value of peak cohesion c’ and peak angle of shearing resistance Ø’. On three tests, residual values were also determined. A summary of the test results obtained for the creek deposits is given in table 15.



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TABLE 15: SUMMARY OF SHEAR STRENGTH VALUES FOR SMALL SHEAR BOX TESTING ON SAMPLES OF MARINE SAND DEPOSITS FROM SOIL ENGINEERING 2013 INVESTIGATION

Material Type and Parameter

No of Tests Minimum

Maximum

Average

Marine Sand Deposits

Peak cohesion cp’ (kPa)

Peak angle of shearing resistance Øp’ (°)

Residual cohesion cr’ (kPa) Residual angle of shearing

resistance Ør’ (°)

6 6

3 3

0.3 35.5

1.0 34

10 42

4.9 38

5.9 39.5

2.6 35.5

7.5.2 Standard Penetration Testing The results of one hundred and seventy two Standard Penetration Tests normalised to 60% trip hammer energy ratio (N60) undertaken within the marine deposits ranged from N60 = 3 to N60 = 129 (upper value extrapolated) with these values generally falling in the medium dense, dense and very dense categories. The results are plotted against depth in Figure 9 in Section E of this report and based on these results a moderately conservative design line of N60 = 24 at 0.50mdepth increasing to N60 = 90 at 9.50mdepth has been adopted for these data. The SPT N60 values for the marine deposits are plotted against vertical effective stress in Figure 10 in Section E of this report together with curves generated by Mitchell for angles of internal friction. The results detailed on this plot should be treated with caution because of the relatively low values of effective stress encountered however based on these results an effective angle of shearing resistance of 42º is assessed for the marine sand deposits from this testing. The results of nine Standard Penetration Tests normalised to 60% trip hammer energy ratio (N60) undertaken within the granular glacial deposits ranged from N60 = 43 to N60 = 117 (upper value extrapolated) with these values falling in the dense and very dense categories. The results are plotted against depth in Figure 11 in Section E of this report and based on these results a conservative local design value of N60 = 50 has been adopted for these data because of the low number of test results. Based on these results an effective angle of shearing resistance of 45º is assessed for these deposits. In terms of Eurocode EC7, the parameters detailed above are for moderately conservative large volume assessments of relative density. Other strength assessments, for instance, for local failure are also detailed on Figure 9. 7.6 Consolidation Parameters No odometer or Row cell (consolidation) tests were performed on samples because the coarse granular material encountered within the glacial till prevented compliant testing. Five consolidation test results obtained from effective stress testing during consolidation yielded an mvi value in the range 0.04 m2/MN 0.09 m2/MN with an average of 0.07 m2/MN over an appropriate stress range. The modulus of volume compressibility mv of the cohesive materials tested has been estimated from SPT data using the relationship developed by Stroud, where: mv = 1 / f2 x SPT N60 value The value of f2 is dependent on the Plasticity Index (Ip). By using the moderately conservative Plasticity Index of 15% for the glacial till a moderately conservative value of f1 = 0.5 has been derived. The results of SPT testing detailed in Figure 8 in Section E of this report indicates that compressibility values do not vary



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much with depth. For the glacial till a moderately conservative design value of mv = 0.04 m²/ MN has been adopted for design. A summary of adopted design values is given in Table 16. TABLE 16: ASSUMED VALUES OF VOLUME COMRESSIBILITY (mv) BASED ON IN SITU AND LABORATORY INDEX TESTING FOR THE SOIL ENGINEERING 2013 INVESTIGATION

Material Type mv (MN/m2) Assumptions

Glacial Till

0.04

mv calculated for load increment po + 100kPa

7.7 Soil Unit Weight 7.7.1 Particle Density of Granular Materials In order to confirm assessments of soil unit weight in granular materials particle density testing was undertaken on eleven samples of the granular marine deposits. The particle density test results obtained from these deposits are summarised in Table 17 below. TABLE 17: SUMMARY OF PARTICLE DENSITY TEST RESULTS FROM SOIL ENGINEERING 2013 INVESTIGATION

Strata No of Tests Minimum Particle Density

(Sg)

Maximum Particle Density

(Sg)

Average Particle Density

(Sg)

Marine Deposits

12

2.61

2.68

2.67

The results are relatively consistent and show little variance indicating a relatively consistent mineralogy of the sand in the marine deposits. 7.7.2 Bulk Density Bulk density testing was undertaken on forty-three samples from the Glacial Till. In all cases the test values were derived as part of triaxial and odometer testing. Table 18 summarises the results of bulk density testing and values of laboratory determined bulk density are plotted against depth for all samples tested in Figure 12 in Section E of this report. Figure 12 demonstrates the high and relatively consistent bulk density of the glacial till which appears to vary little but shows a slight decrease in density over the depth interval assessed. TABLE 18: SUMMARY OF LABORATORY DETERMINED BULK DENSITY VALUES FROM SOIL ENGINEERING 2013 INVESTIGATION

Material Type Number of Tests

Minimum γ(Mg/m³)

Maximum γ(Mg/m³)

Average γ(Mg/m³)

Glacial Till

48

1.96

2.40

2.28

All of the laboratory results have also been correlated with published values in the literature and values of unit weight for design are summarised in Table 19.



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TABLE 19: SUMMARY OF DERIVED SOIL UNIT WEIGHT PARAMETERS Material Type γ(kN/m³) Assumptions Source

Made Ground


Marine Sand, Gravel Cobble and Boulder Deposits

Glacial Till

Granular Glacial Deposits

16

21.5

20

22

21

Unsaturated rock fill

Saturated medium dense and dense medium sand

Saturated loose gravel

Very Stiff and Hard Clay

Saturated dense gravel

CIRIA C580:2003

CIRIA C580:2003 & Laboratory Testing

CIRIA C580:2003

CIRIA C580:2003 & Laboratory Testing

CIRIA C580:2003

7.8 Rock Classification 7.8.1 Moisture Content Moisture content testing was undertaken on the granitic gneiss strata. The natural moisture content test results obtained from these strata are summarised in Table 20 below. TABLE 20: SUMMARY OF ROCK MOSITURE CONTENT TEST RESULTS FROM SOIL ENGINEERING 2013 INVESTIGATION

Strata No of Tests Minimum Moisture Content %

Maximum Moisture Content %

Average Moisture Content %

Granitic Gneiss

48

0.1

2.9

0.48

A plot of rock moisture content against depth is presented in Figure 13 in Section E of this report. The plot illustrates the relatively low and consistent moisture content of the granitic gneiss strata which shows little variation with depth but is quite variable. 7.8.2 Point Load Tests Point Load testing was performed on a number of rock core samples of both the weathered and less weathered granitic gneiss. One hundred and ninety four tests were performed on weathered granitic gneiss and seven hundred and thirty four on the less weathered granitic gneiss. The results of these tests are shown in Table 21. Plots of point load Is50 verses depth and elevation for the samples tested are presented in Figure 14 and Figure 15 respectively. Values in both plots show little variation with depth/elevation but a considerable variation in values indicating there is little topographic variation in rock strength but a large variation in the strength properties of the rock mass.



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TABLE 21: SUMMARY OF POINT LOAD Is50 TEST RESULTS Material Type No of Tests Minimum

(MN/m2) Maximum (MN/m2)

Average (MN/m2)

Weathered Granitic

Gneiss

Less Weathered Gneiss

194

734

0.0

0.0

16.6

22.4

2.1

3.9

7.8.3 Unconfined Compressive Strength Tests Unconfined Compressive Strength (UCS) testing was undertaken on three samples of weathered granitic gneiss and twenty-two tests were performed on samples of less weathered granitic gneiss. These tests yielded results as presented in Table 22. Plots of UCS verses depth and elevation for the samples tested are presented in Figure 16 and Figure 17 respectively. As with point load test data UCS values in both plots show little variation with depth/elevation but a considerable variation in values indicating there is little topographic variation in rock strength but a large variation in the strength properties of the rock mass. TABLE 22: SUMMARY OF UNCONFINED COMPRESSIVE STRENGTH (UCS) TEST RESULTS

Material Type No of Tests Minimum (MN/m2) Maximum (MN/m2)

Average (MN/m2)

Weathered Granitic

Gneiss Less Weathered Gneiss

3

22

8.46

35.1

16.5

111

11.7

68.6

7.9 Sulfate and Related Test Results TABLE 23: RESULTS OF CHEMICAL TESTS FOR CONCRETE DESIGN FROM SOIL ENGINEERING 2013 INVESTIGATION

Material Type

Water Soluble

SO4 (mg/l)

pH Nitrate (mg/kg)

Cl (mg/kg)

Mg (mg/l)

BRE Design Class

ACEC Class

Made Ground


Glacial Till

60

480

255

8.5

8.3

8.2

10

-

-

93

4100

2950

5300

77000

43500

DS-1

DS-1

DS-1

AC-1

AC-1

AC-1s

The tests outlined in BRE Special Digest 1 for determining appropriate concrete class for use on this site were performed on a total of seventeen soil samples. Water soluble Sulfate, pH, Nitrate, Chloride and Magnesium testing was undertaken on two samples from the made ground, six samples from the marine sand deposits and nine samples from the glacial till. The characteristic values for these tests for the three material types and groundwater are shown in Table 23. The table also details the aggressive chemical environment for concrete (ACEC) classification for undisturbed ground.



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7.10 Summary of Geotechnical Parameters A summary of the geotechnical parameters discussed in the preceding sections is given in Table 24 below. If any additional information on ground conditions is obtained before design is undertaken, these values should be reassessed. TABLE 24: SUMMARY OF GEOTECHNICAL PARAMETERS FROM SOIL ENGINEERING 2013 INVESTIGATION

Parameter

Stratum type

Made Ground

Marine Sand

Deposits

Marine Sand,

Gravel, Cobble

and Boulder Deposits

Glacial Till

Glacial Sand,

Gravel, Cobble

and Boulder Deposits

Weathered Gneiss

Less Weathered

Gneiss

SPT ‘N60’ Value - 2 - >65 >65 35 - >65 43 - >65 >65 >65 Moisture Content

% - 24 - 25 - 3.6 - 32 - 0.1 - 2.9

PI % - - NP 15 - - -

PSD range Figure 4 Figure 5 - Figure 6 - - -

Saturated Unit Weight (kN/m3) 16 21.5 20 22 21 - -

California Bearing Ratio % - 1 - - - - -

Undrained Shear Strength (kPa) - - - 300 - - -

Odometer mv value (MN/m2) - - - 0.04 - - -

Effective Angle of Shearing

Resistance Ø’° - 40 35 33 45 - -

Effective Cohesion c’ (kPa) - 0 - 0 0 - -

Critical State Angle of Shearing Resistance Ø’crit°

- 32 - 30 36 - -

Point Load Is50 (MPa) - - - - - 0 - 16.6 0 - 22.4

Unconfined Compressive

Strength (MPa) - - - - - 8.5 - 16.5 35.1 - 111

Concrete Class (disturbed) DS - 1 DS - 1 - DS - 1 - - -



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8.0 GEOTECHNICAL ENGINEERING ASSESSMENT 8.1 Proposals It is understood that the site investigated is to be developed as a new port with a general layout as shown on Arch Henderson drawing No. 121106 - 01 Rev. D dated 31/01/1 and cross section drawings DKR4708/300/D002 and DKR4708/300/D003 dated 12/10/2012. The proposed development will include the construction of new breakwaters, quays and a navigation channel and harbour area. The construction of the navigation channel and harbour area will involve dredging of parts of Nigg Bay to reduce its level. Two breakwaters constructed of quarried rock materials are to be constructed to enclose the bay. The northern breakwater is indicated to run roughly north - south and extend from the end of Girdle Ness headland with a crest level of 11.5m (chart datum) indicated. Breakwater heights from seabed of approximately 17.0m to 18.0m are indicated with the width of the crest indicated at 14.7m and the breakwater flanks indicated at an inclination id 1.33 horizontal to 1 vertical. The southern breakwater is indicated to run roughly south west - north east and extend from the end of the Greg Ness headland with a crest level of 12.3m (chart datum) indicated. For this breakwater, heights from seabed of approximately 21.8m to 24.8m are indicated with the width of the crest indicated at between 14.4m and 16.5m and the breakwater flanks indicated at an inclination id 1.33 horizontal to 1 vertical. The approach channel running between the breakwaters is indicated to have a level of -10.5m chart datum and this links into the roughly circular main harbour basin behind the breakwaters with a base level of -9.0m indicated. For the quay and harbour side a concrete deck supported by precast concrete beam units with a level of +6.5m chart datum is indicated. The drawing also indicates steel tubular piles are proposed to support the deck. 8.2 Site Conditions A description of the site location, its condition, and general environs has already been given in section 3.2 of this report. It is considered however that the following factors noted during the site works or taken from the desk study report prepared by the Engineer and in a site check type report prepared by and supplied by the Employer may be of engineering and environmental significance with regard to the proposed development. A walkover survey carried out by the site engineering geologist noted that the site comprised a wide bay area between two rock headlands. Rock comprising fractured granitic gneiss was noted on both headlands and on the northern headland, some evidence of superficial deposits overlying this can also be seen in the cliff section. Rock was seen at the end of the southern headland and a distinct contact between granitic gneiss and glacial superficial deposits can be seen in the south western corner of the bay. To the west of this contact, a large section of glacial superficial deposits can be seen in the cliff face that appear to extend all the way to beach level. The western end of the bay comprised a sloping sand, gravel and cobble beach backed by the coastal road and open grassland. At the southern end of the beach, a level area backing onto the cliff behind is evident with some evidence of bituminous surfacing exposed at its top and blocks of concrete and brick and other man made materials noted in exposed and eroded materials. Historical exploratory hole data noted in Section 3.6 of this report confirm the rapid thickening of superficial deposits behind the Greg Ness headland to the north west of the soil rock contact noted in the preceding paragraph in the south western corner of the bay. It is also noted that the borehole from the historical information drilled in Nigg Bay (borehole NJ90SESE7807 7) recorded a considerable thickness of glacial silt overlying bedrock and this information is at variance with all the data from this current



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investigation. 8.3 Summary of Subsurface Conditions The ground conditions encountered in the exploratory holes have been described in section 6.0 of this report. Within this section, however the general stratigraphy encountered during the investigation is reviewed, the engineering significance of individual strata is discussed and design information is summarised. Any particular problem areas are also highlighted. A variable and in places thick sequence of superficial deposits infilling a buried valley and overlying metamorphic rock strata was encountered by the investigation. Cross sections of borehole data presented as Figures 18 to 26 inclusive in Section E of this report demonstrate the buried valley topography of the soil rock contact. A reasonably well defined sequence of predominantly granular marine deposits overlying typically cohesive glacial deposits that infill a buried valley incised into the underlying granitic gneiss bedrock is indicated by the current boreholes. The strata encountered in these exploratory holes are also summarised in Tables 4, 5, 6 and 7 in Section 6 of the report. The made ground encountered was very limited in extent and was only encountered in trial pits dug in the south western corner of the bay with thicknesses between 2.60m and in excess of 3.70m recorded. The made ground appears to be largely inert comprising predominantly granular materials with a variable mix of sand and gravel, cobble and boulder sized fragments of metamorphic rock, igneous rock, concrete, tarmac, brick, plastic pipe, packaging and metal observed. Two distinct units were noted within the upper marine granular formation with both being discontinuous and not encountered in all exploratory holes drilled around the bay. Typically, the uppermost unit comprised a fine to coarse sand with varying fine gravel, silt and cobble content and this locally overlies a variable sequence of very coarse material comprising a mix of sand, gravel, cobbles and boulders. The marine sand deposits were encountered in most boreholes drilled in the bay but were variable in thickness. This stratum typically exceeded 4.00m in the mouth of the bay (beneath the ends of both breakwaters) and decreased in thickness towards the beach and headlands as illustrated by cross sections B-B, C-C and G-G. The strata comprised units of generally well sorted fine to coarse sand with varying fine gravel, silt and cobble content. In situ test and laboratory test data associated with the marine sand deposits are summarised and discussed in Section 7 while Figures 5, 9 and 10 presented in Section E of this report provide summary plots of in situ and laboratory test data for the stratum. Based on this information a moderately conservative design SPT ‘’N60’’ value of N60 = 24 at 0.50m depth increasing to N60 = 90 at 9.50m is assessed for design where large volumes of this material are affected. Based on SPT results and the results of shear box testing an effective angle of shearing resistance of 40º and a critical state angle of shearing resistance of 32º is assessed with effective cohesion of 0kPa in both cases. The very coarse marine deposits were mainly encountered in boreholes drilled in the northern and north western parts of the bay to the south of the Girdle Ness Headland. This stratum was very variable in thickness as illustrated by sections B-B, C-C, E-E and F-F. The stratum was principally granular typically comprising cobbles and boulders of mixed igneous and metamorphic lithologies with a sand and gravel matrix. In situ SPT testing in this stratum was largely ineffective as tests refused on cobble and boulder obstructions and similarly sampling of this material proved difficult. Consequently, a conservative effective angle of shearing resistance of 35 º is proposed for this material. In all of the boreholes and trial pits that fully penetrated the marine deposits these strata were underlain by glacial till, glacial granular deposits and/or rock. The glacial till and glacial granular strata varied considerably in thickness as illustrated by sections B-B, C-C, and D-D and these sections illustrate that the buried valley feature has been principally infilled with glacial deposits. The glacial till lithology comprised



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the predominant material for these deposits with the granular materials generally interlensed with the glacial till. The top of the glacial deposits where present was recorded at depths between 0.40m and 13.00m below ground level and the strata was proved to depths of up to 38.00m below ground level in the exploratory holes and probes undertaken. The glacial till material comprised very stiff and hard brown or greyish brown clay with varying sand, gravel, cobble and boulder content. Figure 6 illustrates the variable fines content of this material and in some cases the material analysed appears to be borderline cohesive/granular. This is also illustrated by Figure 2 which shows the till to be of generally low plasticity. In situ test and laboratory test data associated with the glacial till are summarised and discussed in Section 7 while Figures 3 to 3 inclusive, 6, to 8 inclusive and 12 presented in Section E of this report provide summary plots of in situ and laboratory test data for the stratum. Based on this information, a moderately conservative design undrained shear strength of 300 kPa is assessed with undrained shear strength appearing to vary little with depth. A preliminary design compressibility of mv = 0.04 MN/m² is also assessed for the glacial till with little variation with depth indicated from in situ testing. The above values are assessed for structural design and should not be applied to an assessment of the excavatability of this stratum. To evaluate this all of the data presented in Figures 6 to 8 inclusive should be assessed. The granular glacial material comprised variable granular units of sand and gravel often with a significant cobble and boulder content. In situ test and laboratory test data associated with the glacial granular deposits are summarised and discussed in Section 7 while Figures 6 and 11 presented in Section E of this report provide summary plots of in situ and laboratory test data for the stratum. Based on this information a moderately conservative design value of N60 = 50 has been adopted for these data because of the low number of test results. Based on these results an effective angle of shearing resistance of 45º is assessed for these deposits is assessed for design where large volumes of this material are affected and a critical state angle of shearing resistance of 36º is assessed with effective cohesion of 0kPa in both cases. In all boreholes that fully penetrated the made ground and superficial deposits rock comprising granitic gneiss was encountered. As previously noted rockhead depths were very variable and pick out an east - west trending valley running beneath Nigg Bay. This is illustrated by cross sections A-A to G-G inclusive presented in Section E of this report. The lithology if the banded granitic gneiss varied on a relatively small scale with this material comprising of interbanded units of micaceous schist, gneiss and coarse grained granitic materials frequently in thin to thickly banded units. The rock appeared to be variably weathered and typically appeared to be slightly or moderately weathered but also contained weaker moderately and highly weathered strata. The distribution of the weathered material between boreholes appeared to follow no set pattern and was very variable. In situ test and laboratory test data associated with the granitic gneiss are summarised and discussed in Section 7 while Figures 13 to 17 inclusive presented in Section E of this report provide summary plots of in situ and laboratory test data for the stratum. These plots indicate a considerable variation in unconfined compressive strength and point load test results with values showing little trend with depth or elevation indicating strength variations within the rock mass are on a local rather than a site wide scale. During laboratory testing point load testing was undertaken on a few of the same samples selected for UCS testing in order to establish a site correlation between the two strength parameters and the results of this testing is detailed in Figure 18. Based on this testing a site correlation of UCS = 10.7 Is50 MPa was derived. Based on this correlation the results of point load testing were converted to equivalent unconfined compressive strength values and a composite plot of laboratory UCS and derived point load UCS against depth is presented in Figure 19. When analysing point load test data for this plot only sets of 10 tests have been included and the average value excluding the two highest and lowest Is50 values has been calculated. For the less weathered granitic gneiss strata based on this information a moderately conservative design rock strength value of UCS = 30 MPa has been assessed for structural design where large volumes of this material are affected and a local strength value of 6MPa has also been derived. The results detailed in



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Tables 21 and 22 indicate that the weathered rock material has lower strength and moderately conservative design rock strength value of UCS = 6 MPa has been assessed for structural design where large volumes of the weathered gneiss material are affected and a local strength value of 1MPa is assessed for this material. The above values are assessed for structural design and should not be applied to an assessment of the excavatability of rock strata. To evaluate this all of the data presented in Figures 13 to 19 inclusive should be assessed. With regard to groundwater most of the site was below sea level or within the intertidal zone. The limited exploratory holes undertaken on land indicate that in these parts of the site the groundwater table beneath the site appears to be encountered at shallow depth within the rock strata or superficial deposits with strikes recorded between 0.00m to 3.10m below ground level during the formation of the exploratory holes. 8.4 Development of Site As noted in section 8.3 above, the boreholes show that there is only local and limited thicknesses of made ground present beneath the south western corner of the site. The remaining ground conditions encountered beneath the site are generally favourable for the development with typically medium dense or dense marine granular deposits encountered overlying typically very stiff and hard glacial till strata and very dense glacial granular strata and at greater depth typically weak, medium strong and strong Dalradian rock strata The proposed development of the site will need to take into account the nature, thickness and variability of the superficial deposits and the variability of rockhead levels and rock strata beneath the site. The main structures with significant associated loads are indicated to be: • North and South Breakwaters • Harbour access channel and harbour area • Quay area comprising reinforced concrete deck supported by tubular steel piles The remaining proposals which could include car parking areas, access roads and storage areas are unlikely to have significant loads associated with them. For the purposes of assessing foundation levels, it has been assumed that the majority of the site will remain at existing levels. 8.5 Foundations 8.5.1 Summary Piled foundations have been indicated to support part of the quay area in the northern side of the bay (cross section drawings DKR4708/300/D002 and DKR4708/300/D003). Any foundation solution will however have to take account of the site geology and the nature of the development and the site location adjacent to the North Sea. Spread foundations are likely to be suitable for lightly loaded structures constructed on land on the site. For those more heavily loaded structures which require settlement to be maintained at minimal levels, and for structures constructed over water piled foundations would be suitable for use on the site. 8.5.2 Spread Foundations Shallow spread foundations could be used to support parts of the quay structure where this abuts the



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Girdle Ness headland and beach area. Based on the results of the in situ and laboratory testing it is considered that a net allowable bearing pressure of 185kPa may be placed the marine sand strata at a depth of 1.00m by a conventional spread strip foundation of least width 0.6 to 1.0 metre at the location of borehole L01. For pad foundations, a net allowable bearing pressure of 175 kPa may be placed on the same material at the same depths by a conventional pad foundation of dimensions 2.0m by 2.0m. A minimum adequacy factor in excess of 3.0 was assessed for this foundation configuration and consequently the GEO limit state requirement is satisfied. The quoted net allowable bearing pressure is for settlement not exceeding 25mm. Shallow spread foundations should be founded on the marine sand strata and because of the low shrinkage potential of this strata a minimum founding depth of 0.80m should be adopted. Care should be exercised to confirm the density of the founding granular strata on the shore area as any windblown sand deposits are likely to be less compact and have lower bearing pressures. Higher allowable bearing pressures would be available on the granitic gneiss rock strata. Based on the results of the in situ and laboratory testing it is considered that a net allowable bearing pressure of 2.5MPa may be placed the less weathered granitic gneiss strata with a fracture spacing greater than 100mm by a conventional spread strip foundation of least width 0.6 to 1.0 metre. For pad foundations, the same net allowable bearing pressure may be placed on the same material by a conventional pad foundation of dimensions 2.0m by 2.0m. For the weathered granitic gneiss strata, a lower net allowable bearing pressure of 0.5MPa is assessed for the same strip and pad foundation dimensions and rock fracture spacing detailed above. The quoted net allowable bearing pressure is for settlement not exceeding 25mm. Prior to blinding, the base of foundation excavations should be carefully examined for pockets of organic, soft or loose material. If encountered, these should be removed and replaced with compacted lean mix concrete. Over excavation and compacted back filling must be avoided. 8.5.3 Piled Foundations If it is considered that some or all of the proposed structures need to be supported on foundations that will guarantee very limited settlement, or for foundations to be constructed over water, a piled foundation solution could be adopted. The suspended reinforced concrete deck for the quay could be supported on closed or open-ended steel tubular driven piles as proposed by the Engineer provided that ground vibration and noise can be tolerated during construction. The advice of specialist piling contractors should be sought on the suitability and load carrying capacity of their proprietary systems for use at the site. Cross sections C-C, D-DE-E, F-F, H-H and I-I indicate very variable rockhead depths over the area of the proposed quay. Whereas sections E-E and F-F indicate that rockhead is typically less than 5.00m along the northern edge of the bay, rockhead depths increase rapidly towards the centre of the bay and this will impact on the installation of piles in these areas. The presence of cobble and boulder obstructions within the very coarse granular marine deposits (for example as detailed on cross section F-F) and glacial till and granular deposits will present difficulties for driven piles in these materials and suitable protection or other measures may be required to ease passage through this material. Piles will need to be extended to sufficient depth within the glacial till or less weathered granitic gneiss and based on the borehole information this could mean that piles between 6.0m to in excess of 30.0m length would be required to support a suspended concrete deck at the level indicated (+6.5m chart datum). The exploratory hole logs, the data presented in Tables 1 to 25 inclusive together with Figures 1 to 28 inclusive should be made available to piling contractors. It is recommended that limited pile load tests should be carried out to verify design loads although it is acknowledged that this testing may be restricted by the cost of these tests. When reviewing the pile load test programme the design economies associated with the Eurocode UK National Annex should be



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considered. It is also recommended that if piles are considered to be necessary for this scheme, piling contractors are consulted about the most suitable type of pile for use on the site. 8.6 Access Channel and Harbour Excavations As part of the harbour development parts of the bay are to be dredged and the ground level lowered to construct a harbour basin and approach channel. The approach channel running between the breakwaters is indicated to have a level of -10.5m chart datum and this links into the roughly circular main harbour basin behind the breakwaters with a base level of -9.0m indicated. The dredge levels detailed on drawing 121106-AB-01 are indicated on cross sections B-B, C-C, G-G and H-H. These sections indicate that excavations will principally be undertaken within the marine sand deposits, the coarse granular marine deposits and the underlying glacial till. Although the levels detailed on the drawing are limited excavation levels do not appear to intersect the extrapolated rockhead levels drawn on the cross sections. It is noted however that rockhead levels in this type of buried valley feature are often very variable and this is to some extent confirmed by the geophysical survey and consequently excavations intersecting the underlying rock strata cannot be discounted based on the current distribution of exploratory holes. Dredging excavations within the marine sand deposits and coarse granular marine deposits should be readily achievable with marine dredging plant although the dredging plant should be capable of handling the very coarse (cobble and boulder) materials noted in the very coarse marine strata. The underlying glacial till materials will prove more difficult to excavate because of the high undrained shear strength of this material. A review of the data for the glacial till presented in Figures 7 and 8 indicates an inferior local undrained shear strength value of 175kPa and a superior local strength value of around 750kPa and the dredging plant employed on this project should be capable of readily excavating till materials within this strength range. It is also noted that the glacial till stratum contains very coarse (cobble and boulder) materials that could also cause excavation difficulties. 8.7 Breakwater Construction Cross sections A-A, B-B and I-I indicate that both breakwaters will be constructed on ground that is variable both in terms of thickness and lithology. Depth to rockhead varies considerably beneath both breakwaters with this being especially so beneath the northern breakwater. The thickness of the individual strata beneath the breakwaters also varies considerably as indicated by the above cross sections. The above cross sections all indicate that the base of both breakwaters will mainly be founded on the marine sand deposits but locally (e.g. cross section B-B) the breakwater bases may found on the very coarse granular marine deposits. For the northern breakwater, the topographic survey information indicates that for much of its length the base will be founded at approximately -8.00m chart datum with the height of the crest indicated at 11.5m chart datum. Based on these values and assuming a saturated bulk density of 20 kN/m3 for the rock fill forming the bund and a sea level of 0.00m chart datum total settlements in the centre of the breakwater at its northern end (at the location of BHE74) are assessed to be in the range 25mm to 70mm while at the southern end of the northern breakwater (at the location of BHB61) total settlements are assessed to be in the range 160mm to 400mm. For the southern breakwater, assessments of settlement at its north eastern end are difficult because the depth of rockhead has not been determined. The breakwater will stress the ground to a considerable depth because of its width (the depth at which the stress increase due to loading is equal to 20% effective stress is estimated to be approximately 70m) and consequentially information in ground conditions to rockhead would be required in this area for a full assessment. The topographic survey information indicates that for



18/12/2013 Page 37 of 39

much of its length the base of the southern breakwater will be founded at approximately -13.00m chart datum with the height of the crest indicated at 12.3m chart datum. Based on these values and assuming a saturated bulk density of 20 kN/m3 for the rock fill forming the bund and a sea level of 0.00m chart datum total settlements in the centre of the breakwater at its southern end (at the location of BHE112) are assessed to be in the range 35mm to 100mm while at the northern end of the southern breakwater (at the location of BHE106) total settlements are assessed to be in the range 65mm to in excess of 150mm. In the above assessment, it is estimated that between 50% and 90% of settlement will occur during construction depending on its location along the breakwater. 8.8 Sulfate and pH Aggressivity A total of seventeen soil samples were analysed for water soluble sulfate content, chloride content, water soluble magnesium content and pH levels. Selected soil samples were also analysed for nitrate content. The results of the analyses are given on the summary sheets in Section C. The results of the soil analysis indicate that a characteristic value for water soluble sulfate levels of 420 mg/l exist in the ground and that pH levels lie in the range pH = 7.9 to pH = 9.0. Chloride content values are in the range 81 to 3000 mg/kg and nitrate content values are in the range 5 to 10mg/kg. Referring to Table C1 in BRE Special Digest 1 the recorded sulfate, pH and other test results would require the use of Design Sulfate Class DS-1 concrete and an ACEC class of AC-1 on this site. This is in agreement with the characteristic values and material classification for the various individual strata as detailed in Table 23. All other recommendations given in the Digest should be followed when designing concrete mixes for use on this site. 8.9 Mining This report has been prepared on the basis that the site is stable with regard to mining activities. No evidence of economically viable minerals or mining was encountered within the depth zone penetrated by the exploratory holes formed as part of this investigation.



18/12/2013 Page 38 of 39

9.0 CONCLUSIONS AND RECOMMENDATIONS The information available for the site has been gathered from a historical ground investigation and from the current ground investigation. Together with the desk study information, these investigations have provided sufficient and suitable data from which design parameters have been derived. Although sufficient information has been obtained to allow a preliminary assessment of the project additional exploratory hole information would be required for final design. This would include additional exploratory holes on land to facilitate the development of structures associated with the harbour and additional boreholes within the bay to fill in parts of the site where exploratory hole coverage is poor. In addition, an assessment of the stability of the high slope of superficial deposits observed in the south western corner of the site should be considered if its failure will impact on the new facility. For and on behalf of Soil Engineering Geoservices Ltd

P. Rodgers Principal Engineering Geologist Reports Manager



18/12/2013 Page 39 of 39

REPORT REFERENCES • BRE Special Digest 1: 2005: Concrete in Aggressive Ground. BRE Construction Division. • Building Research Establishment: 1991: Report BR 212. Construction of new buildings on gas

contaminated land. • BGS Scotland Sheets 77: 1982: 1:50,000 scale solid edition and 2004: 1:50,000 scale drift edition.

British Geological Survey • British Geological Survey Local Memoir, The Geology of the Country Around Aberdeen, 1986. • British Geological Survey Borehole Data Pack Ref. BH_119433_1, 28th October 2013 • BS EN 1997-1: 2004: Eurocode 7 – Geotechnical Design – Part 1: General Rules • BS EN 1997-2: 2007: Eurocode 7 – Geotechnical Design – Part 2: Ground Investigation and Testing • BS EN ISO 22475-1: 2005: Geotechnical investigation and testing –Sampling methods and

groundwater measurements. Part 1: Technical principles for execution • BS 5930: 1999 + A2:2010: Code of Practice for Site Investigation. British Standards Institution. • BS 1377: 1990: Parts 1 to 9: Methods of Test for Soils For Civil Engineering Purposes. British

Standards Institution • Rock Characterization Testing and Monitoring - ISRM Suggested Method for Determining Point

Load Strength - 1985 • Rock Characterization Testing and Monitoring - ISRM Suggested Methods - 1981 Editor: E.T. Brown • BS EN ISO 14688-1: 2002: Geotechnical Investigation and testing – Identification and Classification

of Soil – Part 1: Identification and Description. • BS EN ISO 14688-2: 2004: Geotechnical Investigation and testing – Identification and Classification

of Soil – Part 2: Principles for a Classification • BS EN ISO 14689-1: 2003: Geotechnical Investigations and testing – Identification and Classification

of Rock – Part 1: Identification and description. • BS EN ISO 22476-3: 2005+A1:2011: Geotechnical Investigation and Testing – Field Testing – Part 3:

Standard Penetration Test. • BS 10175: 2001: Code of Practice for the Investigation of Potentially Contaminated Sites. British

Standards Institution • Tomlinson, M.J.: 1999, Foundation Design and Construction. Longman Scientific. 6th Ed. Where any documents referenced above are subject to any amendment, then the latest version incorporating such amendment shall be deemed to apply, unless specifically stated otherwise.

S U P P O R T I N G F A C T U A L D ATA

SECTION AExploratory Hole Records and Field Data

EXPLORATORY HOLE LOG LEGEND AND NOTATION SHEET

section title sheets x25.indd 10 14/03/2013 16:17

SECTION A: EXPLORATORY HOLE LOG LEGENDS

Page 1 of 2 Issue 2.0

CODE DESCRIPTION LEGEND

101 Topsoil

CODE DESCRIPTION LEGEND

806 Coal

104 Concrete

102 Made Ground 807 Breccia

201 Clay

808 Conglomerate

301 Silt

809 Fine Grained Igneous

401 Sand

810 Medium Grained Igneous

501 Gravel

811 Coarse Grained Igneous

601 Peat

812 Fine Grained Metamorphic

701 Cobbles

813 Coarse / Medium Grained Metamorphic

730 Boulders

EVT Evaporite

801 Mudstone

MWS Mine Workings

802 Siltstone

904 Grout

803 Sandstone

905 Arisings

804 Limestone

BLK Zone of No Recovery

805 Chalk

WTR Water

Note: Most soils types comprise a mixture of particle sizes. These soiltypes are represented graphically on the exploratory hole logs bycombining the legends shown on this sheet.

Section A - Legends_Norwest-ReportSectionA1 14/03/2013 15:37 Page 1

SECTION A: EXPLORATORY HOLE LOG LEGENDS


SAMPLING NOTATION

U Undisturbed U100 or U38 sample(size given on log)

UT Thin wall open drive tube sampler(size given on log)

P Piston Sample

BLK Block Sample

M Mazier Sample

TW Thin Walled Sample

L Liner Sample obtained from windowless sampler

D Small Disturbed Sample

B Bulk Disturbed Sample

LB Large Bulk Disturbed Sample

C Core Sample

ES Environmental Soil Sample

EW Environmental Water Sample

W Water Sample

UF No Recovery in U Sample

UTF No Recovery in UT Sample

PF No Recovery in P Sample

TWF No Recovery in TW Sample

OTHER NOTATION

TCR Total Core Recovery

SCR Solid Core Recovery

RQD Rock Quality Designation

FI Fracture Index

If Fracture Spacing

NI Non Intact

NA Data Not Applicable

NR Data Not Recorded

GRAPHICS USED

Standing water levelJoining bar indicates level risenWaterstrike level

IN SITU TEST NOTATION

SPT Standard Penetration Test with a Split Spoon

SPT(C) Standard Penetration Test with a Cone

C Cone Penetration Test

NP No Penetration for SPT or SPT(C)

V Vane Test

HV Hand Vane

HP Hand Penetrometer

CBR California Bearing Ratio Test

K Permeability Test(test type not differentiated)

Pr Pressuremeter Test

Section A - Legends_Norwest-ReportSectionA1 14/03/2013 15:37 Page 2



CABLE PERCUSSION AND ROTARY DRILLING RECORDS


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GROUNDWATER / GAS MONITORINGRESULTS


Recorded By: Checked By: Approved By:Date: Date: Date:Form No. IssueNo.RevisionNo Issue Date Part of the Bachy Soletanche Group

06/11/2013 06/11/2013 06/11/2013SE-PGR-F-007 3.04 26/07/2013

Thomas.Walton Thomas.Walton Thomas.Walton

GRAVEL

MADE GROUND

TP18 27/09/2013 NR 1.00 1.00 0

MADE GROUND

TP13 24/09/2013 NR 1.40 1.40 3

CLAY

TP11 24/09/2013 NR 1.40 1.00 2

COBBLES

TP10 25/09/2013 NR 3.10 3.00 5

GRAVEL

TP09 25/09/2013 NR 0.80 0.80 1

GRAVEL

TP08 25/09/2013 NR 3.10 3.00 5

GRAVEL

TP07 25/09/2013 NR 0.40 0.40 1

SAND

TP05 26/09/2013 NR 1.00 0.80 2

CLAY

TP04 27/09/2013 NR 0.00 0.00 0

SCHIST

TP03 26/09/2013 NR 1.00 0.35 5

SCHIST

TP02 26/09/2013 NR 1.00 0.90 5

m

TP01 26/09/2013 NR 0.95 0.50 2

Casing depth to seal flow

Stratum Flow rate remarks

dd/mm/yyyy hhmm m m mins m

25Employer Aberdeen Harbour Board

Hole ID Date TimeStrike at

depthRise to depth

Time taken to

rise

Casing depth at

strike time

Project Name Bay of Nigg Harbour Development Ground Investigation

Groundwater Inflows Recorded in

Exploratory HolesProject No. TA7148

Engineer Arch Henderson LLP Table No.


SECTION BLaboratory Testing

KEY TO LABORATORY TEST RESULTS AND SUMMARY SHEETS


SECTION B: KEY TO LABORATORY TEST RESULTS AND SUMMARY SHEETS

FIELD IDENTIFICATION

Sample Type U Undisturbed sample D Small disturbed sample UT Thin wall open drive tube sample B Bulk disturbed sample P Piston sample AMAL Amalgamated sample TW Thin walled sample BLK Block sample L Liner sample C Core sample

Test status Any result in italics indicates a test that is not within the scope of the UKAS accreditationfor this laboratory.

SUMMARY OF LABORATORY SOIL TESTS: INDEX / CLASSIFICATION TESTS

Particle density p Small pyknometer method g Gas jar method

Plastic index N/P Non plastic, although liquid limit will have been determined if requested

Particle size (PSD) 1 Following value in silt column denotes combined clay and silt fractionp Following value in clay column denotes sedimentation by pipette, else

sedimentation is by hydrometer.

SUMMARY OF LABORATORY SOIL TESTS: STRENGTH AND PERMEABILITY TESTS

Triaxial UU Single stage unconsolidated quick undrainedUUM Multi stage unconsolidated quick undrainedUU3 Set of 3 unconsolidated quick undrainedCU Single stage consolidated undrainedCUM Multi stage consolidated undrainedCU3 Set of 3 consolidated undrainedCD Single stage consolidated drainedCDM Multi stage consolidated drainedCD3 Set of 3 consolidated drained

Note that single stage tests are reported assuming phi = 0 for total stress

Consolidation Oed One-dimensional oedometermv Coefficient of compressibility quoted for range p0 to p0 + 100kPa, where determined

Permeability C Constant head permeability

Shearbox SSB Small shear boxLSB Large shear boxp Peak valuer Residual shear strengthRS Ring shear


Section B - Key_Norwest-ReportSectionA1 14/03/2013 15:39 Page 1

SECTION B: KEY TO LABORATORY TEST RESULTS AND SUMMARY SHEETS


SUMMARY OF LABORATORY SOIL RE-USE TESTS

MCV s MCV value at natural or specified moisture contentint Intercept of calibration line in MCV calibration

SUMMARY OF LABORATORY ROCK STRENGTH TESTS

Point Type D Diametral A AxialLoad (combination I Irregular lump B Block

of) L Test performed parallel to planes of weaknessP Test performed perpendicular to planes of weaknessX Invalid failure of point load (not broken between points of load application)

SUMMARY OF LABORATORY ROCK MATERIALS TESTS

Ten% fines w Soaked test d Dry test

Important note: Summary sheets are provided for convenience and in no way replace individual test result sheets which shall,without exception, be regarded as the definitive result.

POINT LOAD INDEX RESULT

Point Type D Diametral A AxialLoad (combination I Irregular lump B Block

of) L Test performed parallel to planes of weaknessP Test performed perpendicular to planes of weaknessX Invalid failure of point load (not broken between points of load application)

Dimensions W Diameter of core or average smallest width perpendicular to axis of loading in ablock or irregular lump

D Distance between platens when just in contact with specimenD' Distance between platens at point of failureDe Equivalent core diameter Is P/De2

Is(50) F x Is F (De/50)0.45

Is(50) point load strength index corrected for a diametral test of core diameter 50mmFor Axial/Lump tests De2 = (4/Pi) x (W x D')For Diametral tests De2 = D x D'

Section B - Key_Norwest-ReportSectionA1 14/03/2013 15:39 Page 2



LABORATORY SOIL TESTSUMMARY SHEETS


% % % % % % % % % % %

004 B 01 8¹ 80 12 0

008 B 01 6¹ 71 24 0

001 B 01 7¹ 85 8 0

005 B 01 4¹ 52 30 14

001 B 01 9 18 43 30 0

C 02 11 29 15 14 66

C 03 12 19 38 31 0

C 01 8.6

C 01 7.4 22 14 8 61

001 B 01 5 13 27 55 0

C 02 8.7 27 15 12 65

C 03 12 19 37 32 0

C 02 8.6 26 13 13 66

C 01 8.5

002 B 01 4¹ 95 1 0

C 01 7.3 31 16 15 67

C 02 9 22 35 33 1

C 01 22 37 21 21 0

C 01 7.3

C 02 8 19 40 31 2

Approved by:

Print date

Revision No. 2.03 Issue Date 20/11/2012 Part of the Bachy Soletanche Group

Sushil Sharda28/11/2013

A11 25.28 25.28

Leeds Laboratory

A11 12.78 12.78

A11 25.28 25.28

A11 8.58 8.58

A11 8.58 8.58

A08 29.10 29.10

A11 0.00 0.00

A08 7.73 7.73

A08 17.60 17.60

A08 0.50 0.50

A08 7.73 7.73

A05 19.64 19.64

A05 22.10 22.10

A05 5.98 5.98

A05 5.98 5.98

L01 2.50 2.50

A05 1.40 1.40

D101 3.50 3.50

L01 0.50 0.50

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

D101

Sample depth m

1.50

Liquid Limit

1.50

Project Name Bay of Nigg Harbour Development Ground

InvestigationClassification Tests

Summary

Engineer Arch Henderson LLP

Employer Aberdeen Harbour Board

Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

003 B 01 2¹ 95 3 0

010 C 01 13 22 39 25 2

011 C 03 8.1 31 17 14 59

012 C 01 9 21 33 37 0

014 C 01 26 36 24 14 0

002 B 01 5¹ 93 2 0

005 C 01 11 21 36 32 0

008 C 02 11 31 16 15 64

009 C 01 59 36 4 0 0

002 D 01 6¹ 94 0 0

004 D 012.67

p

006 B 01 4¹ 95 1 0

C 01 11 23 37 29 0

C 02 12 29 16 13 64

003 B 01 8¹ 92 1 0

006 B 01 4¹ 94 3 0

014 C 01 7.1 2.21 2.07

014 C 02 11 22 37 30 0

015 C 02 11 36 19 17 68

016 C 01 14 2.16 1.90

Approved by:

Print date


Leeds Laboratory


A54 10.15 10.15

A54 6.00 6.00

A54 8.00 8.24

A54 1.50 1.50

A54 6.00 6.16

A34 6.25 6.25

A51 0.50 0.50

A34 1.50 1.50

A34 4.75 4.75

A34 0.50 0.50

A34 1.00 1.00

A31 15.76 15.76

A31 19.30 19.52

A31 0.50 0.50

A31 4.80 4.80

A29 15.25 15.25

A29 21.50 21.71

A29 4.70 4.70

A29 10.80 10.80

A29 0.50 0.50

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

016 C 02 20 23 33 24 0

003 B 01 10¹ 84 6 0

006 B 01 10¹ 84 5 0

015 B 01 11¹ 87 2 0

019 D 01 10 31 17 14 40

022 C 01 10 20 34 32 4

025 C 01 11 19 35 35 0

006 B 01 9¹ 90 1 0

016 B 01 6 15 31 21 27

020 D 01 7.7 37 19 18 67

024 C 01 14 23 40 23 0

027 C 01 9 17 39 32 2

028 C 01 5.8 30 62

006 B 01 6¹ 92 1 0

010 B 01 7¹ 91 2 0

014 B 01 8¹ 89 4 0

022 D 01 12 30 17 13 66

024 B 01 9 18 34 40 0

007 B 01 6¹ 89 5 0

008 D 012.67

p

Approved by:

Print date


Leeds Laboratory


B61 2.00 2.00

A63 7.50 7.50

B61 1.50 1.50

A63 3.00 3.00

A63 6.50 6.50

A63 1.00 1.00

A63 2.00 2.00

A59 21.20 21.43

A59 26.60 26.60

A59 7.50 7.50

A59 10.45 10.72

A59 1.50 1.50

A59 5.50 5.50

A57 9.20 9.20

A57 17.30 17.30

A57 4.50 4.50

A57 7.00 7.00

A57 0.50 0.50

A57 1.50 1.50

A54 10.15 10.15

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

015 B 01 3¹ 93 4 0

020 C 01 3.6 2.07 1.99

020 C 02 9 20 36 35 0

021 C 01 7.2 2.16 2.02

021 C 02 10 19 34 36 0

021 C 03 7.2 34 20 14 62

022 C 01 6.5 2.19 2.05

022 C 02 9 20 35 35 0

002 B 01 5¹ 55 40 0

002 B 01 6¹ 53 41 0

004 B 01 7¹ 77 16 0

C 01 9.5 30 17 13 60

C 01 10 25 40 25 0

002 B 01 2¹ 72 27 0

003 D 012.66

p

008 C 01 14 22 37 27 0

008 C 03 12 32 15 17 56

010 C 01 13 19 40 28 0

010 C 02 8.4

002 B 01 2¹ 56 42 0

Approved by:

Print date


Leeds Laboratory


C84 0.30 0.30

C83 9.05 9.05

C83 9.05 9.05

C83 2.75 2.90

C83 2.75 2.75

C83 0.00 0.00

C83 1.00 1.00

C81 4.40 4.40

C81 6.30 6.30

C81 0.50 0.50

C81 1.50 1.50

B61 30.80 30.80

C79 0.50 0.50

B61 30.30 30.30

B61 30.80 30.85

B61 30.30 30.35

B61 30.30 30.30

B61 28.05 28.07

B61 28.05 28.10

B61 3.50 3.50

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

006 C 01 7 12 24 18 38

007 C 02 9.4 33 17 16 54

008 C 01 10 16 29 42 3

008 C 02 10.0 30 15 15 68

002 B 01 4¹ 90 6 0

004 C 01 8.3

005 C 01 13 20 39 27 2

002 B 01 2¹ 56 32 10

005 C 01 10 16 31 29 14

006 C 01 8.9 30 18 12 65

007 C 01 13 20 38 28 0

007 C 02 29

003 B 01 4¹ 85 11 0

012 B 01 9¹ 83 8 0

001 B 01 8¹ 92 0 0

006 B 01 11¹ 89 0 0

003 B 01 5¹ 86 9 0

006 B 01 7¹ 88 6 0

C 01 11 21 36 32 0

003 B 01 7¹ 92 1 0

Approved by:

Print date


Leeds Laboratory


D100 0.50 0.50

D99 1.50 1.50

D99 6.00 6.00

D98 1.50 1.50

D99 0.50 0.50

C96 3.50 3.50

D98 0.00 0.00

C88 6.20 6.20

C96 0.50 0.50

C88 4.30 4.30

C88 6.20 6.20

C88 0.00 0.00

C88 2.05 2.05

C87 2.40 2.40

C87 4.15 4.37

C84 7.10 7.10

C87 0.00 0.00

C84 5.50 5.50

C84 7.10 7.10

C84 3.60 3.75

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

006 B 01 24 26 NP NP 100

009 B 01 5¹ 95 1 0

003 B 01 6¹ 92 2 0

006 B 022.68

p

009 B 01 4¹ 95 1 0

004 B 01 4¹ 50 46 0

012 B 01 7¹ 85 8 0

003 B 01 10¹ 83 7 0

005 D 012.67

p

009 B 01 10¹ 83 8 0

015 B 01 3¹ 63 34 0

C 01 10 22 33 36 0

C 01 9.6 31 19 12 55

004 B 01 5¹ 87 8 0

008 B 01 6¹ 89 4 0

014 B 01 7¹ 84 9 0

C 01 11 19 34 36 0

C 02 11 31 16 15 55

004 B 01 11¹ 87 3 0

008 B 01 8¹ 83 10 0

Approved by:

Print date


Leeds Laboratory


E69 3.50 3.50

E66 12.80 12.80

E69 1.50 1.50

E66 6.50 6.50

E66 11.60 11.60

E66 1.50 1.50

E66 3.50 3.50

E65 8.00 8.24

E65 9.80 9.80

E65 2.50 2.50

E65 4.50 4.50

E65 0.50 0.50

E65 1.50 1.50

D104 1.50 1.50

D104 5.50 5.50

D102 1.50 1.50

D102 2.50 2.50

D100 2.50 2.50

D102 0.50 0.50

D100 1.50 1.50

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

C 01 10 21 32 38 0

C 01 8.0 27 20 7 60

004 B 01 8¹ 86 6 0

005 D 012.66

p

010 B 01 8¹ 84 8 0

016 B 01 8¹ 85 7 0

C 01 10 31 17 14 56

004 B 01 11¹ 84 5 0

008 B 01 9¹ 86 6 0

002 B 01 3¹ 33 63 0

006 B 01 4¹ 43 53 0

002 B 01 2¹ 83 15 0

006 B 012.68

p

014 B 01 2¹ 88 10 0

022 B 01 1¹ 73 26 0

002 B 01 2¹ 92 6 0

010 B 01 2¹ 87 11 0

018 B 01 2¹ 93 5 0

003 B 01 3¹ 93 5 0

011 B 01 8¹ 90 3 0

Approved by:

Print date


Leeds Laboratory


E107 4.50 4.50

E106 4.50 4.50

E107 0.50 0.50

E106 0.00 0.00

E106 2.50 2.50

E105 3.50 3.50

E105 5.50 5.50

E105 0.00 0.00

E105 1.50 1.50

E75 0.50 0.50

E75 2.50 2.50

E72 1.50 1.50

E72 3.50 3.50

E71 9.00 9.00

E71 10.30 10.30

E71 2.00 2.00

E71 4.50 4.50

E69 8.80 8.80

E71 1.50 1.50

E69 8.10 8.10

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

012 D 012.68

p

001 B 01 2¹ 75 22 0

008 B 01 11¹ 63 26 0

011 B 01 4¹ 60 36 0

002 B 01 4¹ 95 1 0

008 B 012.67

p

010 B 01 1¹ 61 38 0

019 B 01 4¹ 75 21 0

005 B 01 2¹ 67 31 0

003 B 01 6¹ 87 7 0

009 B 01 5¹ 94 0 0

001 B 01 5¹ 65 30 0

006 B 01 4¹ 96 0 0

006 B 022.67

p

003 B 01 5¹ 74 21 0

002 B 01 7¹ 58 27 8

C 01 8.0 52 21 31 63

C 02 10 23 40 27 0

001 B 01 2¹ 11 67 20

003 B 01 9.4 36 21 15 49

Approved by:

Print date


Leeds Laboratory


TP01 0.50 0.50

GS11 6.80 6.80

TP01 0.10 0.10

E116 0.50 0.50

GS11 6.80 6.80

E112 2.00 2.00

E115 0.50 0.50

E112 0.00 0.00

E112 2.00 2.00

E111 0.50 0.50

E111 2.50 2.50

E109 5.00 5.00

E110 1.50 1.50

E109 2.00 2.00

E109 2.50 2.50

E108 3.00 3.00

E109 0.00 0.00

E108 0.00 0.00

E108 2.00 2.00

E107 5.00 5.00

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

003 B 01 6 18 35 40 0

001 B 01 12¹ 61 16 11

005 B 01 14 30 18 12 63

005 B 01 7 21 43 29 0

003 B 012.67

g

003 B 02 0¹ 6 65 29

005 B 01 12 26 14 12 56

006 B 01 1¹ 26 49 24

002 B 01 1¹ 15 82 2

003 B 01 3¹ 18 58 21

003 B 01 3¹ 21 66 11

008 D 01 15 20 NP NP 66

001 B 01 2¹ 26 62 10

003 B 01 1¹ 27 57 15

007 B 01 5.9 29 19 10 56

007 B 02 3 21 38 37 0

004 B 01 11¹ 44 44 1

003 B 01 3¹ 36 56 6

008 D 01 7.0 27 15 12 63

002 B 01 11¹ 37 48 4

Approved by:

Print date


Leeds Laboratory


TP14 0.50 0.50

TP13 1.50 1.50

TP13 3.50 3.50

TP11 2.80 2.80

TP12 1.50 1.50

TP11 1.50 1.50

TP11 2.80 2.80

TP09 2.50 2.50

TP10 0.50 0.50

TP08 1.50 1.50

TP09 0.60 0.60

TP06 2.50 2.50

TP07 1.00 1.00

TP05 0.50 0.50

TP05 1.50 1.50

TP04 2.00 2.00

TP05 0.50 0.50

TP03 0.00 0.00

TP03 1.50 1.50

TP02 0.50 0.50

% % % % % % % % % % %

Dry Density

Particle Density

Plastic Limit

Passing 425µm

Clay

Sample no.

Bulk Density

Specimen depth m

Sample type

Moisture Content

Mg/m³

Silt

Gravel

Particle size

Sand

Cobbles

Hole ID

Sample depth m

Liquid Limit



Summary



Project No. TA7148

Plastic Index

Linear Shrinkage

Specimen no.

003 D 012.61

p

003 B 01 3¹ 22 64 11

001 B 01 6 19 39 32 4

003 D 01 25 22 NP NP 100

006 B 01 10¹ 46 11 33

001 B 01 2 19 25 52 1

End

Approved by:

Print date

Revision No.

TP18 0.50 0.50

TP17 1.20 1.20

TP17 3.00 3.00

TP15 1.80 1.80

TP16 0.00 0.00

TP14 1.20 1.20

Leeds Laboratory

28/11/2013

2.03 Issue Date 20/11/2012

Sushil Sharda

Part of the Bachy Soletanche Group

002 B 01

003 B 01

Print date

Revision No.

0.31 0.45TP18 1.50 1.50 14 2.24

% Pinhole Dispersion


Top Base

% %

0.49

Project Name

Engineer

Aberdeen Harbour Board

Project No.

Employer

Summary Of Laboratory

Soil Re-Use Tests

Mg/m³

Compaction

Mg/m³

CBR

Bay of Nigg Harbour Development Ground

InvestigationTA7148

Arch Henderson LLP

TP17 1.00

Leeds LaboratoryApproved by:

Sushil Sharda

Hole ID

Sample dep

th m

1.00

Sample no.

Sample typ

e

Spec

imen

dep

th m

%Spec

imen

no.

OMC Max DD

MCV

16 2.20

Moisture

Content

Bulk Den

sity

End

28/11/2013

Issue Date 09/01/20132.03

0.65

c Ø c Ø

% Mg/m³ kPa º m²/MN m/s kPa º

C 1 9.2 2.19 UU 254 0

C 1 10 2.27 UU 135 0

C 1 8.5 2.36 UU 391 0

C 1 9.5 2.34 UU 187 0

C 1 6.4 2.16 UU 351 0

C 1 9.4 2.31 UU 228 0

C 1 9 2.25 CUM 18 29.5

C 1 7.0 2.37 UU 488 0

C 1 7.7 2.31 UU 331 0

C 1 8.8 2.22 UU 388 0

010 C 2 8.2 2.34 UU 458 0

011 C 1 10.0 2.27 UU 355 0

014 C 2 18 2.11 UU 114 0

006 C 1 8.1 2.31 UU 393 0

C 1 10 2.24 UU 166 0

009 C 2 32 1.96 UU 58 0

C 2 7.7 2.33 UU 448 0

C 1 8.6 2.27 UU 313 0

009 B 1 SSB p7.5 p40

015 C 3 9 2.38 CUM 17 35.5

Approved by:

Sushil Sharda

Revision No. 3.03

Print date 28/11/2013

Issue Date 23/11/2012

Leeds Laboratory

A54 8.00 8.05

A34 8.50 8.50

A54 2.50 2.50

A31 19.30 19.32

A34 4.75 4.88

A31 9.70 9.72

A31 13.00 13.04

A29 10.80 10.81

A29 21.50 21.53

A11 21.75 21.77

A29 4.70 4.92

A11 9.81 9.99

A11 11.64 11.75

A08 20.95 21.05

A11 7.63 7.64

A08 4.63 4.63

A08 12.23 12.25

A05 7.95 7.98

A05 21.20 21.21

5.02

Triaxial

Type

Specimen no.

Bulk Density

Moisture Content

Sample no.

Specimen depth m

Sample type

Shearbox

Type

Consol

Type mv

Type

Permeability


Project No. TA7148

Project Name Bay of Nigg Harbour Development

Ground InvestigationStrength and

Permeability Summary


Hole ID

A05

Sample depth m

5.00

K


c Ø c Ø


Triaxial

Type

Specimen no.

Bulk Density

Moisture Content

Sample no.

Specimen depth m

Sample type

Shearbox

Type

Consol

Type mv

Type

Permeability


Project No. TA7148





Hole ID

Sample depth m

K

022 C 2 7.8 2.33 UU 441 0

025 C 2 9.1 2.26 UU 202 0

024 C 2 8.7 2.36 UU 452 0

027 C 2 8.5 2.29 UU 417 0

011 B 1 SSBp6.9

r1.8

p35.5

r34.5

C 2 8.4 2.36 UU 364 0

C 1 9.2 2.29 UU 218 0

008 C 2 9.8 2.34 UU 131 0

006 C 2 8.0 2.36 UU 380 0

005 C 2 9.2 2.37 UU 254 0

007 C 1 8.1 2.35 UU 374 0

005 C 2 8.4 2.31 UU 228 0

C 1 9.1 2.28 UU 190 0

C 2 9.3 2.25 CU

C 1 9.3 2.24 UU 320 0

C 1 11 2.24 UU 111 0

006 B 1 SSB p2.5 p39

C 2 10 2.39 CU

C 2 9.1 2.28 UU 168 0

C 2 9.7 2.26 UU 173 0

Approved by:

Sushil Sharda

Revision No. 3.03

Print date 28/11/2013

Issue Date 23/11/2012

Leeds Laboratory

E69 9.80 9.85

E69 8.10 8.12

E69 8.80 8.82

E66 12.80 13.06

E69 2.50 2.50

E65 8.00 8.03

E65 9.80 10.10

C88 2.05 2.24

D99 6.60 6.61

C87 4.15 4.17

C87 8.45 8.48

C83 2.75 2.77

C84 3.60 3.80

C81 4.40 4.61

C81 7.59 7.61

A59 21.20 21.22

B61 2.50 2.50

A57 17.30 17.33

A59 10.45 10.50

A57 9.20 9.30


c Ø c Ø


Triaxial

Type

Specimen no.

Bulk Density

Moisture Content

Sample no.

Specimen depth m

Sample type

Shearbox

Type

Consol

Type mv

Type

Permeability


Project No. TA7148





Hole ID

Sample depth m

K

C 2 9.3 2.32 UU 242 0

C 1 10 2.40 CUM 19 33.0

C 2 9.1 2.25 UU 312 0

008 B 1 SSBp8.1

r4.9

p39.5

r34

005 B 1 SSBp10

r1.0

p41

r38

006 B 1 SSB p0.28 p42

C 1 8.4 2.32 UU 306 0

C 1 9.8 2.34 UU 232 0

C 1 8.7 2.34 UU 478 0

End

Approved by:

Sushil Sharda

Revision No. 3.03

GS11 7.27 7.29

GS11 13.70 13.72

E111 1.50 1.50

GS11 4.70 4.80

E105 2.00 2.00

E108 1.00 1.00

E71 11.92 11.92

E71 12.55 12.76

E71 10.30 10.56

Leeds Laboratory

23/11/2012Issue Date

28/11/2013Print date




LABORATORY SOIL TESTDATA SHEETS


C 01

C 01

C 01

010 C 02

004 C 01

007 C 02

Approved by:

Print date

Revision No.

C88 6.20 6.20Greyish brown slightly sandy gravelly

CLAY. Gravel is fine to coarse angular.29

C87 2.40 2.40Brown sandy gravelly CLAY. Gravel is

medium to coarse subangular.8.3

C83 9.05 9.05

Greyish brown slightly sandy slightly

gravelly CLAY. Gravel is fine to medium

angular.

8.4

A11 25.28 25.28Brown sandy gravelly CLAY. Gravel is


A08 29.10 29.10Brown sandy gravelly CLAY. Gravel is


BS1377: Part 2: 1990: 3.2

TA7148

Arch Henderson LLP

2.03 Issue Date

Sushil Sharda

Leeds Laboratory

Brown sandy gravelly CLAY. Gravel is

medium to coarse subangular.

Sam

ple

typ

e

End

Sp

eci

me

n d

ep

th m

21/11/2012

28/11/2013


A05 19.6419.64

Ho

le I

D

Sam

ple

de

pth

m



InvestigationMoisture Content

Engineer

Project No.

%

8.6

De

scri

pti

on

Re

mark

s

Sp

eci

me

n n

o.

Sam

ple

no

.

Mo

istu

re

Co

nte

nt

Description

Moisture Content %

Percentage retained on 425µm sieve:

Preparation of sample: Wet sieve

Remarks:

Moisture content of soil passing 425µm

Approved by:

Print date

Revision No. 19/11/2012

28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A05


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

29%

15%

Sushil Sharda

34%

Leeds Laboratory

0.11

2.07 Issue Date


14%

17%

Natural moisture content: 11%

Brown sandy gravelly CLAY. Gravel is medium to coarse subangular.

Test Method: BS1377: Part 2: 1990:

Clause 4.3 and 5

Cone Penetration m

m



InvestigationProject No. TA7148

2Specimen Number

Sample Depth

5.98m

Sample Number

5.98m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A05


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

22%

14%

Sushil Sharda

39%

Leeds Laboratory

-0.23

2.07 Issue Date


8%

12%

Natural moisture content: 7.4%



Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

22.10m

Sample Number

22.10m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A08


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

27%

15%

Sushil Sharda

35%

Leeds Laboratory

-0.13

2.07 Issue Date


12%

13%




Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

7.73m

Sample Number

7.73m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A08


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

26%

13%

Sushil Sharda

34%

Leeds Laboratory

0.01

2.07 Issue Date


13%

13%




Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

17.60m

Sample Number

17.60m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A11


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

31%

16%

Sushil Sharda

33%

Leeds Laboratory

-0.33

2.07 Issue Date


15%

11%


Brown gravelly slightly sandy CLAY. Gravel is medium to coarse subangular.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

8.58m

Sample Number

8.58m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

011

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A29


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

31%

17%

Sushil Sharda

41%

Leeds Laboratory

-0.23

2.07 Issue Date


14%

14%


Brown sandy gravelly CLAY. Gravel is fine to coarse angular.


Clause 4.3 and 5

Cone Penetration m

m




3Specimen Number

Sample Depth

10.80m

Sample Number

10.80m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

008

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A31


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

31%

16%

Sushil Sharda

36%

Leeds Laboratory

0.12

2.07 Issue Date


15%

18%




Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

15.76m

Sample Number

15.76m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A34


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

29%

16%

Sushil Sharda

36%

Leeds Laboratory

0.17

2.07 Issue Date


13%

18%




Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

6.25m

Sample Number

6.25m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

015

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A54


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

36%

19%

Stuart Kirk

32%

Leeds Laboratory

-0.14

2.07 Issue Date


17%

17%


Brown gravelly sandy CLAY. Gravel is fine to coarse subangular to subrounded


Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

8.00m

Sample Number

8.24m

13

15

17

19

21

23

25

27

30 32 34 36 38 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

019

Sample Type

DSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A57


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

31%

17%

Sushil Sharda

60%

Leeds Laboratory

0.68

2.07 Issue Date


14%

26%


Brown gravelly slightly sandy CLAY. Gravel is fine to coarse angular.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

7.00m

Sample Number

7.00m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

020

Sample Type

DSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A59


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

37%

19%

Sushil Sharda

33%

Leeds Laboratory

-0.41

2.07 Issue Date


18%

12%


Brown sandy gravelly CLAY.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

7.50m

Sample Number

7.50m

13

15

17

19

21

23

25

27

30 32 34 36 38 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

028

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A59


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

30%

Sushil Sharda

38%

Leeds Laboratory

2.07 Issue Date


9.4%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

26.60m

Sample Number

26.60m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

022

Sample Type

DSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

A63


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

30%

17%

Sushil Sharda

34%

Leeds Laboratory

0.06

2.07 Issue Date


13%

18%


Brown sandy slightly gravelly CLAY.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

6.50m

Sample Number

6.50m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

021

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

B61


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

34%

20%

Sushil Sharda

38%

Leeds Laboratory

-0.60

2.07 Issue Date


14%

12%




Clause 4.3 and 5

Cone Penetration m

m




3Specimen Number

Sample Depth

30.30m

Sample Number

30.30m

13

15

17

19

21

23

25

27

30 32 34 36 38 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

C81


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

30%

17%

Sushil Sharda

40%

Leeds Laboratory

-0.09

2.07 Issue Date


13%

16%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

4.40m

Sample Number

4.40m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

008

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

C83


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

32%

15%

Sushil Sharda

44%

Leeds Laboratory

0.38

2.07 Issue Date


17%

22%


Reddish brown gravelly slightly sandy CLAY. Gravel is fine to coarse angular.


Clause 4.3 and 5

Cone Penetration m

m




3Specimen Number

Sample Depth

2.75m

Sample Number

2.75m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

007

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

C84


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

33%

17%

Stuart Kirk

46%

Leeds Laboratory

0.01

2.07 Issue Date


16%

17%


Brown gravelly sandy CLAY. Gravel is fine to coarse angular


Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

5.50m

Sample Number

5.50m

13

15

17

19

21

23

25

27

30 32 34 36 38 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

008

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

C84


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

30%

15%

Sushil Sharda

32%

Leeds Laboratory

-0.02

2.07 Issue Date


15%

15%


Brown slightly sandy slightly gravelly CLAY.


Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

7.10m

Sample Number

7.10m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

006

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

C88


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

30%

18%

Sushil Sharda

35%

Leeds Laboratory

-0.36

2.07 Issue Date


12%

14%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

4.30m

Sample Number

4.30m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %

Estimated percentage retained on 425µm sieve:

Preparation of sample: Natural

Remarks:


Approved by:

Print date


28/11/2013

006

Sample Type

BSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

D100


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

26%

NP Tested as 1 point Limit Liquid due to the sample being sand

and/or silt and it is very difficult to get all four points on a

line.

Sushil Sharda

0%

Leeds Laboratory

2.07 Issue Date


NP

24%


Brown SAND.


Clause 4.4 and 5

Cone Pen

etration m

m




1Specimen Number

Sample Depth

1.50m

Sample Number

1.50m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

E65


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

31%

19%

Sushil Sharda

45%

Leeds Laboratory

-0.12

2.07 Issue Date


12%

18%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

9.80m

Sample Number

9.80m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

E66


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

31%

16%

Sushil Sharda

45%

Leeds Laboratory

0.28

2.07 Issue Date


15%

20%




Clause 4.3 and 5

Cone Penetration m

m




2Specimen Number

Sample Depth

12.80m

Sample Number

12.80m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

E69


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

27%

20%

Sushil Sharda

40%

Leeds Laboratory

-0.96

2.07 Issue Date


7%

13%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

8.80m

Sample Number

8.80m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

E71


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

31%

17%

Sushil Sharda

44%

Leeds Laboratory

0.11

2.07 Issue Date


14%

19%


Brown gravelly slightly sandy CLAY. Gravel is fine to coarse angualar.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

10.30m

Sample Number

10.30m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

Sample Type

CSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

GS11


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

52%

21%

Sushil Sharda

37%

Leeds Laboratory

-0.27

2.07 Issue Date


31%

13%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

6.80m

Sample Number

6.80m

13

15

17

19

21

23

25

27

40 44 48 52 56 60

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %


Preparation of sample:

Remarks:


Approved by:

Print date


28/11/2013

003

Sample Type

BSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

TP01


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

36%

21%

Sushil Sharda

51%

Leeds Laboratory

-0.13

2.07 Issue Date


15%

19%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

0.50m

Sample Number

0.50m

13

15

17

19

21

23

25

27

30 32 34 36 38 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

005

Sample Type

BSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

TP03


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

30%

18%

Sushil Sharda

37%

Leeds Laboratory

0.30

2.07 Issue Date


12%

22%


Brown slightly sandy gravelly CLAY.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

1.50m

Sample Number

1.50m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

005

Sample Type

BSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

TP05


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

26%

14%

Sushil Sharda

44%

Leeds Laboratory

0.67

2.07 Issue Date


12%

22%


Grey mottled brown slightly sandy gravelly CLAY. Gravel is fine to coarse.


Clause 4.4 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

1.50m

Sample Number

1.50m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

008

Sample Type

DSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

TP09


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

20%

NP

Sushil Sharda

34%

Leeds Laboratory

2.07 Issue Date


NP

23%


Brown slightly gravelly slightly clayey SAND.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

2.50m

Sample Number

2.50m

13

15

17

19

21

23

25

27

10 14 18 22 26 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

007

Sample Type

BSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

TP11


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

29%

19%

Sushil Sharda

44%

Leeds Laboratory

-0.84

2.07 Issue Date


10%

11%


Brown slightly sandy gravelly CLAY. Gravel is fine to coarse angular.


Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

2.80m

Sample Number

2.80m

13

15

17

19

21

23

25

27

20 24 28 32 36 40

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %



Remarks:


Approved by:

Print date


28/11/2013

008

Sample Type

DSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

TP13


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

27%

15%

Sushil Sharda

37%

Leeds Laboratory

-0.32

2.07 Issue Date


12%

11%




Clause 4.3 and 5

Cone Penetration m

m




1Specimen Number

Sample Depth

3.50m

Sample Number

3.50m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index(%)

Liquid Limit (%)

Description

Moisture Content %


Preparation of sample: Natural

Remarks:


Approved by:

Print date


28/11/2013

003

Sample Type

DSpecimen Depth

Liquid And Plastic

Limit Test

Hole ID

TP17


Liquidity index:

Liquid limit:

Plastic limit:

Plasticity index:

22%

NP Tested as 1 point Limit Liquid due to the sample being sand

and/or silt and it is very difficult to get all four points on a

line.

Sushil Sharda

0%

Leeds Laboratory

2.07 Issue Date


NP

25%


Brown slightly clayey SAND.


Clause 4.4 and 5

Co

ne

Pen

etra

tio

n m

m




1Specimen Number

Sample Depth

1.20m

Sample Number

1.20m

13

15

17

19

21

23

25

27

20 22 24 26 28 30

CL

ML MI MH

CI CH

MV

CV CE

ME0

20

40

60

80

100

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex(%

)

Liquid Limit (%)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date

Revision No. Part of the Bachy Soletanche Group3.03 Issue Date 19/11/2012

WET SIEVE DATA

100

Sieve size mm Cumulative

% passing

100


% passing

80

Leeds Laboratory

Sushil Sharda 28/11/2013

8

100

100

100

57

48100

100 31

98

99

100 67

3.35

96

28.0

20.0

20

0.300

50.0

37.5

125.0

90.0

75.0

63.0

93100

14.0

10.0

6.3

5.0

Engineer Arch Henderson LLP Sample Number


Investigation


004

BS 1377: Part 2: 1990: 9.2Sample type

1

Brown slightly gravelly SAND.

Particle Size

Distribution

Hole ID

D101

Project No. TA7148 Sample Depth

1.50m

B

Specimen Depth

1.50m

Specimen No.

81

0.212

0.150

0.063

88

0.425

2.00

1.18

0.600

General remarks

12

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

95


% passing

71

Leeds Laboratory


6

100

100

100

56

46100

97 18

85

90

100 64

3.35

82

28.0

20.0

10

0.300

50.0

37.5

125.0

90.0

75.0

63.0

79100

14.0

10.0

6.3

5.0



Investigation


008


1

Brown slightly gravelly SAND. Gravel is medium to coarse subrounded.

Particle Size

Distribution

Hole ID

D101


3.50m

B

Specimen Depth

3.50m

Specimen No.

74

0.212

0.150

0.063

76

0.425

2.00

1.18

0.600

General remarks

24

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

85

Leeds Laboratory


7

100

100

100

54

38100

100 27

97

99

100 68

3.35

97

28.0

20.0

18

0.300

50.0

37.5

125.0

90.0

75.0

63.0

96100

14.0

10.0

6.3

5.0



Investigation


001


1

Brown SAND with occasional gravel.

Particle Size

Distribution

Hole ID

L01


0.50m

B

Specimen Depth

0.50m

Specimen No.

86

0.212

0.150

0.063

92

0.425

2.00

1.18

0.600

General remarks

8

0

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

77


% passing

74


% passing

52

Leeds Laboratory


4

87

87

100

18

1377

75 10

70

72

82 25

3.35

69

28.0

20.0

8

0.300

50.0

37.5

125.0

90.0

75.0

63.0

6487

14.0

10.0

6.3

5.0



Investigation


005


1

Brown gravelly SAND. Gravel is medium to coarse subrounded with cobbles.

Particle Size

Distribution

Hole ID

L01


Sample size was insufficient to be representative of particle size

2.50m

B

Specimen Depth

2.50m

Specimen No.

43

0.212

0.150

0.063

56

0.425

2.00

1.18

0.600

General remarks

30

14

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:

Particle density: Assumed

Approved by:

Print date


Cumulative

% passing

WET SIEVE DATA SEDIMENTATION DATA

19

100


% passing

89

0.0028

0.0083


% passing

22

43

Leeds Laboratory


27

0.0255

0.0183

13

15

11

80.0015

0.0041100

100

100

54

50100

100 42

79

85

100 59

3.35

76

260.0501

28.0

20.0

37

0.300

50.0

37.5

125.0

90.0

75.0

63.0

73100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


001

BS 1377: Part 2: 1990: 9.2, 9.5Sample type

1

Brown slightly clayey slightly gravelly SAND. Gravel is fine to medium.

Particle Size

Distribution

Hole ID

A05



1.40m

B

Specimen Depth

1.40m

Specimen No.

66

0.212

0.150

0.063

70

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

30

0

%

9

18

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Percentage Passing (%)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


23

93


% passing

80

0.0031

0.0081


% passing

25

38

Leeds Laboratory


31

0.0248

0.0177

17

18

13

110.0015

0.0054100

100

100

53

4991

85 44

75

78

100 57

3.35

74

300.0484

28.0

20.0

40

0.300

50.0

37.5

125.0

90.0

75.0

63.0

72100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation

Employer Aberdeen Harbour BoardBS 1377: Part 2: 1990: 9.2, 9.5

Sample type

3

Brown gravelly sandy CLAY. Gravel is medium to coarse subangular.

Particle Size

Distribution

Hole ID

A05


5.98m

C

Specimen Depth

5.98m

Specimen No.

64

0.212

0.150

0.063

69

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

31

0

%

12

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


12

100


% passing

86

0.0029

0.0083


% passing

13

27

Leeds Laboratory

Stuart Kirk 28/11/2013

17

0.0257

0.0183

8

10

6

40.0015

0.0044100

100

100

32

29100

93 26

64

78

100 34

3.35

58

180.0497

28.0

20.0

23

0.300

50.0

37.5

125.0

90.0

75.0

63.0

51100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


001


1

Orangish brown mottled grey slightly clayey sandy GRAVEL

Particle Size

Distribution

Hole ID

A08


0.50m

B

Specimen Depth

0.50m

Specimen No.

40

0.212

0.150

0.063

45

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

55

0

%

5

13

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


24

100


% passing

79

0.0031

0.0093


% passing

25

37

Leeds Laboratory


31

0.0246

0.0175

17

20

14

110.0015

0.0057100

100

100

55

5187

83 46

75

77

100 59

3.35

73

290.0481

28.0

20.0

42

0.300

50.0

37.5

125.0

90.0

75.0

63.0

71100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

3

Brown gravelly sandy CLAY. Gravel is fine to coarse subangular.

Particle Size

Distribution

Hole ID

A08



7.73m

C

Specimen Depth

7.73m

Specimen No.

65

0.212

0.150

0.063

68

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

32

0

%

12

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

95

Leeds Laboratory


4

100

100

100

89

77100

100 40

100

100

100 96

3.35

100

28.0

20.0

10

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown SAND

Particle Size

Distribution

Hole ID

A11


0.00m

B

Specimen Depth

0.00m

Specimen No.

99

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


23

92


% passing

80

0.0029

0.0082


% passing

25

35

Leeds Laboratory


31

0.0250

0.0179

15

17

12

80.0015

0.0045100

100

100

53

4988

85 45

74

78

95 56

3.35

72

310.0488

28.0

20.0

41

0.300

50.0

37.5

125.0

90.0

75.0

63.0

70100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

2


Particle Size

Distribution

Hole ID

A11



8.58m

C

Specimen Depth

8.58m

Specimen No.

62

0.212

0.150

0.063

66

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

33

1

%

9

22

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


43

91


% passing

84

0.0034

0.0076


% passing

48

21

Leeds Laboratory


59

0.0225

0.0162

28

34

26

190.0010

0.0038100

100

100

71

6987

86 67

82

84

100 72

3.35

81

550.0429

28.0

20.0

65

0.300

50.0

37.5

125.0

90.0

75.0

63.0

81100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

1


Particle Size

Distribution

Hole ID

A11



12.78m

C

Specimen Depth

12.78m

Specimen No.

76

0.212

0.150

0.063

79

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

21

0

%

22

37

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


20

92


% passing

80

0.0037

0.0083


% passing

23

40

Leeds Laboratory


27

0.0254

0.0182

12

15

10

70.0010

0.0043100

100

100

49

4488

84 40

74

77

92 53

3.35

72

240.0503

28.0

20.0

36

0.300

50.0

37.5

125.0

90.0

75.0

63.0

71100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

2

Brown gravelly sandy CLAY. Gravel is fine to coarse subangular

Particle Size

Distribution

Hole ID

A11



25.28m

C

Specimen Depth

25.28m

Specimen No.

61

0.212

0.150

0.063

67

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

31

2

%

8

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

95

Leeds Laboratory


2

100

100

100

89

74100

100 31

98

98

100 95

3.35

98

28.0

20.0

4

0.300

50.0

37.5

125.0

100.0

75.0

63.0

98100

14.0

10.0

6.3

5.0



Investigation


003


1

Brown SAND with rare medium gravel.

Particle Size

Distribution

Hole ID

A29


0.50m

B

Specimen Depth

0.50m

Specimen No.

97

0.212

0.150

0.063

97

0.425

2.00

1.18

0.600

General remarks

3

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


26

93


% passing

85

0.0028

0.0080


% passing

27

39

Leeds Laboratory


35

0.0246

0.0175

18

20

14

120.0015

0.0043100

100

100

58

5491

88 50

80

83

93 62

3.35

79

320.0479

28.0

20.0

45

0.300

50.0

37.5

125.0

100.0

75.0

63.0

76100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


010


1

Brown sandy slightly gravelly CLAY. Gravel is fine to coarse subangular.

Particle Size

Distribution

Hole ID

A29


4.70m

C

Specimen Depth

4.70m

Specimen No.

69

0.212

0.150

0.063

73

0.425

2.00

1.18

0.600

2.65Mg/m³

Dispersant used when soaking specimen.

General remarks

25

2

%

13

22

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


23

89


% passing

77

0.0029

0.0083


% passing

23

33

Leeds Laboratory


31

0.0257

0.0182

15

17

11

80.0015

0.0047100

100

100

51

4787

81 43

71

74

100 54

3.35

69

290.0502

28.0

20.0

39

0.300

50.0

37.5

125.0

100.0

75.0

63.0

67100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


012


1


Particle Size

Distribution

Hole ID

A29



15.25m

C

Specimen Depth

15.25m

Specimen No.

60

0.212

0.150

0.063

63

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

37

0

%

9

21

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


48

100


% passing

95

0.0026

0.0077


% passing

52

24

Leeds Laboratory


63

0.0231

0.0166

34

39

28

240.0014

0.0039100

100

100

77

75100

95 72

90

93

100 80

3.35

90

590.0450

28.0

20.0

70

0.300

50.0

37.5

125.0

100.0

75.0

63.0

88100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


014


1

Brown sandy slightly gravelly CLAY. Gravel is fine to coarse angular.

Particle Size

Distribution

Hole ID

A29


21.50m

C

Specimen Depth

21.71m

Specimen No.

84

0.212

0.150

0.063

86

0.425

2.00

1.18

0.600

2.65Mg/m³


General remarks

14

0

%

26

36

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

93

Leeds Laboratory


5

100

100

100

85

72100

100 36

99

99

100 91

3.35

99

28.0

20.0

9

0.300

50.0

37.5

125.0

100.0

75.0

63.0

98100

14.0

10.0

6.3

5.0



Investigation


002


1

Brownish grey SAND with occasional medium gravel.

Particle Size

Distribution

Hole ID

A31


0.50m

B

Specimen Depth

0.50m

Specimen No.

97

0.212

0.150

0.063

98

0.425

2.00

1.18

0.600

General remarks

2

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


24

96


% passing

80

0.0030

0.0082


% passing

26

36

Leeds Laboratory


32

0.0255

0.0181

17

20

13

100.0015

0.0048100

100

100

55

5192

83 47

75

78

100 59

3.35

73

310.0500

28.0

20.0

43

0.300

50.0

37.5

125.0

100.0

75.0

63.0

71100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


005


1


Particle Size

Distribution

Hole ID

A31


4.80m

C

Specimen Depth

4.80m

Specimen No.

65

0.212

0.150

0.063

68

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

32

0

%

11

21

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


86

100


% passing

100

0.0027

0.0076


% passing

87

4

Leeds Laboratory


96

0.0199

0.0142

73

80

64

550.0013

0.0048100

100

100

98

98100

100 97

100

100

100 98

3.35

100

930.0386

28.0

20.0

97

0.300

50.0

37.5

125.0

100.0

75.0

63.0

100100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


009


1

Brown CLAY with rare fine angular gravel.

Particle Size

Distribution

Hole ID

A31


19.30m

C

Specimen Depth

19.52m

Specimen No.

99

0.212

0.150

0.063

100

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

0

0

%

59

36

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

94

Leeds Laboratory


6

100

100

100

94

84100

100 45

100

100

100 98

3.35

100

28.0

20.0

14

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


002


1

Greyish brown SAND

Particle Size

Distribution

Hole ID

A34


0.50m

D

Specimen Depth

0.50m

Specimen No.

100

0.212

0.150

0.063

100

0.425

2.00

1.18

0.600

General remarks

0

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

95

Leeds Laboratory


4

100

100

100

83

64100

100 28

100

100

100 93

3.35

100

28.0

20.0

7

0.300

50.0

37.5

125.0

100.0

75.0

63.0

99100

14.0

10.0

6.3

5.0



Investigation


006


1

Greyish brown SAND.

Particle Size

Distribution

Hole ID

A34


1.50m

B

Specimen Depth

1.50m

Specimen No.

98

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


24

95


% passing

82

0.0029

0.0082


% passing

27

37

Leeds Laboratory


34

0.0250

0.0179

17

20

13

100.0015

0.0047100

100

100

56

5292

85 48

77

80

100 60

3.35

76

330.0488

28.0

20.0

43

0.300

50.0

37.5

125.0

100.0

75.0

63.0

74100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

1


Particle Size

Distribution

Hole ID

A34


4.75m

C

Specimen Depth

4.75m

Specimen No.

66

0.212

0.150

0.063

71

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

29

0

%

11

23

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

92

Leeds Laboratory


8

100

100

100

80

66100

100 35

100

100

100 89

3.35

100

28.0

20.0

14

0.300

50.0

37.5

125.0

100.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


003


1

Brown SAND.

Particle Size

Distribution

Hole ID

A51


0.50m

B

Specimen Depth

0.50m

Specimen No.

98

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

94

Leeds Laboratory


3

100

100

100

70

53100

100 26

100

100

100 81

3.35

100

28.0

20.0

7

0.300

50.0

37.5

125.0

100.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


006


1

Grey SAND.

Particle Size

Distribution

Hole ID

A54


1.50m

B

Specimen Depth

1.50m

Specimen No.

92

0.212

0.150

0.063

97

0.425

2.00

1.18

0.600

General remarks

3

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


22

100


% passing

83

0.0029

0.0082


% passing

27

37

Leeds Laboratory


33

0.0251

0.0181

15

18

13

100.0015

0.0045100

100

100

56

5294

87 47

77

80

100 60

3.35

75

310.0494

28.0

20.0

43

0.300

50.0

37.5

125.0

90.0

75.0

63.0

73100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


014


2

Brown clayey gravelly SAND. Gravel is medium to coarse subrounded.

Particle Size

Distribution

Hole ID

A54


6.00m

C

Specimen Depth

6.00m

Specimen No.

66

0.212

0.150

0.063

70

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

30

0

%

11

22

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


33

96


% passing

87

0.0027

0.0079


% passing

37

33

Leeds Laboratory


44

0.0243

0.0174

25

29

22

190.0014

0.0041100

100

100

64

6092

90 57

82

84

100 67

3.35

80

410.0476

28.0

20.0

53

0.300

50.0

37.5

125.0

90.0

75.0

63.0

79100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


016


2

Brown sandy slightly gravelly CLAY. Gravel is medium to coarse subangular.

Particle Size

Distribution

Hole ID

A54


10.15m

C

Specimen Depth

10.15m

Specimen No.

73

0.212

0.150

0.063

76

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

24

0

%

20

23

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

95


% passing

84

Leeds Laboratory


10

100

100

100

81

69100

100 37

95

95

100 87

3.35

95

28.0

20.0

16

0.300

50.0

37.5

125.0

100.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


003


1

Brown slightly gravelly slightly clayey SAND. Gravel is fine to medium angular.

Particle Size

Distribution

Hole ID

A57


0.50m

B

Specimen Depth

0.50m

Specimen No.

93

0.212

0.150

0.063

94

0.425

2.00

1.18

0.600

General remarks

6

0

%

10

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

84

Leeds Laboratory


10

100

100

100

70

58100

100 33

100

100

100 80

3.35

99

28.0

20.0

18

0.300

50.0

37.5

125.0

90.0

75.0

63.0

98100

14.0

10.0

6.3

5.0



Investigation


006


1

Brown slightly gravelly SAND. Gravel is fine.

Particle Size

Distribution

Hole ID

A57


1.50m

B

Specimen Depth

1.50m

Specimen No.

91

0.212

0.150

0.063

95

0.425

2.00

1.18

0.600

General remarks

5

0

%

10

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

87

Leeds Laboratory


11

100

100

100

78

66100

100 35

100

100

100 88

3.35

100

28.0

20.0

20

0.300

50.0

37.5

125.0

100.0

75.0

63.0

99100

14.0

10.0

6.3

5.0



Investigation


015


1

Brownish grey SAND.

Particle Size

Distribution

Hole ID

A57


4.50m

B

Specimen Depth

4.50m

Specimen No.

96

0.212

0.150

0.063

98

0.425

2.00

1.18

0.600

General remarks

2

0

%

11

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


22

81


% passing

75

0.0030

0.0082


% passing

24

34

Leeds Laboratory


30

0.0251

0.0179

15

17

11

90.0015

0.0048100

100

100

50

4781

78 42

70

73

81 54

3.35

69

290.0489

28.0

20.0

38

0.300

50.0

37.5

125.0

100.0

75.0

63.0

67100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


022


1

Brown sandy gravelly CLAY. Gravel is fine to coarse.

Particle Size

Distribution

Hole ID

A57



9.20m

C

Specimen Depth

9.20m

Specimen No.

60

0.212

0.150

0.063

64

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

32

4

%

10

20

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


23

100


% passing

80

0.0028

0.0082


% passing

26

35

Leeds Laboratory


31

0.0251

0.0179

15

18

14

100.0015

0.0042100

100

100

52

4893

84 44

73

77

100 55

3.35

71

300.0491

28.0

20.0

40

0.300

50.0

37.5

125.0

90.0

75.0

63.0

69100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


025


1


Particle Size

Distribution

Hole ID

A57


17.30m

C

Specimen Depth

17.30m

Specimen No.

62

0.212

0.150

0.063

65

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

35

0

%

11

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

90

Leeds Laboratory


9

100

100

100

82

71100

100 42

100

100

100 90

3.35

100

28.0

20.0

16

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


006


1

Grey mottled brown SAND

Particle Size

Distribution

Hole ID

A59


1.50m

B

Specimen Depth

1.50m

Specimen No.

97

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

9

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


17

73


% passing

62

0.0031

0.0084


% passing

18

31

Leeds Laboratory


22

0.0260

0.0185

11

13

8

60.0015

0.005173

73

100

42

3871

67 33

57

59

73 45

3.35

57

210.0512

28.0

20.0

28

0.300

50.0

37.5

125.0

100.0

75.0

63.0

55100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


016


1

Brown sandy gravelly CLAY with occasional cobbles. Gravel is fine to coarse angular.

Particle Size

Distribution

Hole ID

A59



5.50m

B

Specimen Depth

5.50m

Specimen No.

50

0.212

0.150

0.063

53

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

21

27

%

6

15

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


27

100


% passing

90

0.0028

0.0081


% passing

29

40

Leeds Laboratory


38

0.0249

0.0177

20

22

17

130.0015

0.0043100

100

100

63

5995

93 54

85

88

100 67

3.35

82

350.0485

28.0

20.0

49

0.300

50.0

37.5

125.0

100.0

75.0

63.0

80100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


024


1


Particle Size

Distribution

Hole ID

A59


10.45m

C

Specimen Depth

10.72m

Specimen No.

73

0.212

0.150

0.063

77

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

23

0

%

14

23

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


20

92


% passing

78

0.0029

0.0081


% passing

20

39

Leeds Laboratory


27

0.0250

0.0177

13

15

10

90.0015

0.0045100

100

100

49

4487

82 40

73

75

92 53

3.35

71

250.0487

28.0

20.0

36

0.300

50.0

37.5

125.0

100.0

75.0

63.0

69100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


027


1

Brown sandy gravelly CLAY. Gravel is fine to coarse angular

Particle Size

Distribution

Hole ID

A59



21.20m

C

Specimen Depth

21.43m

Specimen No.

61

0.212

0.150

0.063

66

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

32

2

%

9

17

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

92

Leeds Laboratory


6

100

100

100

83

73100

100 40

100

100

100 88

3.35

100

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


006


1

Brown SAND with some shell fragments

Particle Size

Distribution

Hole ID

A63


1.00m

B

Specimen Depth

1.00m

Specimen No.

96

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

91

Leeds Laboratory


7

100

100

100

77

67100

100 37

100

100

100 84

3.35

100

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


010


1

Brown SAND.

Particle Size

Distribution

Hole ID

A63


2.00m

B

Specimen Depth

2.00m

Specimen No.

95

0.212

0.150

0.063

98

0.425

2.00

1.18

0.600

General remarks

2

0

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

89

Leeds Laboratory


8

100

100

100

74

63100

100 35

99

100

100 81

3.35

99

28.0

20.0

14

0.300

50.0

37.5

125.0

90.0

75.0

63.0

98100

14.0

10.0

6.3

5.0



Investigation


014


1


Particle Size

Distribution

Hole ID

A63


3.00m

B

Specimen Depth

3.00m

Specimen No.

92

0.212

0.150

0.063

96

0.425

2.00

1.18

0.600

General remarks

4

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


20

91


% passing

69

0.0031

0.0083


% passing

21

34

Leeds Laboratory


27

0.0258

0.0183

15

16

11

70.0015

0.0053100

100

100

47

4383

76 39

65

68

100 50

3.35

64

260.0507

28.0

20.0

34

0.300

50.0

37.5

125.0

100.0

75.0

63.0

63100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


024


1


Particle Size

Distribution

Hole ID

A63



7.50m

B

Specimen Depth

7.50m

Specimen No.

56

0.212

0.150

0.063

60

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

40

0

%

9

18

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

89

Leeds Laboratory


6

100

100

100

71

59100

100 33

98

99

100 81

3.35

98

28.0

20.0

12

0.300

50.0

37.5

125.0

90.0

75.0

63.0

97100

14.0

10.0

6.3

5.0



Investigation


007


1

Grey slightly gravelly SAND

Particle Size

Distribution

Hole ID

B61


1.50m

B

Specimen Depth

1.50m

Specimen No.

92

0.212

0.150

0.063

95

0.425

2.00

1.18

0.600

General remarks

5

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

97


% passing

93

Leeds Laboratory


3

100

100

100

55

40100

100 17

97

97

100 73

3.35

97

28.0

20.0

6

0.300

50.0

37.5

125.0

90.0

75.0

63.0

97100

14.0

10.0

6.3

5.0



Investigation


015


1

Brown slightly gravelly SAND

Particle Size

Distribution

Hole ID

B61


3.50m

B

Specimen Depth

3.50m

Specimen No.

92

0.212

0.150

0.063

96

0.425

2.00

1.18

0.600

General remarks

4

0

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


21

92


% passing

80

0.0028

0.0082


% passing

23

36

Leeds Laboratory


29

0.0253

0.0181

14

16

11

80.0015

0.0043100

100

100

49

4590

85 41

73

75

100 54

3.35

71

280.0495

28.0

20.0

37

0.300

50.0

37.5

125.0

90.0

75.0

63.0

69100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


020


2


Particle Size

Distribution

Hole ID

B61


28.05m

C

Specimen Depth

28.10m

Specimen No.

61

0.212

0.150

0.063

65

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

35

0

%

9

20

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


22

100


% passing

76

0.0028

0.0077


% passing

24

34

Leeds Laboratory


30

0.0228

0.0165

15

17

12

90.0014

0.0043100

100

100

50

4689

83 42

70

73

100 53

3.35

69

290.0436

28.0

20.0

38

0.300

50.0

37.5

125.0

90.0

75.0

63.0

67100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


021


2

Brown sandy gravely CLAY. Gravel is medium to coarse subangular.

Particle Size

Distribution

Hole ID

B61



30.30m

C

Specimen Depth

30.30m

Specimen No.

60

0.212

0.150

0.063

64

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

36

0

%

10

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


22

87


% passing

76

0.0029

0.0082


% passing

24

35

Leeds Laboratory


30

0.0254

0.0181

15

18

11

90.0015

0.0047100

100

100

50

4682

78 42

71

74

100 54

3.35

69

290.0498

28.0

20.0

39

0.300

50.0

37.5

125.0

90.0

75.0

63.0

68100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


022


2

Brown sandy gravelly CLAY. Gravel is fine to coarse subrounded.

Particle Size

Distribution

Hole ID

B61



30.80m

C

Specimen Depth

30.80m

Specimen No.

61

0.212

0.150

0.063

65

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

35

0

%

9

20

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

92


% passing

55

Leeds Laboratory


5

100

100

100

35

29100

96 21

79

87

100 40

3.35

74

28.0

20.0

15

0.300

50.0

37.5

125.0

90.0

75.0

63.0

68100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown gravelly SAND. Gravel is fine to coarse angular.

Particle Size

Distribution

Hole ID

C79


0.50m

B

Specimen Depth

0.50m

Specimen No.

52

0.212

0.150

0.063

60

0.425

2.00

1.18

0.600

General remarks

40

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

94


% passing

86


% passing

53

Leeds Laboratory


6

100

100

100

35

3094

90 22

76

82

100 41

3.35

72

28.0

20.0

15

0.300

50.0

37.5

125.0

90.0

75.0

63.0

66100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown mottled grey gravelly SAND. Gravel is fine to coarse subangular.

Particle Size

Distribution

Hole ID

C81


0.50m

B

Specimen Depth

0.50m

Specimen No.

52

0.212

0.150

0.063

59

0.425

2.00

1.18

0.600

General remarks

41

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

97


% passing

77

Leeds Laboratory


7

100

100

100

60

49100

100 28

93

95

100 68

3.35

91

28.0

20.0

17

0.300

50.0

37.5

125.0

90.0

75.0

63.0

89100

14.0

10.0

6.3

5.0



Investigation


004


1

Brown slightly gravelly SAND. Gravel is fine to medium angular

Particle Size

Distribution

Hole ID

C81


1.50m

B

Specimen Depth

1.50m

Specimen No.

79

0.212

0.150

0.063

84

0.425

2.00

1.18

0.600

General remarks

16

0

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


25

100


% passing

89

0.0038

0.0083


% passing

28

40

Leeds Laboratory


36

0.0256

0.0182

14

19

12

90.0010

0.0044100

100

100

60

5697

93 50

84

87

100 64

3.35

82

330.0503

28.0

20.0

46

0.300

50.0

37.5

125.0

90.0

75.0

63.0

79100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

1


Particle Size

Distribution

Hole ID

C81


6.30m

C

Specimen Depth

6.30m

Specimen No.

71

0.212

0.150

0.063

76

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

25

0

%

10

25

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

97


% passing

72

Leeds Laboratory


1

100

100

100

32

26100

100 13

91

96

100 40

3.35

86

28.0

20.0

4

0.300

50.0

37.5

125.0

90.0

75.0

63.0

80100

14.0

10.0

6.3

5.0



Investigation


002


1


Particle Size

Distribution

Hole ID

C83


0.00m

B

Specimen Depth

0.00m

Specimen No.

65

0.212

0.150

0.063

74

0.425

2.00

1.18

0.600

General remarks

27

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


26

100


% passing

87

0.0029

0.0080


% passing

28

37

Leeds Laboratory


37

0.0244

0.0174

18

21

15

130.0014

0.0046100

100

100

60

5695

93 51

80

85

100 63

3.35

78

330.0474

28.0

20.0

46

0.300

50.0

37.5

125.0

100.0

75.0

63.0

76100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


008


1


Particle Size

Distribution

Hole ID

C83


2.75m

C

Specimen Depth

2.90m

Specimen No.

70

0.212

0.150

0.063

73

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

27

0

%

14

22

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


24

100


% passing

85

0.0028

0.0082


% passing

26

40

Leeds Laboratory


33

0.0253

0.0180

16

20

14

120.0014

0.0042100

100

100

57

5296

93 47

80

82

100 61

3.35

78

310.0494

28.0

20.0

43

0.300

50.0

37.5

125.0

100.0

75.0

63.0

76100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


010


1

Brown clayey slightly gravelly SAND, Gravel is fine to coarse angular.

Particle Size

Distribution

Hole ID

C83


9.05m

C

Specimen Depth

9.05m

Specimen No.

68

0.212

0.150

0.063

72

0.425

2.00

1.18

0.600

2.65Mg/m³


General remarks

28

0

%

13

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

89


% passing

56

Leeds Laboratory


2

100

100

100

19

1298

94 7

77

85

100 27

3.35

74

28.0

20.0

3

0.300

50.0

37.5

125.0

90.0

75.0

63.0

68100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown gravelly SAND. Gravel is fine to coarse subrounded.

Particle Size

Distribution

Hole ID

C84


0.30m

B

Specimen Depth

0.30m

Specimen No.

47

0.212

0.150

0.063

58

0.425

2.00

1.18

0.600

General remarks

42

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


14

62


% passing

51

0.0029

0.0081


% passing

15

24

Leeds Laboratory


20

0.0251

0.0178

10

12

8

70.0015

0.004762

62

100

34

3156

54 29

48

50

62 37

3.35

47

190.0489

28.0

20.0

26

0.300

50.0

37.5

125.0

100.0

75.0

63.0

46100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


006


1

Brown sandy slightly gravelly CLAY. Gravel is fine to coarse angular with cobbles.

Particle Size

Distribution

Hole ID

C84



3.60m

C

Specimen Depth

3.75m

Specimen No.

41

0.212

0.150

0.063

44

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

18

38

%

7

12

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


18

73


% passing

65

0.0028

0.0081


% passing

20

29

Leeds Laboratory


26

0.0248

0.0177

12

15

11

80.0014

0.0043100

100

100

44

4172

68 37

61

64

85 47

3.35

59

240.0483

28.0

20.0

33

0.300

50.0

37.5

125.0

100.0

75.0

63.0

58100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


008


1


Particle Size

Distribution

Hole ID

C84



7.10m

C

Specimen Depth

7.10m

Specimen No.

52

0.212

0.150

0.063

55

0.425

2.00

1.18

0.600

2.65Mg/m³


General remarks

42

3

%

10

16

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

97


% passing

90

Leeds Laboratory


4

100

100

100

68

56100

100 24

97

97

100 78

3.35

97

28.0

20.0

8

0.300

50.0

37.5

125.0

100.0

75.0

63.0

96100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown slightly gravelly SAND. Gravel is fine to medium subangular.

Particle Size

Distribution

Hole ID

C87


0.00m

B

Specimen Depth

0.00m

Specimen No.

89

0.212

0.150

0.063

94

0.425

2.00

1.18

0.600

General remarks

6

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


22

91


% passing

82

0.0027

0.0079


% passing

24

39

Leeds Laboratory


33

0.0241

0.0173

16

18

14

100.0008

0.0039100

100

100

57

5389

86 48

78

80

91 61

3.35

76

300.0463

28.0

20.0

42

0.300

50.0

37.5

125.0

100.0

75.0

63.0

74100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


005


1

Brown sandy slightly gravelly CLAY. Gravel is fine to coarse subangular.

Particle Size

Distribution

Hole ID

C87



4.15m

C

Specimen Depth

4.37m

Specimen No.

68

0.212

0.150

0.063

71

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

27

2

%

13

20

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

77


% passing

67


% passing

56

Leeds Laboratory


2

100

92

100

42

3274

72 15

65

66

83 49

3.35

64

28.0

20.0

4

0.300

50.0

37.5

125.0

90.0

75.0

63.0

63100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown gravelly SAND with cobbles. Gravel is fine to coarse sunagular to rounded.

Particle Size

Distribution

Hole ID

C88



0.00m

B

Specimen Depth

0.00m

Specimen No.

55

0.212

0.150

0.063

58

0.425

2.00

1.18

0.600

General remarks

32

10

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


18

78


% passing

66

0.0027

0.0080


% passing

20

31

Leeds Laboratory


26

0.0244

0.0175

13

15

11

70.0008

0.0041100

88

100

46

4271

67 39

61

64

81 49

3.35

61

240.0475

28.0

20.0

35

0.300

50.0

37.5

125.0

100.0

75.0

63.0

59100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


005


1


Particle Size

Distribution

Hole ID

C88



2.05m

C

Specimen Depth

2.05m

Specimen No.

54

0.212

0.150

0.063

57

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

29

14

%

10

16

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


25

100


% passing

85

0.0028

0.0080


% passing

26

38

Leeds Laboratory


34

0.0247

0.0175

17

20

15

120.0014

0.0044100

100

100

57

5394

94 48

79

81

100 61

3.35

77

310.0480

28.0

20.0

43

0.300

50.0

37.5

125.0

100.0

75.0

63.0

75100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


007


1

Brown sandy slightly gravelly CLAY.

Particle Size

Distribution

Hole ID

C88


6.20m

C

Specimen Depth

6.20m

Specimen No.

68

0.212

0.150

0.063

72

0.425

2.00

1.18

0.600

2.65Mg/m³


General remarks

28

0

%

13

20

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

85

Leeds Laboratory


4

100

100

100

59

38100

100 18

95

97

100 76

3.35

93

28.0

20.0

9

0.300

50.0

37.5

125.0

90.0

75.0

63.0

91100

14.0

10.0

6.3

5.0



Investigation


003


1


Particle Size

Distribution

Hole ID

C96


0.50m

B

Specimen Depth

0.50m

Specimen No.

85

0.212

0.150

0.063

89

0.425

2.00

1.18

0.600

General remarks

11

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

97


% passing

83

Leeds Laboratory


9

100

100

100

75

65100

99 36

94

96

100 84

3.35

94

28.0

20.0

17

0.300

50.0

37.5

125.0

90.0

75.0

63.0

93100

14.0

10.0

6.3

5.0



Investigation


012


1

Brown gravelly SAND. Gravel is fine to medium subrounded

Particle Size

Distribution

Hole ID

C96


3.50m

B

Specimen Depth

3.50m

Specimen No.

90

0.212

0.150

0.063

92

0.425

2.00

1.18

0.600

General remarks

8

0

%

9

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

92

Leeds Laboratory


8

100

100

100

78

62100

100 34

100

100

100 90

3.35

100

28.0

20.0

15

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


001


1

Brown SAND

Particle Size

Distribution

Hole ID

D98


0.00m

B

Specimen Depth

0.00m

Specimen No.

99

0.212

0.150

0.063

100

0.425

2.00

1.18

0.600

General remarks

0

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

89

Leeds Laboratory


11

100

100

100

78

63100

100 36

100

100

100 89

3.35

100

28.0

20.0

19

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


006


1

Brown SAND

Particle Size

Distribution

Hole ID

D98


1.50m

B

Specimen Depth

1.50m

Specimen No.

98

0.212

0.150

0.063

100

0.425

2.00

1.18

0.600

General remarks

0

0

%

11

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

95


% passing

86

Leeds Laboratory


5

100

100

100

70

60100

95 35

94

94

100 77

3.35

94

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

93100

14.0

10.0

6.3

5.0



Investigation


003


1

Greyish brown SAND with occasional fine to coarse gravel

Particle Size

Distribution

Hole ID

D99


0.50m

B

Specimen Depth

0.50m

Specimen No.

87

0.212

0.150

0.063

91

0.425

2.00

1.18

0.600

General remarks

9

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

88

Leeds Laboratory


7

100

100

100

73

62100

100 34

97

98

100 79

3.35

97

28.0

20.0

11

0.300

50.0

37.5

125.0

100.0

75.0

63.0

96100

14.0

10.0

6.3

5.0



Investigation


006


1

Greyish brown SAND with occasional medium gravel.

Particle Size

Distribution

Hole ID

D99


1.50m

B

Specimen Depth

1.50m

Specimen No.

90

0.212

0.150

0.063

94

0.425

2.00

1.18

0.600

General remarks

6

0

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


24

96


% passing

83

0.0031

0.0082


% passing

25

36

Leeds Laboratory


32

0.0254

0.0181

18

19

13

100.0015

0.0055100

100

100

55

5190

87 46

77

80

100 58

3.35

75

310.0495

28.0

20.0

42

0.300

50.0

37.5

125.0

90.0

75.0

63.0

72100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

1


Particle Size

Distribution

Hole ID

D99


6.00m

C

Specimen Depth

6.00m

Specimen No.

64

0.212

0.150

0.063

68

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

32

0

%

11

21

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

92

Leeds Laboratory


7

100

100

100

92

85100

100 48

100

100

100 95

3.35

100

28.0

20.0

17

0.300

50.0

37.5

125.0

100.0

75.0

63.0

99100

14.0

10.0

6.3

5.0



Investigation


003


1

Greyish brown mottled black fine to medium SAND.

Particle Size

Distribution

Hole ID

D100


0.50m

B

Specimen Depth

0.50m

Specimen No.

98

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

95

Leeds Laboratory


4

100

100

100

92

84100

100 45

100

100

100 96

3.35

100

28.0

20.0

14

0.300

50.0

37.5

125.0

100.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


009


1

Greyish brown SAND.

Particle Size

Distribution

Hole ID

D100


2.50m

B

Specimen Depth

2.50m

Specimen No.

99

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

92

Leeds Laboratory


6

100

100

100

90

83100

100 47

99

100

100 94

3.35

99

28.0

20.0

16

0.300

50.0

37.5

125.0

100.0

75.0

63.0

99100

14.0

10.0

6.3

5.0



Investigation


003


1

Brownish grey SAND.

Particle Size

Distribution

Hole ID

D102


0.50m

B

Specimen Depth

0.50m

Specimen No.

97

0.212

0.150

0.063

98

0.425

2.00

1.18

0.600

General remarks

2

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

95

Leeds Laboratory


4

100

100

100

92

84100

100 42

100

100

100 96

3.35

100

28.0

20.0

12

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


009


1

Brown SAND

Particle Size

Distribution

Hole ID

D102


2.50m

B

Specimen Depth

2.50m

Specimen No.

99

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

86


% passing

50

Leeds Laboratory


4

100

100

100

30

2494

91 18

73

81

100 35

3.35

67

28.0

20.0

12

0.300

50.0

37.5

125.0

90.0

75.0

63.0

61100

14.0

10.0

6.3

5.0



Investigation


004


1

Brown SAND and GRAVEL. Gravel is fine to coarse angular

Particle Size

Distribution

Hole ID

D104


1.50m

B

Specimen Depth

1.50m

Specimen No.

46

0.212

0.150

0.063

54

0.425

2.00

1.18

0.600

General remarks

46

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

85

Leeds Laboratory


7

100

100

100

52

41100

100 29

99

100

100 63

3.35

99

28.0

20.0

20

0.300

50.0

37.5

125.0

90.0

75.0

63.0

98100

14.0

10.0

6.3

5.0



Investigation


012


1

Brown SAND

Particle Size

Distribution

Hole ID

D104


5.50m

B

Specimen Depth

5.50m

Specimen No.

82

0.212

0.150

0.063

92

0.425

2.00

1.18

0.600

General remarks

8

0

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

83

Leeds Laboratory


10

100

100

100

74

64100

100 37

97

97

100 79

3.35

96

28.0

20.0

17

0.300

50.0

37.5

125.0

90.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


003


1


Particle Size

Distribution

Hole ID

E65


0.50m

B

Specimen Depth

0.50m

Specimen No.

88

0.212

0.150

0.063

93

0.425

2.00

1.18

0.600

General remarks

7

0

%

10

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

99


% passing

83

Leeds Laboratory


10

100

100

100

77

67100

100 37

97

98

100 82

3.35

96

28.0

20.0

17

0.300

50.0

37.5

125.0

90.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


009


1

Brown slightly gravelly SAND. Gravel is fine to medium subangular

Particle Size

Distribution

Hole ID

E65


2.50m

B

Specimen Depth

2.50m

Specimen No.

89

0.212

0.150

0.063

93

0.425

2.00

1.18

0.600

General remarks

8

0

%

10

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

96


% passing

63

Leeds Laboratory


3

100

100

100

20

15100

100 12

85

91

100 25

3.35

81

28.0

20.0

7

0.300

50.0

37.5

125.0

90.0

75.0

63.0

76100

14.0

10.0

6.3

5.0



Investigation


015


1

Brown slightly gravelly SAND. Gravel is fine to medium subangular

Particle Size

Distribution

Hole ID

E65


4.50m

B

Specimen Depth

4.50m

Specimen No.

54

0.212

0.150

0.063

67

0.425

2.00

1.18

0.600

General remarks

34

0

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


22

100


% passing

81

0.0028

0.0081


% passing

25

33

Leeds Laboratory


32

0.0248

0.0177

15

17

11

90.0014

0.0040100

100

100

52

4892

88 44

73

77

100 55

3.35

71

300.0483

28.0

20.0

40

0.300

50.0

37.5

125.0

90.0

75.0

63.0

68100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

1

Brown sandy gravelly CLAY. Gravel is fine to coarse angular to subrounded.

Particle Size

Distribution

Hole ID

E65


8.00m

C

Specimen Depth

8.24m

Specimen No.

60

0.212

0.150

0.063

64

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

36

0

%

10

22

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

87

Leeds Laboratory


5

100

100

100

72

55100

100 19

98

100

100 80

3.35

97

28.0

20.0

10

0.300

50.0

37.5

125.0

90.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


004


1


Particle Size

Distribution

Hole ID

E66


1.50m

B

Specimen Depth

1.50m

Specimen No.

90

0.212

0.150

0.063

92

0.425

2.00

1.18

0.600

General remarks

8

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

89

Leeds Laboratory


6

100

100

100

76

61100

100 20

99

100

100 84

3.35

99

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

97100

14.0

10.0

6.3

5.0



Investigation


008


1


Particle Size

Distribution

Hole ID

E66


3.50m

B

Specimen Depth

3.50m

Specimen No.

93

0.212

0.150

0.063

96

0.425

2.00

1.18

0.600

General remarks

4

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

98


% passing

84

Leeds Laboratory


7

100

100

100

70

57100

100 23

96

97

100 78

3.35

95

28.0

20.0

12

0.300

50.0

37.5

125.0

90.0

75.0

63.0

93100

14.0

10.0

6.3

5.0



Investigation


014


1


Particle Size

Distribution

Hole ID

E66


6.50m

B

Specimen Depth

6.50m

Specimen No.

88

0.212

0.150

0.063

91

0.425

2.00

1.18

0.600

General remarks

9

0

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


24

89


% passing

80

0.0028

0.0080


% passing

27

34

Leeds Laboratory


31

0.0243

0.0175

16

18

13

100.0015

0.0043100

100

100

51

4786

82 43

74

77

100 54

3.35

71

280.0481

28.0

20.0

39

0.300

50.0

37.5

125.0

90.0

75.0

63.0

68100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

1


Particle Size

Distribution

Hole ID

E66



11.60m

C

Specimen Depth

11.60m

Specimen No.

60

0.212

0.150

0.063

64

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

36

0

%

11

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

87

Leeds Laboratory


11

100

100

100

85

69100

100 29

98

98

100 92

3.35

98

28.0

20.0

14

0.300

50.0

37.5

125.0

90.0

75.0

63.0

98100

14.0

10.0

6.3

5.0



Investigation


004


1

Brown SAND

Particle Size

Distribution

Hole ID

E69


1.50m

B

Specimen Depth

1.50m

Specimen No.

96

0.212

0.150

0.063

97

0.425

2.00

1.18

0.600

General remarks

3

0

%

11

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

96


% passing

83

Leeds Laboratory


7

100

100

100

75

58100

97 23

93

94

100 83

3.35

92

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

91100

14.0

10.0

6.3

5.0



Investigation


008


1

Brown slightly gravelly SAND. Gravel is fine to coarse subangular

Particle Size

Distribution

Hole ID

E69


3.50m

B

Specimen Depth

3.50m

Specimen No.

89

0.212

0.150

0.063

90

0.425

2.00

1.18

0.600

General remarks

10

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


22

92


% passing

74

0.0037

0.0080


% passing

24

32

Leeds Laboratory


31

0.0243

0.0174

14

17

13

90.0015

0.0044100

100

100

50

4682

77 42

68

72

100 53

3.35

67

290.0470

28.0

20.0

39

0.300

50.0

37.5

125.0

90.0

75.0

63.0

65100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

1


Particle Size

Distribution

Hole ID

E69



8.10m

C

Specimen Depth

8.10m

Specimen No.

59

0.212

0.150

0.063

62

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

38

0

%

10

21

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

97


% passing

86

Leeds Laboratory


8

100

100

100

77

61100

100 24

97

97

100 87

3.35

96

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


004


1


Particle Size

Distribution

Hole ID

E71


1.50m

B

Specimen Depth

1.50m

Specimen No.

93

0.212

0.150

0.063

94

0.425

2.00

1.18

0.600

General remarks

6

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

84

Leeds Laboratory


8

100

100

100

77

64100

100 27

94

96

100 85

3.35

93

28.0

20.0

12

0.300

50.0

37.5

125.0

90.0

75.0

63.0

93100

14.0

10.0

6.3

5.0



Investigation


010


1


Particle Size

Distribution

Hole ID

E71


4.50m

B

Specimen Depth

4.50m

Specimen No.

91

0.212

0.150

0.063

92

0.425

2.00

1.18

0.600

General remarks

8

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

85

Leeds Laboratory


8

100

100

100

77

61100

100 25

96

98

100 84

3.35

95

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

94100

14.0

10.0

6.3

5.0



Investigation


016


1


Particle Size

Distribution

Hole ID

E71


9.00m

B

Specimen Depth

9.00m

Specimen No.

91

0.212

0.150

0.063

93

0.425

2.00

1.18

0.600

General remarks

7

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

84

Leeds Laboratory


11

100

100

100

80

63100

100 27

97

99

100 87

3.35

96

28.0

20.0

14

0.300

50.0

37.5

125.0

90.0

75.0

63.0

96100

14.0

10.0

6.3

5.0



Investigation


004


1

Brownish grey SAND

Particle Size

Distribution

Hole ID

E72


1.50m

B

Specimen Depth

1.50m

Specimen No.

93

0.212

0.150

0.063

95

0.425

2.00

1.18

0.600

General remarks

5

0

%

11

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

86

Leeds Laboratory


9

100

100

100

78

60100

100 25

97

98

100 86

3.35

96

28.0

20.0

12

0.300

50.0

37.5

125.0

90.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


008


1

Brown slightly gravelly SAND. Gravel is fine to medium.

Particle Size

Distribution

Hole ID

E72


3.50m

B

Specimen Depth

3.50m

Specimen No.

93

0.212

0.150

0.063

94

0.425

2.00

1.18

0.600

General remarks

6

0

%

9

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

77


% passing

42


% passing

33

Leeds Laboratory


3

100

100

100

31

2559

51 10

38

39

100 34

3.35

37

28.0

20.0

5

0.300

50.0

37.5

125.0

90.0

75.0

63.0

37100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown sandy GRAVEL. Gravel is fine to coarse angular.

Particle Size

Distribution

Hole ID

E75



0.50m

B

Specimen Depth

0.50m

Specimen No.

36

0.212

0.150

0.063

37

0.425

2.00

1.18

0.600

General remarks

63

0

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

93


% passing

77


% passing

43

Leeds Laboratory


4

100

100

100

28

2390

84 16

62

70

100 32

3.35

58

28.0

20.0

11

0.300

50.0

37.5

125.0

90.0

75.0

63.0

54100

14.0

10.0

6.3

5.0



Investigation


006


1

Brown gravelly SAND. Gravel is fine to coarse subrounded and angular.

Particle Size

Distribution

Hole ID

E75



2.50m

B

Specimen Depth

2.50m

Specimen No.

41

0.212

0.150

0.063

47

0.425

2.00

1.18

0.600

General remarks

53

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

83

Leeds Laboratory


2

100

100

100

47

41100

100 21

95

97

100 52

3.35

94

28.0

20.0

5

0.300

50.0

37.5

125.0

90.0

75.0

63.0

92100

14.0

10.0

6.3

5.0



Investigation


002


1


Particle Size

Distribution

Hole ID

E105


0.00m

B

Specimen Depth

0.00m

Specimen No.

71

0.212

0.150

0.063

85

0.425

2.00

1.18

0.600

General remarks

15

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

88

Leeds Laboratory


2

100

100

100

58

51100

100 31

98

100

100 63

3.35

97

28.0

20.0

6

0.300

50.0

37.5

125.0

90.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


014


1

Greyish brown slightly gravelly SAND

Particle Size

Distribution

Hole ID

E105


3.50m

B

Specimen Depth

3.50m

Specimen No.

82

0.212

0.150

0.063

90

0.425

2.00

1.18

0.600

General remarks

10

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

96


% passing

73

Leeds Laboratory


1

100

100

100

28

22100

96 11

90

94

100 37

3.35

86

28.0

20.0

3

0.300

50.0

37.5

125.0

90.0

75.0

63.0

80100

14.0

10.0

6.3

5.0



Investigation


022


1

Brown gravelly SAND. Gravel is fine to coarse subrounded

Particle Size

Distribution

Hole ID

E105


5.50m

B

Specimen Depth

5.50m

Specimen No.

65

0.212

0.150

0.063

74

0.425

2.00

1.18

0.600

General remarks

26

0

%

1

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

92

Leeds Laboratory


2

100

100

100

79

70100

100 34

98

100

100 83

3.35

97

28.0

20.0

5

0.300

50.0

37.5

125.0

90.0

75.0

63.0

96100

14.0

10.0

6.3

5.0



Investigation


002


1

Brownish grey slightly gravelly SAND

Particle Size

Distribution

Hole ID

E106


0.00m

B

Specimen Depth

0.00m

Specimen No.

91

0.212

0.150

0.063

94

0.425

2.00

1.18

0.600

General remarks

6

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

87

Leeds Laboratory


2

100

100

100

58

51100

100 28

97

99

100 65

3.35

95

28.0

20.0

6

0.300

50.0

37.5

125.0

100.0

75.0

63.0

92100

14.0

10.0

6.3

5.0



Investigation


010


1


Particle Size

Distribution

Hole ID

E106


2.50m

B

Specimen Depth

2.50m

Specimen No.

84

0.212

0.150

0.063

89

0.425

2.00

1.18

0.600

General remarks

11

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

93

Leeds Laboratory


2

100

100

100

63

58100

100 32

99

100

100 73

3.35

98

28.0

20.0

7

0.300

50.0

37.5

125.0

90.0

75.0

63.0

96100

14.0

10.0

6.3

5.0



Investigation


018


1

Brown SAND

Particle Size

Distribution

Hole ID

E106



4.50m

B

Specimen Depth

4.50m

Specimen No.

93

0.212

0.150

0.063

95

0.425

2.00

1.18

0.600

General remarks

5

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

98


% passing

93

Leeds Laboratory


3

100

100

100

73

61100

100 24

97

98

100 83

3.35

97

28.0

20.0

6

0.300

50.0

37.5

125.0

90.0

75.0

63.0

96100

14.0

10.0

6.3

5.0



Investigation


003


1


Particle Size

Distribution

Hole ID

E107


0.50m

B

Specimen Depth

0.50m

Specimen No.

93

0.212

0.150

0.063

95

0.425

2.00

1.18

0.600

General remarks

5

0

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

90

Leeds Laboratory


8

100

100

100

66

48100

100 21

100

100

100 82

3.35

100

28.0

20.0

12

0.300

50.0

37.5

125.0

100.0

75.0

63.0

99100

14.0

10.0

6.3

5.0



Investigation


011


1

Grey SAND.

Particle Size

Distribution

Hole ID

E107


4.50m

B

Specimen Depth

4.50m

Specimen No.

95

0.212

0.150

0.063

98

0.425

2.00

1.18

0.600

General remarks

3

0

%

8

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

75

Leeds Laboratory


2

100

100

100

45

42100

100 26

100

100

100 48

3.35

99

28.0

20.0

7

0.300

50.0

37.5

125.0

90.0

75.0

63.0

95100

14.0

10.0

6.3

5.0



Investigation


001


1

Brown gravelly SAND.

Particle Size

Distribution

Hole ID

E108


0.00m

B

Specimen Depth

0.00m

Specimen No.

60

0.212

0.150

0.063

78

0.425

2.00

1.18

0.600

General remarks

22

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

63

Leeds Laboratory


11

100

100

100

47

43100

100 31

95

98

100 51

3.35

92

28.0

20.0

18

0.300

50.0

37.5

125.0

90.0

75.0

63.0

88100

14.0

10.0

6.3

5.0



Investigation


008


1

Grey slightly clayey gravelly SAND. Gravel is fine to medium rounded

Particle Size

Distribution

Hole ID

E108


2.00m

B

Specimen Depth

2.00m

Specimen No.

62

0.212

0.150

0.063

74

0.425

2.00

1.18

0.600

General remarks

26

0

%

11

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

95


% passing

79


% passing

60

Leeds Laboratory


4

100

100

100

42

3889

82 24

75

78

100 46

3.35

74

28.0

20.0

9

0.300

50.0

37.5

125.0

100.0

75.0

63.0

72100

14.0

10.0

6.3

5.0



Investigation


011


1

Greyish brown gravelly SAND. Gravel is fine to coarse well rounded.

Particle Size

Distribution

Hole ID

E108



3.00m

B

Specimen Depth

3.00m

Specimen No.

57

0.212

0.150

0.063

64

0.425

2.00

1.18

0.600

General remarks

36

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

95

Leeds Laboratory


4

100

100

100

91

87100

100 48

100

100

100 93

3.35

100

28.0

20.0

9

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


002


1

Greyish brown SAND

Particle Size

Distribution

Hole ID

E109


0.00m

B

Specimen Depth

0.00m

Specimen No.

96

0.212

0.150

0.063

99

0.425

2.00

1.18

0.600

General remarks

1

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

84


% passing

61

Leeds Laboratory


1

100

100

100

31

2589

86 13

77

81

100 36

3.35

74

28.0

20.0

4

0.300

50.0

37.5

125.0

90.0

75.0

63.0

70100

14.0

10.0

6.3

5.0



Investigation


010


1

Brwon gravelly SAND. Gravel is fine to coarse rounded

Particle Size

Distribution

Hole ID

E109



2.50m

B

Specimen Depth

2.50m

Specimen No.

52

0.212

0.150

0.063

62

0.425

2.00

1.18

0.600

General remarks

38

0

%

1

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

96


% passing

75

Leeds Laboratory


4

100

100

100

57

47100

100 21

88

91

100 64

3.35

85

28.0

20.0

10

0.300

50.0

37.5

125.0

90.0

75.0

63.0

82100

14.0

10.0

6.3

5.0



Investigation


019


1

Brown gravelly SAND. Gravel is fine to medium rounded

Particle Size

Distribution

Hole ID

E109


5.00m

B

Specimen Depth

5.00m

Specimen No.

75

0.212

0.150

0.063

79

0.425

2.00

1.18

0.600

General remarks

21

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

67

Leeds Laboratory


2

100

100

100

37

32100

100 18

98

99

100 41

3.35

95

28.0

20.0

4

0.300

50.0

37.5

125.0

100.0

75.0

63.0

90100

14.0

10.0

6.3

5.0



Investigation


005


1

Brown slightly gravelly SAND with shell fragments

Particle Size

Distribution

Hole ID

E110


1.50m

B

Specimen Depth

1.50m

Specimen No.

53

0.212

0.150

0.063

69

0.425

2.00

1.18

0.600

General remarks

31

0

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

98


% passing

87

Leeds Laboratory


6

100

100

100

82

75100

100 40

95

97

100 86

3.35

95

28.0

20.0

14

0.300

50.0

37.5

125.0

100.0

75.0

63.0

94100

14.0

10.0

6.3

5.0



Investigation


003


1


Particle Size

Distribution

Hole ID

E111


0.50m

B

Specimen Depth

0.50m

Specimen No.

91

0.212

0.150

0.063

93

0.425

2.00

1.18

0.600

General remarks

7

0

%

6

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

94

Leeds Laboratory


5

100

100

100

93

85100

100 45

100

100

100 97

3.35

100

28.0

20.0

14

0.300

50.0

37.5

125.0

100.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


009


1

Brown SAND

Particle Size

Distribution

Hole ID

E111


2.50m

B

Specimen Depth

2.50m

Specimen No.

99

0.212

0.150

0.063

100

0.425

2.00

1.18

0.600

General remarks

0

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

65

Leeds Laboratory


5

100

100

100

39

35100

100 22

97

99

100 43

3.35

94

28.0

20.0

10

0.300

50.0

37.5

125.0

100.0

75.0

63.0

86100

14.0

10.0

6.3

5.0



Investigation


001


1

Brown gravelly SAND. Gravel is fine to medium.

Particle Size

Distribution

Hole ID

E112


0.00m

B

Specimen Depth

0.00m

Specimen No.

57

0.212

0.150

0.063

71

0.425

2.00

1.18

0.600

General remarks

30

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

100


% passing

96

Leeds Laboratory


4

100

100

100

93

85100

100 47

100

100

100 96

3.35

100

28.0

20.0

14

0.300

50.0

37.5

125.0

90.0

75.0

63.0

100100

14.0

10.0

6.3

5.0



Investigation


006


1

Brown SAND

Particle Size

Distribution

Hole ID

E112


2.00m

B

Specimen Depth

2.00m

Specimen No.

99

0.212

0.150

0.063

100

0.425

2.00

1.18

0.600

General remarks

0

0

%

4

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

100


% passing

80


% passing

74

Leeds Laboratory


5

100

100

100

72

6580

80 32

80

80

100 75

3.35

80

28.0

20.0

12

0.300

50.0

37.5

125.0

100.0

75.0

63.0

80100

14.0

10.0

6.3

5.0



Investigation


003


1

Brown slightly gravelly SAND. Gravel is fine to coarse angular. (Diesel odour)

Particle Size

Distribution

Hole ID

E115



0.50m

B

Specimen Depth

0.50m

Specimen No.

78

0.212

0.150

0.063

79

0.425

2.00

1.18

0.600

General remarks

21

0

%

5

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

83


% passing

75


% passing

58

Leeds Laboratory


6

100

92

100

47

3982

79 23

71

74

91 52

3.35

70

28.0

20.0

9

0.300

50.0

37.5

125.0

100.0

75.0

63.0

68100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown gravelly SAND. Gravel is fine to coarse angular.

Particle Size

Distribution

Hole ID

E116



0.50m

B

Specimen Depth

0.50m

Specimen No.

60

0.212

0.150

0.063

64

0.425

2.00

1.18

0.600

General remarks

27

8

%

7

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


24

100


% passing

87

0.0039

0.0083


% passing

27

40

Leeds Laboratory


34

0.0254

0.0181

14

19

13

90.0010

0.0045100

100

100

57

5295

92 47

81

84

100 61

3.35

79

320.0497

28.0

20.0

43

0.300

50.0

37.5

125.0

100.0

75.0

63.0

77100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


Sample type

2


Particle Size

Distribution

Hole ID

GS11



6.80m

C

Specimen Depth

6.80m

Specimen No.

69

0.212

0.150

0.063

74

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

27

0

%

10

23

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

70


% passing

36


% passing

11

Leeds Laboratory


2

100

81

100

10

962

47 6

22

28

77 10

3.35

19

28.0

20.0

3

0.300

50.0

37.5

125.0

90.0

75.0

63.0

17100

14.0

10.0

6.3

5.0



Investigation


001


1

Brown sandy GRAVEL with cobbles. Gravel is fine to coarse rounded and subangular.

Particle Size

Distribution

Hole ID

TP01



0.10m

B

Specimen Depth

0.10m

Specimen No.

12

0.212

0.150

0.063

14

0.425

2.00

1.18

0.600

General remarks

67

20

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


18

96


% passing

75

0.0041

0.0084


% passing

20

35

Leeds Laboratory


25

0.0258

0.0184

10

13

8

60.0010

0.0048100

100

100

46

4294

84 38

68

71

100 49

3.35

66

230.0510

28.0

20.0

33

0.300

50.0

37.5

125.0

90.0

75.0

63.0

64100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


003


1


Particle Size

Distribution

Hole ID

TP02


0.50m

B

Specimen Depth

0.50m

Specimen No.

56

0.212

0.150

0.063

60

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

40

0

%

6

18

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

88


% passing

80


% passing

61

Leeds Laboratory


12

89

89

100

45

3485

84 24

76

78

89 56

3.35

75

28.0

20.0

18

0.300

50.0

37.5

125.0

90.0

75.0

63.0

7489

14.0

10.0

6.3

5.0



Investigation


001


1

Brown gravelly SAND. Gravel is fine to coarse with cobbles.

Particle Size

Distribution

Hole ID

TP03



0.00m

B

Specimen Depth

0.00m

Specimen No.

70

0.212

0.150

0.063

73

0.425

2.00

1.18

0.600

General remarks

16

11

%

12

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


21

97


% passing

81

0.0042

0.0084


% passing

22

43

Leeds Laboratory


29

0.0260

0.0185

12

15

10

60.0010

0.0049100

100

100

57

5192

87 46

77

79

100 62

3.35

76

280.0510

28.0

20.0

40

0.300

50.0

37.5

125.0

90.0

75.0

63.0

74100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


005


1

Orangish brown slightly gravelly sandy CLAY. Gravel is fine to coarse.

Particle Size

Distribution

Hole ID

TP04


2.00m

B

Specimen Depth

2.00m

Specimen No.

68

0.212

0.150

0.063

71

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

29

0

%

7

21

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

64


% passing

37


% passing

6

Leeds Laboratory


1

72

72

100

4

453

41 2

26

32

69 4

3.35

19

28.0

20.0

1

0.300

50.0

37.5

125.0

90.0

75.0

63.0

1172

14.0

10.0

6.3

5.0



Investigation


003


2

Brown slightly sandy GRAVEL with occasional cobbles.

Particle Size

Distribution

Hole ID

TP05


#N/A

0.50m

B

Specimen Depth

0.50m

Specimen No.

5

0.212

0.150

0.063

7

0.425

2.00

1.18

0.600

General remarks

65

29

%

0

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

53


% passing

35


% passing

26

Leeds Laboratory


1

86

79

100

5

346

36 2

32

35

66 10

3.35

31

28.0

20.0

2

0.300

50.0

37.5

125.0

90.0

75.0

63.0

30100

14.0

10.0

6.3

5.0



Investigation


006


1

Brown sandy fine to coarse GRAVEL with occasional cobbles.

Particle Size

Distribution

Hole ID

TP06



2.50m

B

Specimen Depth

2.50m

Specimen No.

22

0.212

0.150

0.063

27

0.425

2.00

1.18

0.600

General remarks

49

24

%

1

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

92


% passing

65


% passing

15

Leeds Laboratory


1

100

98

100

7

586

81 4

38

53

98 8

3.35

30

28.0

20.0

2

0.300

50.0

37.5

125.0

90.0

75.0

63.0

22100

14.0

10.0

6.3

5.0



Investigation


002


1

Brown slightly sandy GRAVEL. Gravel is fine to coarse rounded with occasional cobbles.

Particle Size

Distribution

Hole ID

TP07


1.00m

B

Specimen Depth

1.00m

Specimen No.

12

0.212

0.150

0.063

17

0.425

2.00

1.18

0.600

General remarks

82

2

%

1

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

62


% passing

40


% passing

18

Leeds Laboratory


3

95

81

100

9

857

51 6

29

34

73 11

3.35

27

28.0

20.0

5

0.300

50.0

37.5

125.0

90.0

75.0

63.0

24100

14.0

10.0

6.3

5.0



Investigation


003


1

Dark brown sandy fine to coarse well rounded to rounded GRAVEL with cobbles

Particle Size

Distribution

Hole ID

TP08



1.50m

B

Specimen Depth

1.50m

Specimen No.

17

0.212

0.150

0.063

21

0.425

2.00

1.18

0.600

General remarks

58

21

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

82


% passing

57


% passing

21

Leeds Laboratory


3

100

89

100

7

674

67 5

37

46

89 9

3.35

33

28.0

20.0

4

0.300

50.0

37.5

125.0

90.0

75.0

63.0

29100

14.0

10.0

6.3

5.0



Investigation


003


1

Brown sandy fine to coarse GRAVEL with cobbles.

Particle Size

Distribution

Hole ID

TP09



0.60m

B

Specimen Depth

0.60m

Specimen No.

17

0.212

0.150

0.063

23

0.425

2.00

1.18

0.600

General remarks

66

11

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

78


% passing

55


% passing

26

Leeds Laboratory


2

100

92

100

8

672

67 5

41

49

84 12

3.35

37

28.0

20.0

4

0.300

50.0

37.5

125.0

90.0

75.0

63.0

33100

14.0

10.0

6.3

5.0



Investigation


001


1

Brown slightly sandy GRAVEL. Gravel is medium to coarse subangular with cobbles.

Particle Size

Distribution

Hole ID

TP10



0.50m

B

Specimen Depth

0.50m

Specimen No.

22

0.212

0.150

0.063

28

0.425

2.00

1.18

0.600

General remarks

62

10

%

2

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

76


% passing

57


% passing

27

Leeds Laboratory


1

86

86

100

8

669

65 4

39

47

80 12

3.35

35

28.0

20.0

2

0.300

50.0

37.5

125.0

90.0

75.0

63.0

32100

14.0

10.0

6.3

5.0



Investigation


003


1

Brown sandy GRAVEL with cobbles.

Particle Size

Distribution

Hole ID

TP11



1.50m

B

Specimen Depth

1.50m

Specimen No.

23

0.212

0.150

0.063

28

0.425

2.00

1.18

0.600

General remarks

57

15

%

1

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


3

95


% passing

77

0.0003

0.0007


% passing

3

38

Leeds Laboratory


26

0.0020

0.0014

2

2

2

10.0001

0.0004100

100

100

48

4390

82 39

71

74

100 51

3.35

69

40.0040

28.0

20.0

35

0.300

50.0

37.5

125.0

90.0

75.0

63.0

66100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


007


2


Particle Size

Distribution

Hole ID

TP11


2.80m

B

Specimen Depth

2.80m

Specimen No.

58

0.212

0.150

0.063

63

0.425

2.00

1.18

0.600

265Mg/m³

General remarks

37

0

%

3

21

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

90


% passing

78


% passing

44

Leeds Laboratory


11

100

100

100

33

2787

83 21

67

72

95 39

3.35

64

28.0

20.0

17

0.300

50.0

37.5

125.0

90.0

75.0

63.0

60100

14.0

10.0

6.3

5.0



Investigation


004


1

MADE GROUND: Dark brown slightly clayey sand and gravel with some concrete and

tarmac fragments. Gravel is angular.

Particle Size

Distribution

Hole ID

TP12


1.50m

B

Specimen Depth

1.50m

Specimen No.

49

0.212

0.150

0.063

55

0.425

2.00

1.18

0.600

General remarks

44

1

%

11

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

78


% passing

63


% passing

36

Leeds Laboratory


3

96

96

100

14

1072

68 8

51

58

89 18

3.35

49

28.0

20.0

6

0.300

50.0

37.5

125.0

90.0

75.0

63.0

45100

14.0

10.0

6.3

5.0



Investigation


003


1

Brown sandy GRAVEL with occasional cobbles. Gravel is fine to coarse subangular to

angular.

Particle Size

Distribution

Hole ID

TP13



1.50m

B

Specimen Depth

1.50m

Specimen No.

30

0.212

0.150

0.063

39

0.425

2.00

1.18

0.600

General remarks

56

6

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

90


% passing

73


% passing

37

Leeds Laboratory


11

96

96

100

29

2487

81 20

59

67

94 33

3.35

56

28.0

20.0

17

0.300

50.0

37.5

125.0

90.0

75.0

63.0

52100

14.0

10.0

6.3

5.0



Investigation


002


1

MADE GROUND : Brown gravelly sand with occasional cobbles, concrete and tar

fragments.

Particle Size

Distribution

Hole ID

TP14


0.50m

B

Specimen Depth

0.50m

Specimen No.

42

0.212

0.150

0.063

47

0.425

2.00

1.18

0.600

General remarks

48

4

%

11

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

76


% passing

45


% passing

22

Leeds Laboratory


3

89

89

100

13

1166

55 8

35

40

89 15

3.35

32

28.0

20.0

6

0.300

50.0

37.5

125.0

90.0

75.0

63.0

2989

14.0

10.0

6.3

5.0



Investigation


003


1

Brown sandy fine to coarse subrounded GRAVEL with some cobbles

Particle Size

Distribution

Hole ID

TP15



1.80m

B

Specimen Depth

1.80m

Specimen No.

20

0.212

0.150

0.063

25

0.425

2.00

1.18

0.600

General remarks

64

11

%

3

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


19

91


% passing

79

0.0045

0.0083


% passing

20

39

Leeds Laboratory


26

0.0258

0.0183

11

15

7

60.0010

0.0053100

96

100

47

4387

84 38

74

77

95 50

3.35

72

240.0507

28.0

20.0

34

0.300

50.0

37.5

125.0

90.0

75.0

63.0

69100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


001


1

Brown gravelly sandy CLAY with occasional cobbles. Gravel is fine to coarse subangular

Particle Size

Distribution

Hole ID

TP16


0.00m

B

Specimen Depth

0.00m

Specimen No.

58

0.212

0.150

0.063

64

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

32

4

%

6

19

0.002

0.006

0.03

0.06

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100


Sieve Size (mm)

Description

PARTICLE SIZE

Silt and clay:

Sand:

Gravel:

Cobbles:

Approved by:

Print date


WET SIEVE DATA

67


% passing

64


% passing

46

Leeds Laboratory


10

67

67

100

37

3165

64 25

62

63

67 42

3.35

61

28.0

20.0

18

0.300

50.0

37.5

125.0

90.0

75.0

63.0

60100

14.0

10.0

6.3

5.0



Investigation


006


1

Brown slightly gravelly SAND with occasional cobbles.

Particle Size

Distribution

Hole ID

TP17



3.00m

B

Specimen Depth

3.00m

Specimen No.

51

0.212

0.150

0.063

56

0.425

2.00

1.18

0.600

General remarks

11

33

%

10

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

centa

ge

Pas

sing (%

)

Sieve Size (mm)

Description

PARTICLE SIZE

Clay:

Silt:

Sand:

Gravel:

Cobbles:


Approved by:

Print date


Cumulative

% passing


15

92


% passing

79

0.0033

0.0098


% passing

17

25

Leeds Laboratory


22

0.0261

0.0186

8

10

4

20.0016

0.0060100

100

100

33

3188

85 29

67

74

97 35

3.35

64

210.0513

28.0

20.0

26

0.300

50.0

37.5

125.0

90.0

75.0

63.0

57100

14.0

10.0

6.3

5.0

Equivalent

particle

diameter mm



Investigation


001


1

Brownish grey slightly clayey sandy fine to coarse GRAVEL

Particle Size

Distribution

Hole ID

TP18



0.50m

B

Specimen Depth

0.50m

Specimen No.

39

0.212

0.150

0.063

47

0.425

2.00

1.18

0.600

2.65Mg/m³

General remarks

52

1

%

2

19

0.0

02

0.0

06

0.0

3

0.0

6

0.2

0.6

2 6 20

60

0

10

20

30

40

50

60

70

80

90

100

Per

cen

tag

e P

assi

ng

(%)

Sieve Size (mm)

www.soil-engineering.co.uk

Leeds

Head Office & Geotechnical Laboratory Parkside Lane, Dewsbury Road, Leeds LS11 5SX T: 0113 2711111E: [email protected]

Camberley

Southern OfficeFoundation Court, Riverside Way, Watchmoor Park, Camberley GU15 3RG T: 01276 674940 E: [email protected]

Motherwell

Scottish Office, Unit 22, Biggar Road Industrial Estate, Cleland, Motherwell ML1 5PBT: 01698 863 400 E: [email protected]

FS 272331265

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APPENDIX 6-C GROUND INVESTIGATION REPORT FOR BAY OF...

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