proposed school of physics, engineering and computer

Cable Percussion and Rotary Cored

Dynamic Probe

Trial Pit

North

Notes:Microsoft product screen shot(s) reprinted with permission from Microsoft Corporation

Centurion House, Olympus Park, Quedgeley,Gloucester GL2 4NF

Telephone: (01452) 527743 Facsimile: (01452) 729314E-mail: [email protected]

Web: www.geoeng.co.uk

Client:FAITHFUL AND GOULD

Site:CP SNOW BUILDING, UNIVERSITY OF

HERTFORDSHIRE

Title:EXPLORATORY HOLE LOCATION PLAN

Drawn By:EL

Checked By: JH

Paper Size:A3

Scale: 1:500 Date: February 2021

Contract: 36095 Figure: 1

Geotechnical Engineering Limited

www.geoeng.co.uk

FRT01 v13 09/06/17 JH Report Ref: 36095

APPENDIX A

FIELDWORK DATA


KEY TO EXPLORATORY HOLE LOGS

Sample typeD Small disturbed U Undisturbed L Dynamic ES Environmental - soil Cs Core subsample (prepared)B Bulk disturbed UT Undisturbed thin wall C Core EW Environmental - water Ls Dynamic subsample (prepared)LB Large bulk disturbed P Piston W Water

Test typeS SPT - Split spoon sampler followed by uncorrected SPT 'N' ValueC SPT - Solid cone followed by uncorrected SPT 'N' Value(*250 - Where full test drive not completed, linearly extrapolated 'N' value reported, ** - Denotes no effective penetration). Arrow length reflectstest depth range.H Hand vane - direct reading in kPa - not corrected for BS1377 (1990). Re* denotes refusal.M Mackintosh probe - number of blows to achieve 100mm penetrationMx Mexe cone - average reading of equivalent CBR value in %PP Pocket penetrometer - calculated reading in kPaVo Headspace vapour reading, uncorrected peak values in ppm, using a PID (calibrated with isobutylene, using a 10.6eV bulb)

Sample/core range/If

Dynamic sample Undisturbed sample - open drive including thin wall. Symbol length reflects recovery

x x = Total Core Recovery (TCR) as percentage of core run

y y = Solid Core Recovery (SCR) as percentage of core run. Assessment of core is based on full diameter

z z = Rock Quality Designation (RQD). The amount of solid core greater then 100mm expressed as percentage of core run

Where SPT has been carried out at the beginning of core run, disturbed section of core excluded from SCR and RQD assessment

If - fracture spacing - the modal fracture spacing (mm) over the indicated length of core. Where spacing varies significantly, the minimum, mode and maximum values are also given. NI = non-intact coreNA = not applicable

Instrumentation

Porous Perforated Inclinometer Extensometer tip standpipe

Backfill

Granular Bentonite Cement/ Soil Concrete Cover Raised Stopcock response zone seal bentonite grout backfill cover cover

Stratum boundaries

Estimated boundary Grading boundary

LoggingThe logging of soils and rocks has been carried out in general accordance with BS 5930:2015

Chalk is logged in general accordance with Lord et al (2002) CIRIA C574. Where possible, dynamic samples in chalk have been logged in accordancewith CIRIA C574; descriptions and gradings (if presented) should be treated with caution given the potential for sample disturbance.

For rocks the term fracture has been used to identify a mechanical break within the core. Where possible incipient and drilling induced fractures have been excluded from the assessment of fracture state. Where doubt exists, a note has been made in the descriptions. All fractures are considered to be continuous unless otherwise reported.

Made Ground is readily identified when, within the natural make up, man made constituents are evident. Where Made Ground appears to be reworked natural material the differentiation between in situ natural deposits and Made Ground is much more difficult to ascertain. The interpretation of Made Ground within the logs should therefore be treated with caution.

The descriptors "topsoil" and "tarmacadam" are used as generic terms and do not imply conformation to any particular standard or composition.

Rootlets are defined as being less than 2mm in diameter, roots are defined as in excess of 2mm diameter.

General commentsThe process of drilling and sampling will inevitably lead to sample disturbance, mixing or loss of material in some soil and rocks.

Indicated water levels are those recorded during the process of drilling or excavating exploratory holes and may not represent standing water levels.

All depths are measured along the axis of the borehole and are related to ground level at the point of entry. All inclinations are measured normal to the axis of the core.

Where provided, the stratigraphical names/geological rock units are for guidance only and may not be wholly accurate.

Key to Exploratory Hole Logs rev04 26/11/2020 15:25

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ

water recorddepth (m)

instru-ment

testtype &value

Vo 0.0

Vo 0.0

S 17Vo 0.0

Vo 0.0

S 22Vo 0.0

Vo 0.0

S 22Vo 0.0

Vo 0.0

S 34

S *100

C 36

description

Light brown, grey and reddish brown slightly sandy angular to subrounded fine to coarse concrete brick and flint GRAVEL with medium cobble content and frequent plastic fragments. (MADE GROUND)Brown silty gravelly fine to coarse SAND with a medium subangular concrete and flint cobble content. Gravel is angular to subrounded fine to coarse flint concrete and brick. (MADE GROUND)Brown sandy angular to subrounded fine to coarse brick concrete and flint GRAVEL with a high subangular concrete and flint cobble content. (MADE GROUND)Firm becoming stiff brown mottled orangish brown mottled light grey slightly gravelly sandy CLAY. Gravel is angular to subrounded fine to coarse flint and concrete. (MADE GROUND)

Stiff becoming very stiff locally firm brown mottled orangish brown slightly gravelly sandy CLAY. Gravel is angular to subrounded fine and medium flint.

3.75 - 4.15m: Band of light yellowish brown slightly clayey gravelly fine to coarse sand.

Very dense brown locally reddish brown slightly sandy clayey subangular to rounded fine to coarse flint GRAVEL. Brown sandy subangular to rounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content.

Stiff becoming very stiff dark brown mottled orangish brown slightly sandy gravelly CLAY with a medium subangular flint cobble content. Gravel is angular to subrounded fine to coarse flint.

Con nued Next Page

depth(m)

0.05

0.60

1.00

3.40

5.70

6.00

6.50

8.00

reducedlevel(m)

90.50

89.95

89.55

87.15

84.85

84.55

84.05

82.55

legend

1D 0.05 - 0.201ES 0.05 - 0.202B 0.05 - 0.202ES 0.30 - 0.503D 0.30 - 0.504B 0.30 - 0.503ES 0.60 - 0.805D 0.60 - 0.806B 0.60 - 0.804ES 1.00 - 1.207D 1.00 - 1.208B 1.00 - 1.205ES 1.50 - 1.609D 1.70 - 2.15

10D 2.20 - 2.306ES 2.20 - 2.30

11D 2.70 - 3.15

12D 3.40 - 3.507ES 3.40 - 3.5013D 3.70 - 4.15

14B 4.20 - 4.508ES 4.20 - 4.30

15D 4.70 - 5.15

16D 5.40 - 5.50

17D 5.70 - 6.00

18B 6.00 - 6.50

19B 7.50 - 8.00

20B 8.00 - 8.50

1.50

2.50

3.20

4.50

4.50

6.80


BOREHOLE LOGCLIENT FAITHFUL AND GOULD BH2001SITE CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE Sheet 1 of 5

Start Date 13 October 2020 Easting 521610 Scale 1:50

End Date 20 October 2020 Northing 207499 Ground Level 90.55mOD Depth 35.00 m

WATER STRIKE Groundwater not encountered

CONTRACT

36095CHECKED

Geotechnical Engineering Ltd, Tel. 01452 527743 36095 CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE 2/5/2021 2:07:57 PM JH

HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED0.00 1.20 Inspection Pit Hand tools1.20 13.00 Cable Percussion Light cable percussion rig

DEPTH (m) CASING (m) ROSE TO (m) AFTER (min) REMARKS

CASING DEPTHDIAM (mm) BASE (m)200 9.80150 12.80168 29.80146 35.00

BACKFILLTOP (m) BASE (m) MATERIAL0.00 0.35 Concrete0.35 0.50 Gravel0.50 2.00 Bentonite2.00 3.00 Gravel

INSTRUMENTATIONDEPTH (m) TYPE3.00 Standpipe35.00 Standpipe

BARREL DIAMETERDIAM (mm) BASE (m)200 9.80150 13.00128 29.80146 35.00

HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)13-10-2020 12:30 0.00 Nil Dry13-10-2020 18:00 6.50 4.50 Dry14-10-2020 08:00 6.50 4.50 Dry14-10-2020 18:15 10.00 9.80 Dry15-10-2020 08:00 10.00 9.80 Dry

REMARKSInstallation completed on 21/10/2020

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S *67

C *68

C 43

S 15

S 17

S 11

description

Stiff locally very stiff orangish brown mottled dark brown slightly sandy gravelly CLAY with a medium angular and subangular flint cobble content. Gravel is angular and subangular fine to coarse flint.

9.00 - 9.20m: Locally tending to slightly sandy very gravelly clay with a high flint cobble content.

Very dense brown and light brown clayey very sandy angular to subrounded fine to coarse flint GRAVEL with rare pockets of clay (up to 50mm).

11.50 - 11.90m: Dense.

CHALK recovered as soft yellowish grey and white slightly sandy gravelly SILT with rare coarse gravel sized pockets of light orangish brown clay. Gravel is angular and subangular fine to coarse white medium density chalk with frequent black specks and brown angular to subrounded fine to coarse flint.

Structureless CHALK composed of white slightly sandy gravelly SILT with rare pockets (up to 50mm diam) of light orangish brown silty clay. Gravel is angular and subangular fine to coarse medium density white with black specks chalk and angular to subrounded fine to coarse flint. (Probably CIRIA Grade Dm).

14.10 - 14.20m: Rare orange staining.

15.20 - 15.40m: Frequent pockets of light orangish brown silty clay.

Con nued Next Page

depth(m)

9.50

11.90

13.00

16.00

reducedlevel(m)

81.05

78.65

77.55

74.55

legend

21D 8.50 - 8.95

22D 9.00 - 9.20

23B 9.50 - 10.00

24B 10.00 - 10.50

25D 10.90 - 11.00

26B 11.50 - 11.95

27B 12.00 - 12.50

28B 12.50 - 13.1029D 12.50 - 12.60UT 12.50 - 13.10

30L 13.00 - 14.20

31D 14.20 - 14.6532L 14.20 - 15.50

33D 15.30 - 15.40

34D 15.50 - 15.9535L 15.50 - 17.00

8.30

9.80

11.30

12.80

14.20

14.20






CONTRACT

36095CHECKED


HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED13.00 29.80 Window Sampler Geotechnical Pioneer Rig


CASING DEPTHDIAM (mm) BASE (m)

BACKFILLTOP (m) BASE (m) MATERIAL3.00 29.50 Bentonite29.50 35.00 Gravel

INSTRUMENTATIONDEPTH (m) TYPE

BARREL DIAMETERDIAM (mm) BASE (m)

HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)15-10-2020 10:30 13.00 12.80 Dry15-10-2020 16:00 13.00 12.80 Dry15-10-2020 17:20 14.20 14.20 Dry16-10-2020 12:30 14.20 14.20 Dry16-10-2020 15:15 17.00 17.00 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 18

S 22

S 13

S 9

S 24

S 19

description

Structureless CHALK composed of light grey locally white slightly sandy silty angular and subangular fine to coarse GRAVEL. Clasts are low and medium density with rare black specks chalk. Matrix is light grey locally light brown. Medium spaced bands of fine to coarse gravel sized rinded flint. (Probably CIRIA Grade Dc).

18.90 - 19.50m: Frequent pockets of light brown orangish silty clay.

Structureless CHALK composed of white locally light grey slightly sandy angular and subangular fine to coarse GRAVEL. Clasts are silty medium locally high density with rare black specks chalk. Matrix is white locally light grey. (Probably CIRIA Grade Dc).

Structureless CHALK composed of light grey locally white slightly sandy gravelly SILT. Clasts are low and medium density angular and subangular light grey locally white chalk, and rarely angular to subrounded fine to coarse rinded flint. (Probably CIRIA Grade Dm).

Con nued Next Page

depth(m)

20.30

22.30

reducedlevel(m)

70.25

68.25

legend

36D 16.60 - 16.70

37D 17.00 - 17.4538L 17.00 - 18.20

39D 18.20 - 18.6540L 18.20 - 19.50

41D 19.50 - 19.9542L 19.50 - 21.00

43D 20.50 - 20.60

44D 21.00 - 21.4545L 21.00 - 22.50

46D 22.10 - 22.20

47D 22.50 - 22.9548L 22.50 - 23.50

49D 23.50 - 23.9550L 23.50 - 24.00

51L 24.00 - 25.50

14.20

17.00

17.00

17.00

21.00

21.00






CONTRACT

36095CHECKED


HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED DEPTH (m) CASING (m) ROSE TO (m) AFTER (min) REMARKS


BACKFILLTOP (m) BASE (m) MATERIAL



HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)19-10-2020 10:45 17.00 17.00 Dry19-10-2020 17:15 25.50 23.50 Dry20-10-2020 08:15 25.50 23.50 Dry20-10-2020 16:25 35.00 28.50 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

100

10000

4300

lƒ

NA

NI


instru-ment

testtype &value

S 13

S 20

S 12

S *48

C 33

description

Structureless CHALK composed of light grey locally white slightly sandy gravelly SILT. Clasts are low and medium density angular and subangular light grey locally white chalk, and rarely angular to subrounded fine to coarse rinded flint. (Probably CIRIA Grade Dm).

25.20 - 25.50m: Structureless angular and subangular fine to coarse chalk gravel. Rare black specks.

27.95 - 28.05m: Subrounded nodular rinded flint cobble.

29.10 - 29.30m: Band of angular and subangular fine to coarse flint gravel.29.40 - 29.45m: Subrounded nodular rinded flint cobble.

Structureless CHALK composed of light grey and white silty angular and subangular fine to coarse GRAVEL. Clasts are low and medium density with rare black specks chalk. Matrix is light grey and white with rare orangish brown staining. (Probably CIRIA Grade Dc).

29.90 - 30.30m: Subrounded nodular rinded flint cobbles.30.40 - 30.50m: Angular to subrounded fine to coarse rinded flint gravel and flint cobbles.

Very weak medium density light grey locally white with rare black specks CHALK. Fractures are randomly orientated very closely and closely spaced planar smooth and undulating smooth locally infilled (up to 10mm) with white silt and rarely stained yellowish brown. (CIRIA Grade C4)

30.85 - 30.95m: Subvertical undulating smooth fracture locally stained orangish brown with frequent black specks and a zone of weakening (up to 20mm) either side of the fracture surface.31.90 - 32.10m: Angular to subrounded fine to coarse rinded flint gravel and flint cobbles.

Con nued Next Page

depth(m)

29.45

30.85

reducedlevel(m)

61.10

59.70

legend

52D 25.10 - 25.20

53D 25.50 - 25.9554L 25.50 - 27.00

55D 27.00 - 27.4556L 27.00 - 28.50

57D 28.10 - 28.20

58D 28.50 - 28.9560L 28.50 - 29.80

59D 29.50 - 29.60

61D 29.80 - 30.2062C 29.80 - 30.0063C 30.00 - 31.00

64C 31.00 - 32.50

23.50

23.50

23.50

28.50

28.50






CONTRACT

36095CHECKED


HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED29.80 35.00 Rotary Core Geotechnical Pioneer Rig






HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

6700

10000

lƒ


instru-ment

testtype &value

C 28

description

Very weak medium density light grey locally white with rare black specks CHALK. Fractures are randomly orientated very closely and closely spaced planar smooth and undulating smooth locally infilled (up to 10mm) with white silt and rarely stained yellowish brown. (CIRIA Grade C4)

32.10 - 32.50m: Drilling disturbed; Recovered as light grey and white silty angular and subangular fine to coarse gravel.32.85 - 33.10m: Subvertical undulating smooth fracture locally stained yellowish brown.33.10 - 33.15m: Angular to subangular fine to coarse flint gravel.

34.25 - 34.40m: Subvertical undulating smooth fracture with frequent black specks.

34.90 - 34.96m: Subvertical undulating smooth fracture locally stained yellowish brown with frequent black specks.

Borehole Completed at 35.00m

depth(m)

35.00

reducedlevel(m)

55.55

legend

65C 32.50 - 34.00

66C 34.00 - 35.00

67D 34.90 - 35.00

28.50






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

Vo 0.0

Vo 0.0

Vo 0.0

Vo 0.0

S 16

C 19

C 16

C 13

C 16

C 25

description

Light yellowish brown silty gravelly medium to coarse SAND with a high subrounded concrete cobble content. Gravel is subangular to rounded fine to coarse concrete and flint.

Dark brownish orange clayey fine to coarse SAND and subrounded to rounded fine to coarse flint GRAVEL.

Brown very clayey sandy angular to rounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content. Medium dense light brown sandy angular to rounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content.

Medium dense thickly laminated grey silty fine and medium SAND and dark red fine and medium sand.

Medium dense light brown very sandy angular to subrounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content.

Con nued Next Page

depth(m)

0.65

1.40

1.90

3.60

4.50

reducedlevel(m)

90.40

89.65

89.15

87.45

86.55

legend

1ES 0.05 - 0.101B 0.10 - 0.202D 0.202ES 0.30 - 0.403B 0.30 - 0.504D 0.403ES 0.70 - 0.805B 0.70 - 0.906D 0.804ES 1.00 - 1.107B 1.00 - 1.208D 1.109D 1.5010D 1.70 - 2.1511B 1.70 - 2.70

12B 2.20 - 2.50

13D 2.50

14B 2.70 - 3.20

15D 3.50

16B 3.70 - 4.20

17D 4.50

18B 4.70 - 5.20

19D 5.50

20B 5.70 - 6.20

21D 6.50

22B 7.00 - 7.45

23D 8.00

1.701.70

2.50

3.50

4.50

5.50

6.80


BOREHOLE LOGCLIENT FAITHFUL AND GOULD BH2002ASITE CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE Sheet 1 of 4



WATER STRIKE

CONTRACT

36095CHECKED


HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED0.00 1.20 Inspection Pit Hand tools1.20 19.50 Cable Percussion Cable percussion rig


CASING DEPTHDIAM (mm) BASE (m)250 5.50168 18.20200 18.80

BACKFILLTOP (m) BASE (m) MATERIAL0.00 0.20 Concrete0.20 0.35 Bentonite0.35 1.50 Gravel1.50 4.50 Bentonite


BARREL DIAMETERDIAM (mm) BASE (m)250 5.50200 19.50128 25.00


REMARKSChiselling 13.90-15.20m (2 hrs). Driller notes possible void during backfilling (excess bentonite required).

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

C 32

C 24

S 3

S 1

C 13

description

Medium dense light brown very sandy angular to subrounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content.

8.50m: Dense.

Firm brown slightly sandy slightly gravelly CLAY thinly interbedded with brown sandy gravel with a low subrounded flint cobble content. Gravel is angular to rounded fine to coarse flint. Stiff brown slightly gravelly CLAY with a low subrounded flint cobble content. Gravel is subangular to rounded fine and medium flint.

CHALK recovered as white and light greyish brown gravelly SILT with a low subrounded flint cobble content. Gravel is subangular fine to coarse very weak and weak medium and high density white with rare black specks chalk, rarely subrounded flint. Relict fractures are possibly subvertical infilled (10mm) with dark orangish brown clay.

Con nued Next Page

depth(m)

9.60

10.30

11.60

reducedlevel(m)

81.45

80.75

79.45

legend

24B 8.50 - 9.00

25D 9.50 - 9.75

26B 10.00 - 10.50

27D 11.00

28D 11.50 - 11.9529B 11.50 - 12.00

30D 12.50

31D 13.00 - 13.4532B 13.00 - 13.5033D 13.25

34D 14.00

35B 14.50 - 16.00

36UT 16.00 - 16.45

8.30

9.80

11.30

12.8012.80

14.30

15.80





WATER STRIKE

CONTRACT

36095CHECKED




BACKFILLTOP (m) BASE (m) MATERIAL4.50 10.00 Gravel10.00 25.00 Bentonite



HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)28-10-2020 11:45 25.00 18.20 22.35

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


24.00

instru-ment

testtype &value

S 21

S 10

S 12

description

Structureless CHALK composed of white and light grey gravelly SILT. Gravel is angular and subangular fine to coarse very weak low density locally medium density white and light grey chalk with rare black specks and rare orangish brown staining. Rare angular to subrounded fine to coarse rinded flint gravel. (Probably CIRIA Grade Dm)

19.85 - 19.95m: Band of subangular and subrounded, fine to coarse rinded flint gravel.

22.95 - 23.00m: Band of subangular and subrounded, fine and medium flint gravel.

Structureless CHALK composed of silty angular and subangular fine to coarse GRAVEL. Clasts are very weak low and medium density white and light grey chalk. Matrix is white locally light grey with rare relict fractures infilled (up to 2mm) with orangish brown silty clay. (Probably CIRIA Grade Dc)

Con nued Next Page

depth(m)

19.50

23.00

reducedlevel(m)

71.55

68.05

legend

38B 16.00 - 17.50

37D 16.45 - 16.50

39B 17.00 - 17.50

40D 17.25

41UT 17.50 - 17.9543B 17.50 - 19.00

42D 17.95 - 18.0044B 18.00 - 18.50

45D 18.75

46UT 19.00 - 19.45

47D 19.45 - 19.5048L 19.50 - 21.00

49D 20.70 - 20.80

50D 21.00 - 21.4551L 21.00 - 22.50

52L 22.50 - 24.00

53D 23.50 - 23.60

54D 24.00 - 24.45

17.30

18.80

18.20

18.2018.20

18.20

18.20





WATER STRIKE

CONTRACT

36095CHECKED


HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED19.50 25.00 Windowless Sampler Geotechnical Pioneer Rig

DEPTH (m) CASING (m) ROSE TO (m) AFTER (min) REMARKS24.00 18.20 22.10 20






REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

description

Structureless CHALK composed of silty angular and subangular fine to coarse GRAVEL. Clasts are very weak low and medium density white and light grey chalk. Matrix is white locally light grey with rare relict fractures infilled (up to 2mm) with orangish brown silty clay. (Probably CIRIA Grade Dc)

24.20 - 24.25m: Band of subangular and subrounded, fine to coarse rinded flint gravel.24.80 - 24.85m: Band of subangular and subrounded, fine to coarse rinded flint gravel.


depth(m)

25.00

reducedlevel(m)

66.05

legend

55L 24.00 - 25.00 18.20





WATER STRIKE

CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


1.20

instru-ment

testtype &value

S 18

C 38

S 24

S 10

S 9

description

Light brownish yellow sandy subangular and subrounded fine to coarse concrete and brick GRAVEL with a high subangular and subrounded concrete cobble content. (MADE GROUND)

Brown very clayey very sandy angular to rounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content. (MADE GROUND)

1.70m: Medium Dense.

Dense light brown silty very sandy subangular to rounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content.

Stiff light brown silty gravelly CLAY with medium spaced thin beds of light brown very sandy subangular to rounded fine to coarse flint gravel.

Stiff thickly laminated light brown slightly gravelly CLAY with laminae of black organic clay with carbonaceous material. Gravel is subangular to rounded fine and medium flint gravel.

CHALK recovered as white and light greyish brown gravelly SILT. Gravel is subangular fine to coarse very weak low density white with rare black specks chalk, rarely subrounded flint.

CHALK recovered as white and light greyish brown gravelly SILT. Gravel is subangular fine to coarse very weak low density white with rare black specks chalk, rarely subrounded flint. Relict fractures are subvertical infilled with dark orangish brown clay (up to 15mm).

Con nued Next Page

depth(m)

0.75

2.50

3.10

3.80

4.60

5.90

reducedlevel(m)

90.10

88.35

87.75

87.05

86.25

84.95

legend

1ES 0.05 - 0.101D 0.102B 0.20 - 0.402ES 0.25 - 0.303D 0.303ES 0.50 - 0.604B 0.50 - 0.705D 0.604ES 0.80 - 0.906B 0.80 - 1.007D 0.908B 1.00 - 1.209D 1.5010D 1.70 - 2.15

11D 2.50

12B 2.70 - 3.20

13B 3.10 - 3.5014D 3.10

15D 3.50 - 3.95

16D 4.00

17D 4.50 - 4.9518B 4.50 - 5.00

19D 5.00

20UT 5.50 - 5.95

21D 5.95 - 6.00

22D 6.50

23D 7.00 - 7.45

24D 8.00

1.60

2.70

3.10

4.50

5.50

7.00





WATER STRIKE

CONTRACT

36095CHECKED

Geotechnical Engineering Ltd, Tel. 01452 527743 36095 CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE 2/5/2021 2:07:59 PM JH LS

HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED0.00 1.20 Inspection Pit Hand tools1.20 24.40 Cable Percussion Dando 2000

DEPTH (m) CASING (m) ROSE TO (m) AFTER (min) REMARKS1.20 Nil 1.20 0 Seepage




BARREL DIAMETERDIAM (mm) BASE (m)200 7.00150 24.40128 30.50146 35.00


REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 10

S 9

S 15

description

CHALK recovered as white and light greyish brown gravelly SILT with a low subrounded flint cobble content. Gravel is subangular fine to coarse very weak low density white with rare black specks chalk, rarely subrounded flint.

CHALK recovered as white and light greyish brown gravelly SILT with a low subrounded flint cobble content. Gravel is subangular fine to coarse very weak low density white with rare black specks chalk, rarely subrounded flint. Relict fractures are subvertical infilled with dark orangish brown clay (up to 5mm).

CHALK recovered as white and light greyish brown gravelly SILT with a low subrounded flint cobble content. Gravel is subangular fine to coarse very weak low density white with rare black specks chalk, rarely subrounded flint. Relict fractures are subvertical infilled with dark orangish brown clay (up to 10mm).

Con nued Next Page

depth(m)

8.40

12.75

15.00

reducedlevel(m)

82.45

78.10

75.85

legend

25UT 8.50 - 8.95

26D 8.95 - 9.0027B 9.00 - 9.50

28D 10.00 - 10.45

29D 11.00

30UT 11.50 - 11.95

31D 11.95 - 12.0032B 12.00 - 12.50

33D 12.50

34D 13.00 - 13.45

35D 13.50

36UT 14.50 - 14.95

37D 14.95 - 15.0038B 15.00 - 15.50

39D 15.50

40D 16.00 - 16.45

8.50

8.50

11.00

13.00

13.00

13.00





WATER STRIKE

CONTRACT

36095CHECKED




BACKFILLTOP (m) BASE (m) MATERIAL2.00 24.50 Bentonite24.50 30.00 Gravel30.00 35.00 Bentonite




REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 14

S 27

description

CHALK recovered as white and light greyish brown gravelly SILT with a low subrounded flint cobble content. Gravel is subangular fine to coarse very weak and weak medium and high density white with rare black specks chalk, rarely subrounded flint. Relict fractures are subvertical infilled with dark orangish brown clay (up to 10mm).

CHALK recovered as white and light greyish brown very gravelly SILT with a low subrounded flint cobble content. Gravel is subangular fine to coarse very weak and weak medium and high density white with rare black specks chalk, rarely subrounded flint. Relict fractures are subvertical infilled with dark orangish brown clay (up to 15mm).

CHALK recovered as white and light greyish brown silty subangular fine to coarse GRAVEL with a low subrounded flint cobble content. Gravel is subangular fine to coarse weak high density white with rare black specks chalk, rarely subrounded flint. Relict fractures are subvertical infilled with dark orangish brown clay (up to 15mm).

Con nued Next Page

depth(m)

16.50

20.75

22.50

reducedlevel(m)

74.35

70.10

68.35

legend

41D 16.50

42UT 17.50 - 17.95

43D 17.95 - 18.0044B 18.00 - 18.50

45D 18.50

46D 19.00 - 19.45

47D 19.50

48UT 20.50 - 20.95

49D 20.95 - 21.0050B 21.00 - 21.50

51D 21.50

52D 22.00 - 22.45

53D 22.45 - 22.50

54UT 23.50 - 23.95

55D 23.95 - 24.00

13.00

13.00

13.00

13.00

13.00





WATER STRIKE

CONTRACT

36095CHECKED









REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

905025

936740

lƒ

NI150450


instru-ment

testtype &value

S 10

S 44

S 28

S 20

S *44

description

CHALK recovered as white and light greyish brown silty subangular fine to coarse GRAVEL with a low subrounded flint cobble content. Gravel is subangular fine to coarse weak high density white with rare black specks chalk, rarely subrounded flint. Relict fractures are subvertical infilled with dark orangish brown clay (up to 15mm).

24.70 - 24.85m: Band of subrounded medium and course flint gravel with a matrix infill of brown silty clay (up to 3m ).

Structureless CHALK composed of white locally light grey silty angular and subangular fine to coarse GRAVEL. Clasts are very weak low and medium density white chalk. Matrix is white locally light grey with rare orangish brown staining. Rare subangular and subrounded fine to coarse rinded flint gravel. (Probably CIRIA Grade Dc).

25.50 - 25.75m: Band of angular and subangular fine to coarse flint gravel.26.60 - 26.65m: Horizontal relict fracture infilled with orangish brown silty clay (up to 2mm).

27.00 - 28.15m: Recovered as gravelly silt. Gravel is angular and subangular fine and medium chalk.

28.00 - 28.10m: Subrounded rinded flint cobbles.




Very weak medium density white with rare black specking CHALK. Fractures are subhorizontal to 20° closely and medium spaced planar smooth and undulating smooth locally with a veneer of light brown clay. (CIRIA Grade B2 to B3)

30.70 - 30.90m: Band of subangular and subrounded, fine to coarse rinded flint gravel.31.80 - 31.90m: Band of subangular and subrounded, fine to coarse rinded flint gravel.

Con nued Next Page

depth(m)

25.00

30.70

reducedlevel(m)

65.85

60.15

legend

56D 24.40 - 24.8557L 24.50 - 25.50

58D 25.10 - 25.20

59D 25.50 - 25.9560L 25.50 - 27.00

61D 27.00 - 27.4562L 27.00 - 28.50

63D 28.10 - 28.20

64D 28.50 - 28.9565L 28.50 - 30.00

66L 30.00 - 30.5067D 30.00 - 30.43

68C 30.50 - 31.50

69D 31.30 - 31.40

70C 31.50 - 33.00

71CS 31.90 - 32.45

13.0024.10

24.1024.10

24.1024.10

24.1024.10

24.1030.00

30.00

30.00





WATER STRIKE

CONTRACT

36095CHECKED









REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

1005033

1008060

lƒ


instru-ment

testtype &value

C *88

description

Very weak medium density white with rare black specking CHALK. Fractures are subhorizontal to 20° closely and medium spaced planar smooth and undulating smooth locally with a veneer of light brown clay. (CIRIA Grade B2 to B3)


33.50 - 33.70m: Band of subangular and subrounded, fine to coarse rinded flint gravel with rare subrounded rinded flint cobbles.



depth(m)

35.00

reducedlevel(m)

55.85

legend

72C 33.00 - 34.50

73D 34.30 - 34.40

74C 34.50 - 35.00

30.00

30.00





WATER STRIKE

CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

Vo 0.0Vo 0.0

Vo 0.0

Vo 0.0

C *62

C *58

C **

S 12

description

Grass over soft dark brown mottled orangish brown slightly sandy slightly gravelly CLAY with frequent rootlets. Gravel is subangular and subrounded fine to coarse flint. (MADE GROUND)Yellowish brown locally dark brown gravelly fine to coarse SAND with rare pockets (up to 40mm) of dark brown clay. Gravel is angular to subrounded fine to coarse brick, flint and concrete. (MADE GROUND)

0.40 - 0.45m: Angular concrete cobbles (up to 250x200x60mm).

Very dense dark brown and brown slightly sandy very clayey subangular to rounded fine to coarse flint GRAVEL.

Stiff dark brown sandy gravelly CLAY with rare pockets (up to 40mm) of orangish brown sandy silty clay. Gravel is subangular to rounded fine to coarse flint. CHALK recovered as light grey and white gravelly SILT. Gravel is subangular and subrounded fine to coarse very weak low density white chalk, rarely angular fine to coarse flint.

Structureless CHALK composed of white locally light grey silty angular and subangular fine to coarse chalk GRAVEL with rare black specks. Clasts are very weak and weak low and medium density white and light grey chalk. Matrix is white locally light grey with rare orangish brown staining. (Probably CIRIA Grade Dc)

7.00 - 7.30m: Subrounded rinded flint cobbles, matrix washed away.7.30 - 7.40m: Band of subangular and subrounded, fine to coarse rinded flint gravel.

Con nued Next Page

depth(m)

0.20

0.50

4.50

4.70

7.00

reducedlevel(m)

90.85

90.55

86.55

86.35

84.05

legend

1B 0.05 - 0.151ES 0.05 - 0.152D 0.05 - 0.152ES 0.20 - 0.303B 0.20 - 0.304D 0.20 - 0.303ES 0.50 - 0.705B 0.50 - 0.606D 0.50 - 0.604ES 1.00 - 1.207B 1.00 - 1.208D 1.00 - 1.20

10B 1.70 - 2.709D 1.70 - 2.04

11D 2.20 - 2.30

12D 2.70 - 3.1113B 2.70 - 3.70

14D 3.20 - 3.30

15B 3.70 - 4.70

16D 4.20 - 4.30

17B 4.70 - 5.0018D 4.70 - 4.8019UT 5.00 - 5.4521B 5.00 - 6.50

20D 5.45 - 5.50

22D 5.70 - 5.80

23D 6.50 - 6.95

24L 7.00 - 8.50

25D 8.00 - 8.10

1.701.70

2.502.50

3.50

4.80

6.30

7.00






CONTRACT

36095CHECKED

Geotechnical Engineering Ltd, Tel. 01452 527743 36095 CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE 2/5/2021 2:07:59 PM JH KR/SG

HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED0.00 1.20 Inspection Pit Hand tools1.20 6.50 Cable Percussion Light cable percussion rig7.00 25.00 Windowless Sampler Geotechnical Pioneer Rig





BARREL DIAMETERDIAM (mm) BASE (m)250 7.00128 25.00

HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)27-10-2020 10:00 0.00 Nil Dry27-10-2020 17:00 7.00 6.30 Dry29-10-2020 08:05 7.00 6.30 Dry29-10-2020 17:45 25.00 20.50 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 4

S 28

S 24

S 15

S 5

S 16

description

Structureless CHALK composed of white locally light grey silty angular and subangular fine to coarse chalk GRAVEL with rare black specks. Clasts are very weak and weak low and medium density white and light grey chalk. Matrix is white locally light grey with rare orangish brown staining. (Probably CIRIA Grade Dc)

9.70 - 9.80m: Band of subangular and subrounded, medium and coarse, rinded flint gravel and subrounded flint cobbles.9.80 - 10.00m: Firm locally stiff dark brown mottled light brown, sandy, slightly gravelly clay. Gravel is angular to subrounded fine to coarse flint and chalk.9.85m: Subhorizontal band of dark brown and black silty clay (up to 10mm).10.00 - 10.20m: Band of angular to subrounded, fine to coarse rinded flint gravel.10.70 - 11.30m: Structureless chalk composed of gravelly silt.

12.70 - 12.80m: Band of angular to subrounded, fine to coarse rinded flint gravel.

Structureless CHALK composed of white and light grey gravelly SILT. Gravel is angular and subangular fine to coarse chalk with rare black specks and rare orangish brown staining. (Probably CIRIA Grade Dm).

13.90 - 14.00m: Band of angular to subrounded, fine to coarse rinded flint gravel.14.10 - 14.20m: Band of subangular and subrounded, fine to coarse flint gravel.14.30 - 14.35m: Subrounded rinded flint cobbles.14.50 - 14.80m: Band of subangular and subrounded, medium and coarse rinded flint gravel and rinded flint cobbles.15.30 - 15.70m: Subvertical and subhorizontal relict fractures infilled with brown silty clay (up to 5mm).15.65 - 15.70m: Subrounded rinded flint cobbles.

Structureless CHALK composed of white locally light grey silty angular and subangular fine to coarse GRAVEL. Clasts are very weak low and medium density white and light grey with rare black specks. Matrix is white, locally light grey with rare orangish brown staining. (Probably CIRIA Grade Dc)

Con nued Next Page

depth(m)

13.70

15.75

reducedlevel(m)

77.35

75.30

legend

26D 8.50 - 8.9527L 8.50 - 10.00

28D 9.90 - 9.9529D 10.00 - 10.4530L 10.00 - 11.50

31D 11.00 - 11.10

32D 11.50 - 11.9533L 11.50 - 13.00

34L 13.00 - 14.50

35D 14.00 - 14.10

36D 14.50 - 14.9537L 14.50 - 16.00

38D 16.00 - 16.45

7.007.00

7.0010.00

11.5011.50

11.50

11.5011.50

14.50






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 18

S 20

S 19

S 11

S 12

description

Structureless CHALK composed of white locally light grey silty angular and subangular fine to coarse GRAVEL. Clasts are very weak low and medium density white and light grey with rare black specks. Matrix is white, locally light grey with rare orangish brown staining. (Probably CIRIA Grade Dc)

16.75 - 16.77m: subhorizontal relict fracture infilled with brown silty clay (up to 3mm).

17.20 - 17.35m: Subvertical and subhorizontal relict fractures infilled with dark brown silty caly (up to 10mm)


18.15 - 18.30m: Subvertical relict fracture infilled with dark brown silty clay (up to 5mm).

Structureless CHALK composed of white locally light grey gravelly SILT. Gravel is white locally light grey, angular and subangular, fine to coarse extremely weak and very weak low density white chalk with rare black specks and rare orangish brown staining. (Probably CIRIA Grade Dm)

19.28 - 19.30m: Band of subangular and subrounded, fine to coarse rinded flint gravel.19.85 - 19.90m: Band of subangular and subrounded, fine to coarse rinded flint gravel.20.20 - 20.35m: Subrounded rinded flint cobbles.20.50 - 20.60m: Subangular and subrounded, fine to coarse rinded flint gravel.20.90m: Subhorizontal relict fracture infilled with brown clay (up to 5mm).

Structureless CHALK composed of white locally light grey silty angular and subangular fine to coarse GRAVEL. Clasts are very weak and weak medium density with rare black specks. Matrix is white locally light grey with rare locally frequent orangish brown staining. (Probably CIRIA Grade Dc)

21.55 - 21.70m: Rinded flint cobble.21.80 - 21.95m: Rinded flint cobble.22.40 - 22.45m: Band of subangular and subrounded, medium to coarse rinded flint gravel.

23.10 - 23.25m: Band of subangular and subrounded, fine to coarse rinded flint gravel and subrounded rinded flint cobbles.

Con nued Next Page

depth(m)

19.00

21.20

reducedlevel(m)

72.05

69.85

legend

39L 16.00 - 17.50

40D 17.50 - 17.9541L 17.50 - 19.00

42D 18.00 - 18.10

43D 19.00 - 19.4544L 19.00 - 20.50

45D 20.50 - 20.9546L 20.50 - 22.00

47D 21.00 - 21.10

48D 22.00 - 22.4549L 22.00 - 23.50

50D 23.00 - 23.10

51D 23.50 - 23.9552L 23.50 - 25.00

14.50

14.5014.50

17.50

17.5020.50

20.5020.50

20.5020.50






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

description

Structureless CHALK composed of white locally light grey silty angular and subangular fine to coarse GRAVEL. Clasts are very weak and weak medium density with rare black specks. Matrix is white locally light grey with rare locally frequent orangish brown staining. (Probably CIRIA Grade Dc)

24.00 - 24.10m: 55-65° undulating and planar smooth fracture infilled (up to 25mm) with brown clay.24.90 - 24.95m: Band of subangular and subrounded medium and coarse rinded flint gravel with a single subrounded rinded flint cobble.


depth(m)

25.00

reducedlevel(m)

66.05

legend






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 10

S 36

C 37

C *86

C 47

C *67

description

Grass over soft dark brown mottled light brown slightly gravelly CLAY with frequent rootlets. Gravel is subrounded and rounded fine and medium flint. Firm brownish orange slightly gravelly slightly sandy CLAY. Gravel is subangular to rounded fine to coarse flint.

Firm brown mottled orangish brown and black slightly sandy slightly gravelly CLAY with frequent fragments of black carbonaceous material and pockets of partially decomposed organic matter (up to 5mm). Gravel is subangular to rounded fine to coarse flint.

2.80m: Very gravelly.

Dense brown very sandy angular to rounded fine to coarse flint GRAVEL.

4.70m: Very dense.

Very dense becoming dense brown sandy angular to rounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content. Frequent pockets (up to 50mm) of firm brown sandy gravelly clay.

Con nued Next Page

depth(m)

0.35

1.40

3.15

6.80

reducedlevel(m)

90.75

89.70

87.95

84.30

legend

1B 0.00 - 0.301ES 0.05 - 0.102B 0.10 - 0.203D 0.154B 0.30 - 0.502ES 0.40 - 0.505B 0.50 - 0.806D 0.503ES 0.70 - 0.807B 0.70 - 0.808D 0.804ES 1.00 - 1.109B 1.00 - 1.2010D 1.505ES 1.50 - 1.6011D 1.70 - 2.1512B 1.70 - 2.7012B 2.20 - 2.70

13D 2.50

14D 2.70 - 3.1515B 2.70 - 3.70

16B 3.20 - 3.70

17D 3.50

18B 3.70 - 4.70

19D 4.50

20B 4.70 - 5.70

21D 5.50

22B 5.70 - 7.00

23D 6.75

24B 7.00 - 8.50

25D 8.00

1.701.70

2.502.50

3.50

4.50

5.50

6.80




End Date 05 November 2020 Northing 207423 Ground Level 91.10mOD Depth 27.00 m


CONTRACT

36095CHECKED

Geotechnical Engineering Ltd, Tel. 01452 527743 36095 CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE 2/5/2021 2:08:00 PM JH CL/KR/SG/RP

HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED0.00 1.20 Inspection Pit Hand tools1.20 19.00 Cable Percussion Cable percussive rig


CASING DEPTHDIAM (mm) BASE (m)200 17.80168 23.50





REMARKSCable percussion boring advanced to 19.00m but hole deviated from vertical. 168mm casing readvanced to 13.00m prior to continuing the hole by dynamic sampling.

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

C 42

C *64

C 39

C 29

C 37

C 42

description

Stiff (mainly recovered as soft) brown and dark brown slightly sandy gravelly CLAY with a medium subangular to rounded flint cobble content. Gravel is subangular to rounded fine to coarse flint.

11.95 - 12.00m: Clayey sandy gravel.

Stiff locally very stiff dark brown mottled grey slightly sandy slightly gravelly CLAY with a low subangular flint cobble content. Gravel is subangular to rounded medium and coarse flint.

13.40 - 13.90m: High subangular and subrounded flint cobble content.

Dense brown sandy angular to rounded fine to coarse flint GRAVEL

Con nued Next Page

depth(m)

10.20

13.40

14.80

reducedlevel(m)

80.90

77.70

76.30

legend

26B 8.50 - 10.00

27D 9.50

28B 10.00 - 11.50

29D 11.00 - 11.05

30B 11.50 - 13.00

31D 11.95 - 12.00

32L 13.00 - 14.50

33D 13.70 - 13.80

34L 14.50 - 16.00

35D 14.70 - 14.80

36L 16.00 - 17.50

8.30

9.80

11.30

12.8013.00

14.50

16.00






CONTRACT

36095CHECKED









REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 7

S 18

S 12

S 12

S 9

description

Firm light grey and white gravelly clayey SILT. Gravel is subangular and subrounded fine to coarse chalk, rarely angular fine to coarse flint.

Stiff dark brown sandy silty CLAY

Medium dense brown gravelly fine to coarse SAND. Gravel is angular to rounded fine to coarse flint. (Drilling disturbed)

Firm light brown and white slightly gravelly sandy clayey SILT. Gravel is subrounded and rounded fine to coarse chalk with rare angular fine to coarse flint.

Medium dense brown gravelly fine to coarse SAND. Gravel is angular to rounded fine to coarse flint. (Drilling disturbed)

Loose to medium dense white and light brown slightly sandy clayey subangular to rounded fine to coarse chalk with frequent flint GRAVEL.

Firm brown slightly gravelly slightly sandy CLAY. Gravel is angular to rounded fine to coarse flint.

Con nued Next Page

depth(m)

17.10

18.75

19.00

19.80

20.80

22.70

23.65

24.00

reducedlevel(m)

74.00

72.35

72.10

71.30

70.30

68.40

67.45

67.10

legend

37D 16.70 - 16.80

38D 17.50 - 17.9539L 17.50 - 19.0040D 17.70 - 17.80

41D 17.95 - 18.00

42D 18.90 - 19.0043D 19.00 - 19.4544L 19.00 - 20.50

45D 20.40 - 20.5046D 20.50 - 20.9547L 20.50 - 22.00

48D 22.00 - 22.4549L 22.00 - 23.50

50D 23.40 - 23.5051D 23.50 - 23.9552L 23.50 - 24.00

53C 24.00 - 25.50

17.5017.50

19.0019.00

19.0020.50

20.5020.50

20.5023.50

23.50






CONTRACT

36095CHECKED








HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)05-11-2020 08:00 23.50 23.00 Dry05-11-2020 11:25 27.00 23.50 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

36

33

lƒ


instru-ment

testtype &value

description

Brown slightly sandy angular to rounded fine to coarse flint GRAVEL. Limited recovery.


depth(m)

27.00

reducedlevel(m)

64.10

legend

54C 25.50 - 27.00 23.50






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 25

C 21

C 38

C 35

S 25

S *71

description

Brick pavement over dark brown gravelly medium and coarse SAND. Gravel is subrounded fine and medium limestone (MADE GROUND)

0.05 - 0.10m: Light brown fine and medium sand.Firm brown slightly gravelly sandy CLAY. Gravel is subangular to rounded fine to coarse flint. (MADE GROUND)

0.15 - 0.18m: Dark grey concrete.Firm dark reddish brown slightly gravelly sandy CLAY. Gravel is subrounded and rounded fine to coarse flint. (MADE GROUND)Orangish brown clayey gravelly fine and medium SAND. Gravel is subangular fine to coarse flint. (MADE GROUND)

1.70m: Medium dense.

Medium dense brown very clayey sandy angular to rounded predominantly medium and coarse flint GRAVEL.

Dense light brown very gravelly medium and coarse SAND. Gravel is angular to rounded fine to coarse flint.

Stiff brown mottled orange and black slightly sandy slightly gravelly CLAY with a medium subrounded flint cobble content. Gravel is angular to rounded fine and medium flint.

Con nued Next Page

depth(m)

0.15

0.55

0.90

2.40

4.50

5.80

reducedlevel(m)

89.50

89.10

88.75

87.25

85.15

83.85

legend

1B 0.10 - 0.151ES 0.10 - 0.152D 0.102ES 0.30 - 0.403B 0.30 - 0.404D 0.503ES 0.60 - 0.705B 0.60 - 0.706D 0.754ES 1.00 - 1.107B 1.00 - 1.208D 1.50

10B 1.70 - 2.209D 1.70 - 2.1511D 2.005ES 2.00 - 2.10

12B 2.50 - 3.2013D 2.5014B 2.70 - 3.20

6ES 3.00 - 3.10

15D 3.50

16B 3.70 - 4.20

17D 4.40

18B 4.70 - 5.20

19D 5.80

20D 6.00 - 6.4521B 6.00 - 6.50

22D 7.00

23D 7.50 - 7.8624B 7.50 - 8.00

25D 8.00

1.601.60

2.70

3.70

4.70

6.006.00

7.507.50





WATER STRIKE Groundwater not encountered prior to use of flush

CONTRACT

36095CHECKED


HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED0.00 1.20 Inspection Pit Hand tools1.20 14.00 Cable Percussion Dando 2000





BARREL DIAMETERDIAM (mm) BASE (m)250 5.20200 14.00128 23.10146 24.00128 25.00


REMARKSWater added during boring 2.40 to 11.00m.

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 22

S *120

S 23

S 24

S 35

description

Stiff brown mottled orange and black slightly sandy slightly gravelly CLAY with a medium subrounded flint cobble content. Gravel is angular to rounded fine and medium flint.

9.00m: Chalk gravel

CHALK recovered as soft white with light brownish orange staining and black speckling gravelly clayey SILT with a medium subrounded flint cobble content. Gravel is subangular fine to coarse chalk and flint.

Structureless CHALK composed of slightly sandy silty subangular to rounded fine to coarse GRAVEL. Clasts are very weak and weak low and medium density white with frequent black specks and orange staining chalk. Medium spaced bands of angular to rounded fine gravel to cobble sized flint. (Probably CIRIA Grade Dc)

14.60 - 15.00m: Firm to stiff laminated brown clay

15.30m: Subhorizontal fracture with brown clay infill

15.70m: Subhorizontal fracture with brown clay infill

Con nued Next Page

depth(m)

11.90

13.50

reducedlevel(m)

77.75

76.15

legend

26D 9.00 - 9.4527B 9.00 - 9.50

28D 10.00

29D 10.50 - 10.7830B 10.50 - 11.00

31D 11.00

32B 11.90 - 12.5033D 11.90

34D 12.50 - 12.95

35D 13.00

36B 13.50 - 13.9537D 13.5038L 13.50 - 15.00UT 13.50 - 13.5539D 13.60 - 14.05

40D 15.00 - 15.4541L 15.00 - 16.50

9.009.00

10.5010.50

12.50

12.5012.50

14.0014.00






CONTRACT

36095CHECKED







BARREL DIAMETERDIAM (mm) BASE (m)146 30.00

HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)06-11-2020 14:00 23.10 14.00 Dry09-11-2020 09:30 23.10 14.00 Dry09-11-2020 14:35 30.00 14.20 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

33

lƒ


instru-ment

testtype &value

S 33

S 18

S 29

S 36

S 32

S 36

description

Structureless CHALK composed of slightly sandy silty subangular to rounded fine to coarse GRAVEL. Clasts are very weak and weak low and medium density white with frequent black specks and orange staining chalk. Medium spaced bands of angular to rounded fine gravel to cobble sized flint. (Probably CIRIA Grade Dc)

18.30 - 18.55m: Stiff brown clay

20.40m: Angular flint cobble recovered non-intact (130x70x60mm)

21.80 - 21.90m: Subhorizontal fracture with brown clay infill

Con nued Next Page

depth(m)

reducedlevel(m)

legend

42D 16.50 - 16.9543L 16.50 - 18.00

44D 18.00 - 18.4545L 18.00 - 19.5046D 18.30 - 18.40

47D 19.50 - 19.9548L 19.50 - 20.40

49D 20.40 - 20.8550L 20.40 - 21.0051D 20.50 - 20.60

52L 21.00 - 22.50

53D 22.50 - 22.9554L 22.50 - 23.10

55C 23.10 - 24.00

56D 24.00 - 24.45

14.0014.00

14.0014.00

14.0014.00

14.0014.00

14.00

14.0014.00

14.20

14.20






CONTRACT

36095CHECKED


HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED23.10 24.00 Rotary Core Geotechnical Pioneer Rig24.00 25.00 Windowless Sampler Geotechnical Pioneer Rig







REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

7700

10000

8100

10000

lƒ

NI


instru-ment

testtype &value

S 45

S 41

description

Extremely weak and very weak low and medium density white with black speckling CHALK. Fractures are subhorizontal to 20deg and 70 to 80 deg very closely and closely spaced planar rough with rare silt infill and red staining. Closely and medium spaced coarse gravel and cobble sized rinded nodular flint recovered non intact. Rare fossil fragments (<20mm). (CIRIA Grade B4 to B3)

28.00 - 28.50m: Nodular flints. Recovered non intact.


depth(m)

25.00

30.00

reducedlevel(m)

64.65

59.65

legend

57L 24.00 - 25.00

58D 25.00 - 25.4559C 25.00 - 26.50

60C 26.50 - 28.00

61D 28.00 - 28.4562C 28.00 - 29.60

63C 29.60 - 30.00

14.20

14.2014.20

14.20

14.2014.20

14.20






CONTRACT

36095CHECKED









REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

C 15

C 23

C 32

C *51

C 50

C 46

description

Block paving (100x200x50mm). (MADE GROUND)Yellowish brown gravelly fine to coarse SAND. Gravel is subangular and subrounded fine flint. (MADE GROUND)Dark brown silty gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, brick and flint. (MADE GROUND)Orangish brown very clayey very sandy angular to rounded fine to coarse flint GRAVEL. Medium dense yellowish brown clayey gravelly fine to coarse SAND. Gravel is subangular to rounded fine to coarse flint.

Medium dense becoming dense brown sandy angular to subrounded fine to coarse flint GRAVEL.

Dense to very dense yellowish brown mottled greyish brown very clayey gravelly fine to coarse SAND. Gravel is subangular and subrounded fine to coarse flint.

Con nued Next Page

depth(m)

0.050.10

0.55

1.20

2.20

5.70

8.00

reducedlevel(m)

90.8590.80

90.35

89.70

88.70

85.20

82.90

legend

1B 0.05 - 0.152D 0.05 - 0.151ES 0.15 - 0.252ES 0.20 - 0.403D 0.20 - 0.403ES 0.60 - 0.754B 0.60 - 0.805D 0.60 - 0.756B 1.00 - 1.207B 1.20 - 1.708D 1.20 - 1.70

10D 1.70 - 2.709B 1.70 - 2.70

11B 2.70 - 3.7012D 2.70 - 3.70

13B 3.70 - 4.7014D 3.70 - 4.70

15B 4.70 - 5.7016D 4.70 - 5.70

17B 5.70 - 6.7018D 5.70 - 6.70

19B 6.70 - 8.5020D 6.70 - 8.50

1.70

2.50

3.50

4.50

4.50

6.20






CONTRACT

36095CHECKED

Geotechnical Engineering Ltd, Tel. 01452 527743 36095 CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE 2/5/2021 2:08:01 PM JH RP








REMARKSCable percussion boring advanced to 13.00m but hole deviated from vertical. 200mm casing readvanced to 11.50m prior to continuing the hole by dynamic sampling.

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 14

S 10

S 6

S 13

S 26

description

Firm dark brown mottled orangish brown slightly sandy gravelly CLAY. Gravel is angular and subangular fine to coarse flint.

CHALK recovered as light grey and white gravelly clayey SILT. Gravel is subangular and subrounded fine to coarse very weak low density white chalk, rarely angular fine to coarse flint.

Structureless CHALK composed of white slightly gravelly sandy SILT. Gravel is subrounded and rounded fine to coarse extremely weak low density white with frequent black specks chalk, frequently subangular to rounded fine to coarse flint. (Probably CIRIA Grade Dm)

14.50m: Angular rinded flint cobble recovered non-intact.14.50 - 16.00m: Limited recovery.

Con nued Next Page

depth(m)

8.60

13.00

reducedlevel(m)

82.30

77.90

legend

21D 8.50 - 8.9522B 8.50 - 10.0023D 8.50 - 10.00

24B 10.00 - 11.0025D 10.00 - 11.00UT 10.00 - 10.45

26D 10.50 - 10.95

27L 11.50 - 13.00

28D 13.00 - 13.4529L 13.00 - 14.50

30D 14.50 - 14.9531L 14.50 - 16.0032D 14.50 - 14.60

33D 16.00 - 16.45

8.308.30

9.80

9.80

11.50

11.5011.50

11.5011.50

11.50






CONTRACT

36095CHECKED





BACKFILLTOP (m) BASE (m) MATERIAL7.80 21.77 Bentonite



HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)11-11-2020 16:40 18.50 11.50 Dry12-11-2020 08:00 18.50 11.50 Dry12-11-2020 10:15 21.40 11.50 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 20

S 23

S 21

S *54

description

Structureless CHALK composed of white slightly gravelly sandy SILT. Gravel is subrounded and rounded fine to coarse extremely weak low density white with frequent black specks chalk, frequently subangular to rounded fine to coarse flint. (Probably CIRIA Grade Dm)

16.00 - 17.00m: Drilling disturbed.

Structureless CHALK composed of slightly sandy silty subangular to rounded fine to coarse GRAVEL. Clasts are extremely weak low and medium density white with frequent black specks chalk with frequent angular to rounded fine to coarse sized flint. (Probably CIRIA Grade Dm)

20.00m: Angular rinded flint cobble recovered non-intact.20.00 - 20.80m: Drilling disturbed. Brown sand.

21.20m: Orange staining.


depth(m)

17.50

21.77

reducedlevel(m)

73.40

69.13

legend

34L 16.00 - 17.00

35D 17.00 - 17.4536L 17.00 - 18.50

37D 17.50 - 17.60

38D 18.50 - 18.9539L 18.50 - 20.0040D 18.50 - 18.60

41D 20.00 - 20.4542L 20.00 - 21.40

43D 21.30 - 21.4044D 21.40 - 21.77

11.50

11.5011.50

11.5011.50

11.5011.50

11.50






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

Vo 0.7

Vo 1.5

Vo 5.4

Vo 3.9

Vo 4.3

C 20

C 15

C 16

C 14

C 1

S 3

S 9

description

Light yellowish brown gravelly very clayey fine to coarse SAND with a medium subangular and subrounded concrete cobble content. Gravel is angular to rounded fine to coarse flint and concrete. (MADE GROUND)

0.95 - 1.30m: Silty sandy gravel.

Medium dense brown sandy angular to subrounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content.

Medium dense brown slightly clayey sandy angular to rounded fine to coarse flint GRAVEL with a medium subrounded flint cobble content. Frequent pockets of firm light yellowish brown very sandy clay (up to 15mm).

3.20 - 3.30m: High subrounded flint cobble content.Firm light brown slightly sandy gravelly CLAY with medium spaced thin beds of light brown sandy gravel. Gravel is subangular to rounded fine and medium flint.

4.50 - 4.60m: High subrounded flint cobble content.

5.70 - 6.20m: Rare shell fragments.

CHALK recovered as white, light brownish orange and light greyish brown gravelly SILT. Gravel is subangular fine to coarse very weak low density white with frequent black specks chalk, frequently subrounded fine to coarse flint.

Con nued Next Page

depth(m)

1.80

2.40

3.30

6.30

reducedlevel(m)

88.80

88.20

87.30

84.30

legend

1B 0.05 - 0.201ES 0.05 - 0.102D 0.102ES 0.30 - 0.403B 0.30 - 0.504D 0.403ES 0.60 - 0.705B 0.60 - 0.806D 0.754ES 1.00 - 1.107B 1.00 - 1.208D 1.005ES 1.50 - 1.609D 1.5010B 1.70 - 2.20

11D 2.50

12B 2.70 - 3.20

13D 3.50

14B 3.70 - 4.20

15D 4.50

16B 4.70 - 5.20

17D 5.50

18B 5.70 - 6.20

19B 6.30 - 6.5020D 6.4021D 6.50 - 6.9522B 6.50 - 8.00

23B 7.00 - 7.50

24D 7.75

25D 8.00 - 8.45

1.70

2.50

3.50

4.50

5.50

6.30

7.80






CONTRACT

36095CHECKED

Geotechnical Engineering Ltd, Tel. 01452 527743 36095 CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE 2/5/2021 2:08:02 PM JH CL

HOLE CONSTRUCTIONTOP (m) BASE (m) TYPE PLANT USED0.00 1.20 Inspection Pit Hand tools1.20 15.50 Cable Percussion Cable percussive rig







REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 5

S 7

S 2

S 11

S 23

description

Structureless CHALK composed of light grey locally white silty angular and subangular fine to coarse GRAVEL. Clasts are very weak and weak low and medium density light grey

15.65 - 15.75m: Band of angular to subangular fine to coarse flint gravel.

Con nued Next Page

depth(m)

15.50

reducedlevel(m)

75.10

legend

26B 8.00 - 9.50

27D 9.00

28D 9.50 - 9.95

29D 10.50 - 10.60

30D 11.00 - 11.45

31D 12.00

32D 12.50 - 12.95

33D 13.50 - 13.60

34D 14.00 - 14.45

35D 15.00

36D 15.50 - 15.9537L 15.50 - 16.50

38D 16.00 - 16.10

9.30

10.80

12.30

13.80

15.00






CONTRACT

36095CHECKED








HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)22-10-2020 10:15 25.00 22.50 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 17

S 14

S 16

S 17

S 32

S 27

description

and white with rare black specks chalk. Rare angular and subangular fine to coarse rinded flint gravel. Matrix is light grey and white with rare pockets (up to 2mm) of orangish brown silty clay. (Probably CIRIA Grade Dc)

15.65 - 15.75m: Band of angular to subangular fine to coarse flint gravel.16.60 - 16.70m: Band of angular to subangular fine to coarse rinded flint gravel.

18.75 - 18.80m: Subangular and subrounded rinded flint cobble.18.80 - 18.90m: Band of angular and subangular fine to coarse flint gravel.19.30 - 19.50m: Orangish brown staining on relict fracture surface.

20.10 - 20.35m: Subhorizontal fracture infilled with dark brown silty clay (up to 4mm).20.40 - 20.55m: Subangular and subrounded rinded flint cobbles. Chalk matrix stained orangish brown.

21.00 - 21.10m: Band of angular and subangular fine to coarse flint gravel.

22.00 - 22.05m: Horizontal relict fracture infilled with dark orangish brown silty clay.

Structureless CHALK composed of white locally light grey gravelly SILT. Gravel is angular and subangular fine and medium chalk with rare angular to subrounded fine to coarse rinded flint. (Probably CIRIA Grade Dm)

22.30 - 22.35m: Horizontal relict fracture infilled with dark orangish brown silty clay. 23.00 - 23.10m: Band of angular and subangular fine to coarse flint gravel.23.10 - 23.20m: Subrounded rinded flint cobble. Matrix contains orangish brown staining.23.50 - 23.60m: Band of angular to subrounded fine to coarse rinded flint gravel. Matrix contains light orangish brown staining.

Con nued Next Page

depth(m)

22.05

reducedlevel(m)

68.55

legend

39D 16.50 - 16.9540L 16.50 - 18.00

41D 18.00 - 18.4542L 18.00 - 19.50

43D 19.00 - 19.10

44D 19.50 - 19.9545L 19.50 - 21.00

46D 21.00 - 21.4547L 21.00 - 22.50

48D 21.90 - 22.00

49D 22.50 - 22.9550L 22.50 - 23.75

51D 23.20 - 23.30

53D 23.75 - 24.2054D 23.75 - 25.00L 23.75 - 25.00

15.0016.50

16.5016.50

16.5019.50

19.5022.50

19.5022.50

22.50






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

description


depth(m)

25.00

reducedlevel(m)

65.60

legend






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

C 17

S 17

S 24

C 24

C 21

C 48

description

Vegetation over soft orangish brown slightly gravelly sandy CLAY. Gravel is subangular to rounded fine to coarse concrete, flint and rare brick. (MADE GROUND)

0.20m: Sandy.Brown silty fine to coarse SAND and angular to subrounded fine to coarse flint GRAVEL.

Dark brown and orangish brown sandy angular to subrounded fine to coarse flint GRAVEL.

Medium dense brown mottled orangish brown clayey very sandy subangular to rounded fine to coarse flint GRAVEL.

Dense orangish brown and brown clayey very sandy subangular to rounded fine to coarse flint GRAVEL.

Con nued Next Page

depth(m)

0.50

1.20

1.70

7.00

reducedlevel(m)

90.05

89.35

88.85

83.55

legend

1B 0.00 - 0.101ES 0.00 - 0.102D 0.00 - 0.102ES 0.20 - 0.403B 0.20 - 0.404D 0.20 - 0.403ES 0.50 - 0.705B 0.50 - 0.706D 0.50 - 0.704ES 1.00 - 1.207B 1.00 - 1.208D 1.00 - 1.20

10D 1.70 - 2.509B 1.70 - 2.50

11D 2.70 - 3.1512B 2.70 - 3.7013D 2.70 - 3.70

14D 3.70 - 4.1515B 3.70 - 4.7016D 3.70 - 4.70

17B 4.70 - 5.7018D 4.70 - 5.70

19B 5.70 - 6.7020D 5.70 - 6.70

21B 7.00 - 7.5022D 7.00 - 7.50

23B 7.50 - 8.5024D 7.50 - 8.50

1.70

2.702.50

3.503.50

4.50

5.50

6.80






CONTRACT

36095CHECKED




CASING DEPTHDIAM (mm) BASE (m)250 12.80





REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

C *90

S 20

S 18

S 23

S 9

description

Stiff dark brown and orangish brown locally stained black slightly sandy slightly gravelly CLAY with a low subangular and subrounded flint cobble content. Gravel is subangular to rounded fine to coarse flint.

Stiff brown becoming light grey gravelly silty CLAY with a low subangular flint cobble content. Gravel is subangular and subrounded fine to coarse flint, rarely angular and subangular fine and medium chalk.

CHALK recovered as light grey and white gravelly clayey SILT. Gravel is subangular and subrounded fine to coarse very weak low density white chalk, rarely angular fine to coarse flint.

Structureless CHALK composed of white slightly gravelly sandy SILT. Gravel is subangular to rounded fine to coarse extremely weak low density white with frequent black specks chalk. Frequent fine to coarse angular flint. (Probably CIRIA Grade Dm) Structureless CHALK composed of slightly sandy silty subangular to rounded fine to coarse GRAVEL. Clasts are extremely weak and very weak low and medium density white with frequent black specks chalk. Frequent fine to coarse subangular to subrounded flint. Matrix is white. (Probably CIRIA Grade Dc)

15.65 - 16.00m: 60deg fracture with brown sandy clay infillCon nued Next Page

depth(m)

8.50

11.50

12.80

14.50

15.50

reducedlevel(m)

82.05

79.05

77.75

76.05

75.05

legend

25B 8.50 - 10.0026D 8.50 - 10.00

27D 10.00 - 10.4528B 10.00 - 11.5029D 10.00 - 11.50

30D 11.50 - 11.9531B 11.50 - 13.0032D 11.50 - 13.00

33UT 13.00 - 13.4534B 13.00 - 14.5035D 13.00 - 14.50

36D 13.45 - 13.50

37L 14.50 - 16.00

38D 16.00 - 16.45

8.30

9.809.80

11.3011.30

12.80

12.80

12.80






CONTRACT

36095CHECKED





BACKFILLTOP (m) BASE (m) MATERIAL20.50 25.00 Bentonite



HOLE PROGRESSDATE TIME DEPTH (m) CASING (m) WATER (m)10-11-2020 15:35 25.00 12.80 Dry

REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

S 14

S 17

S 13

S 17

S 27

description

Structureless CHALK composed of slightly sandy silty subangular to rounded fine to coarse GRAVEL. Clasts are extremely weak and very weak low and medium density white with frequent black specks chalk. Frequent fine to coarse subangular to subrounded flint. Matrix is white. (Probably CIRIA Grade Dc)

16.70m: Cobble sized rinded black nodular flint recovered non-intact16.80 - 17.00m: Brown clay stained matrix

17.50 - 20.50m: Drilling disturbed.

22.35 - 23.50m: 60-70deg subparallel closely spaced fractures with brown clay infill.

Con nued Next Page

depth(m)

reducedlevel(m)

legend

39L 16.00 - 17.50

40D 16.50 - 16.60

41D 17.50 - 17.9542L 17.50 - 19.00

43D 19.00 - 19.4544L 19.00 - 20.50

45D 20.40 - 20.5046D 20.50 - 20.9547L 20.50 - 22.00

48D 21.00 - 21.10

49D 22.00 - 22.4550L 22.00 - 23.50

51L 23.50 - 25.00

12.80

12.8012.80

12.8012.80

12.8012.80

12.8012.80

12.80






CONTRACT

36095CHECKED








REMARKS

DRAF

T

sampleno &type

sample depth (m)

from to

casingdepth(m)

samp./corerange

lƒ


instru-ment

testtype &value

description

Structureless CHALK composed of slightly sandy silty subangular to rounded fine to coarse GRAVEL. Clasts are extremely weak and very weak low and medium density white with frequent black specks chalk. Frequent fine to coarse subangular to subrounded flint. Matrix is white. (Probably CIRIA Grade Dc)

24.20m: 30deg fracture with orangish brown clay infill24.40 - 24.50m: Cobble sized rinded black nodular flint recovered non-intact


depth(m)

25.00

reducedlevel(m)

65.55

legend

52D 24.90 - 25.00






CONTRACT

36095CHECKED








REMARKS

DRAF

T

CLIENT

SITE

BH2001 1.70 2.15 1.50 Dry 1 1 75 75 2 4 5 6 75 75 75 75 S 17 74

BH2001 2.70 3.15 2.50 Dry 1 2 75 75 4 5 6 7 75 75 75 75 S 22 74

BH2001 3.70 4.15 3.20 Dry 2 4 75 75 5 6 5 6 75 75 75 75 S 22 74

BH2001 4.70 5.15 4.50 Dry 4 5 75 75 7 8 9 10 75 75 75 75 S 34 74

BH2001 5.70 6.00 4.50 Dry 7 14 75 75 30 20 75 75 S 100 74

BH2001 7.00 7.45 6.80 Dry 10 9 75 75 7 11 10 8 75 75 75 75 C 36 74

BH2001 8.50 8.88 8.30 Dry 6 7 75 75 14 17 19 75 75 75 S 67 74

BH2001 10.00 10.37 9.80 Dry 7 11 75 75 12 18 20 75 75 70 C 68 74

BH2001 11.50 11.95 11.30 Dry 7 13 75 75 14 12 7 10 75 75 75 75 C 43 74

BH2001 13.00 13.45 12.80 Dry 2 2 75 75 4 3 4 4 75 75 75 75 S 15 74

BH2001 14.20 14.65 14.20 Dry 3 4 75 75 3 4 5 5 75 75 75 75 S 17 81

BH2001 15.50 15.95 14.20 Dry 2 4 75 75 3 3 2 3 75 75 75 75 S 11 81

BH2001 17.00 17.45 14.20 Dry 5 4 75 75 4 3 4 7 75 75 75 75 S 18 81

BH2001 18.20 18.65 17.00 Dry 2 3 75 75 4 7 6 5 75 75 75 75 S 22 81

BH2001 19.50 19.95 17.00 Dry 2 2 75 75 3 3 4 3 75 75 75 75 S 13 81

BH2001 21.00 21.45 17.00 Dry 3 4 75 75 3 2 2 2 75 75 75 75 S 9 81

BH2001 22.50 22.95 21.00 Dry 8 10 75 75 7 7 5 5 75 75 75 75 S 24 81

BH2001 23.50 23.95 21.00 Dry 9 5 75 75 4 5 5 5 75 75 75 75 S 19 81

BH2001 25.50 25.95 23.50 Dry 1 1 75 75 1 2 4 6 75 75 75 75 S 13 81

BH2001 27.00 27.45 23.50 Dry 2 4 75 75 3 5 6 6 75 75 75 75 S 20 81

BH2001 28.50 28.95 23.50 Dry 9 7 75 75 4 3 2 3 75 75 75 75 S 12 81

BH2001 29.80 30.20 28.50 Dry 3 5 75 75 8 13 14 5 75 75 75 25 S 48 81

BH2001 31.00 31.45 28.50 Dry 6 5 75 75 11 7 8 7 75 75 75 75 C 33 81

BH2001 34.00 34.45 28.50 Dry 6 6 75 75 10 8 6 4 75 75 75 75 C 28 81

BH2002A 1.70 2.15 1.70 Dry 4 3 75 75 5 5 4 2 75 75 75 75 S 16 74

notes:1. Test carried out in general accordance with BS EN ISO 22476-3:2005 + A1:20112. s.w.p = self weight penetration.3. N values have not been subjected to any correction.4. Test carried out using split spoon S, solid cone C.5. Where full test drive not completed, linearly extrapolated N value reported.6. ** Denotes no effective penetration.

CONTRACT CHECKED

36095

water level (m)

seating drive test drivetest type N

energy ratio (%)

blows pen (mm)

blows pen (mm)


STANDARD PENETRATION TEST

FAITHFUL AND GOULD

CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE

borehole no.borehole

depth (m)

s.w.p (mm)

bottom depth (m)

casing depth (m)

SPT Summary Sheet rev02.xlsm 05/02/2021

CLIENT

SITE

BH2002A 2.70 3.15 2.50 Dry 3 4 75 75 4 5 6 4 75 75 75 75 C 19 74

BH2002A 3.70 4.15 3.50 Dry 2 4 75 75 4 3 5 4 75 75 75 75 C 16 74

BH2002A 4.70 5.15 4.50 Dry 3 2 75 75 2 2 5 4 75 75 75 75 C 13 74

BH2002A 5.70 6.15 5.50 Dry 5 5 75 75 4 4 3 5 75 75 75 75 C 16 74

BH2002A 7.00 7.45 6.80 Dry 5 6 75 75 7 7 6 5 75 75 75 75 C 25 74

BH2002A 8.50 8.95 8.30 Dry 7 10 75 75 10 7 7 8 75 75 75 75 C 32 74

BH2002A 10.00 10.45 9.80 Dry 4 5 75 75 5 5 7 7 75 75 75 75 C 24 74

BH2002A 11.50 11.95 11.30 Dry 2 1 75 75 2 1 0 0 75 75 75 75 S 3 74

BH2002A 13.00 13.45 12.80 Dry 1 0 75 75 0 1 0 0 75 75 75 75 S 1 74

BH2002A 14.50 14.95 14.30 Dry 6 4 75 75 3 3 4 3 75 75 75 75 C 13 74

BH2002A 21.00 21.45 18.20 Dry 4 4 75 75 5 5 5 6 75 75 75 75 S 21 81

BH2002A 22.50 22.95 18.20 Dry 4 3 75 75 3 2 3 2 75 75 75 75 S 10 81

BH2002A 24.00 24.45 18.20 22.10 2 2 75 75 2 1 2 7 75 75 75 75 S 12 81

BH2003 1.70 2.15 1.60 Dry 2 3 75 75 4 3 4 7 75 75 75 75 S 18 62

BH2003 2.70 3.15 2.70 Dry 5 6 75 75 8 10 10 10 75 75 75 75 C 38 62

BH2003 3.50 3.95 3.10 Dry 2 2 75 75 3 5 7 9 75 75 75 75 S 24 62

BH2003 4.50 4.95 4.50 Dry 2 2 75 75 2 2 3 3 75 75 75 75 S 10 62

BH2003 7.00 7.45 7.00 Dry 3 1 75 75 2 2 2 3 75 75 75 75 S 9 62

BH2003 10.00 10.45 8.50 Dry 3 1 75 75 2 3 3 2 75 75 75 75 S 10 62

BH2003 13.00 13.45 13.00 Dry 2 2 75 75 2 3 2 2 75 75 75 75 S 9 62

BH2003 16.00 16.45 13.00 Dry 2 3 75 75 2 3 5 5 75 75 75 75 S 15 62

BH2003 19.00 19.45 13.00 Dry 2 2 75 75 2 2 5 5 75 75 75 75 S 14 62

BH2003 22.00 22.45 13.00 Dry 2 5 75 75 5 7 7 8 75 75 75 75 S 27 62

BH2003 24.40 24.85 13.00 Dry 4 4 75 75 4 2 2 2 75 75 75 75 S 10 62

BH2003 25.50 25.95 24.10 Dry 4 5 75 75 8 14 14 8 75 75 75 75 S 44 81


CONTRACT CHECKED

36095

water level (m)


energy ratio (%)

blows pen (mm)

blows pen (mm)



FAITHFUL AND GOULD



depth (m)

s.w.p (mm)

bottom depth (m)

casing depth (m)


CLIENT

SITE

BH2003 27.00 27.45 24.10 Dry 3 4 75 75 8 6 6 8 75 75 75 75 S 28 81

BH2003 28.50 28.95 24.10 Dry 2 2 75 75 6 5 5 4 75 75 75 75 S 20 81

BH2003 30.00 30.43 24.10 Dry 7 4 75 75 6 11 12 11 75 75 75 50 S 44 81

BH2003 33.00 33.32 30.00 Dry 7 4 75 75 27 13 10 75 75 20 C 88 58

BH2004 1.70 2.04 1.70 Dry 6 12 75 75 13 15 10 75 75 35 C 62 74

BH2004 2.70 3.11 2.50 Dry 4 10 75 75 12 16 13 8 75 75 75 30 C 58 74

BH2004 3.70 3.80 3.50 Dry 5 20 75 10 50 15 C ** 74

BH2004 6.50 6.95 6.30 Dry 1 1 75 75 3 3 4 2 75 75 75 75 S 12 74

BH2004 8.50 8.95 7.00 Dry 1 0 75 75 1 1 1 1 75 75 75 75 S 4 81

BH2004 10.00 10.45 7.00 Dry 5 7 75 75 6 10 7 5 75 75 75 75 S 28 81

BH2004 11.50 11.95 11.50 Dry 1 3 75 75 3 4 9 8 75 75 75 75 S 24 81

BH2004 13.00 13.45 11.50 Dry 4 4 75 75 3 4 4 4 75 75 75 75 S 15 81

BH2004 14.50 14.95 11.50 Dry 2 2 75 75 1 1 1 2 75 75 75 75 S 5 81

BH2004 16.00 16.45 14.50 Dry 1 1 75 75 2 5 4 5 75 75 75 75 S 16 81

BH2004 17.50 17.95 14.50 Dry 4 4 75 75 3 4 5 6 75 75 75 75 S 18 81

BH2004 19.00 19.45 17.50 Dry 2 2 75 75 3 5 5 7 75 75 75 75 S 20 81

BH2004 20.50 20.95 17.50 Dry 2 4 75 75 3 4 6 6 75 75 75 75 S 19 81

BH2004 22.00 22.45 20.50 Dry 2 3 75 75 2 3 3 3 75 75 75 75 S 11 81

BH2004 23.50 23.95 20.50 Dry 1 2 75 75 2 3 3 4 75 75 75 75 S 12 81

BH2005 1.70 2.15 1.70 Dry 2 2 75 75 2 2 3 3 75 75 75 75 S 10 74

BH2005 2.70 3.15 2.50 Dry 3 4 75 75 5 10 9 12 75 75 75 75 S 36 74

BH2005 3.70 4.15 3.50 Dry 3 4 75 75 7 8 10 12 75 75 75 75 C 37 74

BH2005 4.70 5.03 4.50 Dry 6 17 75 75 17 16 17 75 75 25 C 86 74

BH2005 5.70 6.15 5.50 Dry 6 7 75 75 9 12 11 15 75 75 75 75 C 47 74

BH2005 7.00 7.38 6.80 Dry 9 14 75 75 19 14 17 75 75 75 C 67 74


CONTRACT CHECKED

36095

water level (m)


energy ratio (%)

blows pen (mm)

blows pen (mm)



FAITHFUL AND GOULD



depth (m)

s.w.p (mm)

bottom depth (m)

casing depth (m)


CLIENT

SITE

BH2005 8.50 8.95 8.30 Dry 6 9 75 75 8 13 13 8 75 75 75 75 C 42 74

BH2005 10.00 10.39 9.80 Dry 10 12 75 75 16 14 17 3 75 75 75 10 C 64 74

BH2005 11.50 11.95 11.30 Dry 10 9 75 75 7 10 12 10 75 75 75 75 C 39 74

BH2005 13.00 13.45 12.80 Dry 3 4 75 75 7 7 7 8 75 75 75 75 C 29 74

BH2005 14.50 14.95 14.50 Dry 5 6 75 75 8 8 10 11 75 75 75 75 C 37 81

BH2005 16.00 16.45 16.00 Dry 5 8 75 75 10 9 9 14 75 75 75 75 C 42 81

BH2005 17.50 17.95 17.50 Dry 1 2 75 75 1 1 3 2 75 75 75 75 S 7 81

BH2005 19.00 19.45 19.00 Dry 3 5 75 75 5 4 4 5 75 75 75 75 S 18 81

BH2005 20.50 20.95 19.00 Dry 2 1 75 75 2 3 3 4 75 75 75 75 S 12 81

BH2005 22.00 22.45 20.50 Dry 1 3 75 75 2 3 3 4 75 75 75 75 S 12 81

BH2005 23.50 23.95 20.50 Dry 3 3 75 75 2 1 3 3 75 75 75 75 S 9 81

BH2006 1.70 2.15 1.60 Dry 2 3 75 75 4 5 7 9 75 75 75 75 S 25 62

BH2006 2.70 3.15 2.70 Dry 3 5 75 75 6 4 5 6 75 75 75 75 C 21 62

BH2006 3.70 4.15 3.70 1.10 4 6 75 75 7 10 10 11 75 75 75 75 C 38 62

BH2006 4.70 5.15 4.70 0.80 2 4 75 75 6 9 10 10 75 75 75 75 C 35 62

BH2006 6.00 6.45 6.00 5.10 2 3 75 75 5 6 5 9 75 75 75 75 S 25 62

BH2006 7.50 7.86 7.50 Dry 2 5 75 75 13 17 20 75 75 60 S 71 62

BH2006 9.00 9.45 9.00 Dry 2 3 75 75 4 6 7 5 75 75 75 75 S 22 62

BH2006 10.50 10.78 10.50 Dry 6 15 75 75 25 25 75 50 S 120 62

BH2006 12.50 12.95 12.50 Dry 1 2 75 75 3 4 10 6 75 75 75 75 S 23 62

BH2006 13.60 14.05 12.50 Dry 3 2 75 75 4 5 7 8 75 75 75 75 S 24 62

BH2006 15.00 15.45 14.00 Dry 4 5 75 75 5 10 10 10 75 75 75 75 S 35 81

BH2006 16.50 16.95 14.00 Dry 3 5 75 75 6 8 10 9 75 75 75 75 S 33 81

BH2006 18.00 18.45 14.00 Dry 1 1 75 75 2 4 5 7 75 75 75 75 S 18 81

BH2006 19.50 19.95 14.00 Dry 2 5 75 75 8 6 6 9 75 75 75 75 S 29 81


CONTRACT CHECKED

36095

water level (m)


energy ratio (%)

blows pen (mm)

blows pen (mm)



FAITHFUL AND GOULD



depth (m)

s.w.p (mm)

bottom depth (m)

casing depth (m)


CLIENT

SITE

BH2006 20.40 20.85 14.00 Dry 13 8 75 75 8 10 10 8 75 75 75 75 S 36 81

BH2006 22.50 22.95 14.00 Dry 3 5 75 75 5 8 8 11 75 75 75 75 S 32 81

BH2006 24.00 24.45 14.20 Dry 3 5 75 75 8 8 11 9 75 75 75 75 S 36 81

BH2006 25.00 25.45 14.20 Dry 10 13 75 75 18 10 8 9 75 75 75 75 S 45 81

BH2006 28.00 28.45 14.20 Dry 7 10 75 75 10 11 9 11 75 75 75 75 S 41 81

BH2007A 1.70 2.15 1.70 Dry 4 2 75 75 4 3 4 4 75 75 75 75 C 15 74

BH2007A 2.70 3.15 2.50 Dry 4 4 75 75 5 6 6 6 75 75 75 75 C 23 74

BH2007A 3.70 4.15 3.50 Dry 3 4 75 75 4 6 10 12 75 75 75 75 C 32 74

BH2007A 4.70 5.15 4.50 Dry 9 6 75 75 8 12 16 14 75 75 75 70 C 51 74

BH2007A 5.70 6.15 4.50 Dry 3 8 75 75 10 14 14 12 75 75 75 75 C 50 74

BH2007A 7.00 7.45 6.20 Dry 2 4 75 75 4 6 14 22 75 75 75 75 C 46 74

BH2007A 8.50 8.95 8.30 Dry 1 1 75 75 2 4 4 4 75 75 75 75 S 14 74

BH2007A 10.50 10.95 9.80 Dry 5 4 75 75 3 2 2 3 75 75 75 75 S 10 74

BH2007A 13.00 13.45 11.50 Dry 1 1 75 75 1 1 1 3 75 75 75 75 S 6 81

BH2007A 14.50 14.95 11.50 Dry 9 7 75 75 4 4 3 2 75 75 75 75 S 13 81

BH2007A 16.00 16.45 11.50 Dry 6 6 75 75 5 6 7 8 75 75 75 75 S 26 81

BH2007A 17.00 17.45 11.50 Dry 8 6 75 75 5 5 5 5 75 75 75 75 S 20 81

BH2007A 18.50 18.95 11.50 Dry 5 5 75 75 6 6 6 5 75 75 75 75 S 23 81

BH2007A 20.00 20.45 11.50 Dry 3 6 75 75 6 6 5 4 75 75 75 75 S 21 81

BH2007A 21.40 21.77 11.50 Dry 7 7 75 75 9 19 12 75 75 72 S 54 81

BH2008 1.70 2.15 1.70 Dry 7 6 75 75 2 5 9 4 75 75 75 75 C 20 74

BH2008 2.70 3.15 2.50 Dry 7 5 75 75 3 3 5 4 75 75 75 75 C 15 74

BH2008 3.70 4.15 3.50 Dry 5 6 75 75 4 3 5 4 75 75 75 75 C 16 74

BH2008 4.70 5.15 4.50 Dry 1 4 75 75 5 3 3 3 75 75 75 75 C 14 74

BH2008 5.70 6.15 5.50 Dry 1 0 75 75 0 1 0 0 75 75 75 75 C 1 74


CONTRACT CHECKED

36095

water level (m)


energy ratio (%)

blows pen (mm)

blows pen (mm)



FAITHFUL AND GOULD



depth (m)

s.w.p (mm)

bottom depth (m)

casing depth (m)


CLIENT

SITE

BH2008 6.50 6.95 6.30 Dry 2 3 75 75 2 0 0 1 75 75 75 75 S 3 74

BH2008 8.00 8.45 7.80 Dry 2 3 75 75 2 3 2 2 75 75 75 75 S 9 74

BH2008 9.50 9.95 9.30 Dry 3 2 75 75 2 1 2 0 75 75 75 75 S 5 74

BH2008 11.00 11.45 10.80 Dry 1 2 75 75 2 1 2 2 75 75 75 75 S 7 74

BH2008 12.50 12.95 12.30 Dry 1 2 75 75 1 0 0 1 75 75 75 75 S 2 74

BH2008 14.00 14.45 13.80 Dry 4 1 75 75 0 2 5 4 75 75 75 75 S 11 74

BH2008 15.50 15.95 15.00 Dry 2 4 75 75 5 5 6 7 75 75 75 75 S 23 74

BH2008 16.50 16.95 15.00 Dry 5 5 75 75 5 6 4 2 75 75 75 75 S 17 81.02

BH2008 18.00 18.45 16.50 Dry 1 2 75 75 2 4 4 4 75 75 75 75 S 14 81.02

BH2008 19.50 19.95 16.50 Dry 5 3 75 75 3 4 4 5 75 75 75 75 S 16 81.02

BH2008 21.00 21.45 19.50 Dry 1 2 75 75 2 2 6 7 75 75 75 75 S 17 81.02

BH2008 22.50 22.95 19.50 Dry 2 4 75 75 6 10 8 8 75 75 75 75 S 32 81.02

BH2008 23.75 24.20 22.50 Dry 14 9 75 75 6 6 7 8 75 75 75 75 S 27 81.02

BH2009 1.70 2.15 1.70 Dry 1 1 75 75 4 4 4 5 75 75 75 75 C 17 74

BH2009 2.70 3.15 2.70 Dry 2 2 75 75 4 3 6 4 75 75 75 75 S 17 74

BH2009 3.70 4.15 3.50 Dry 4 5 75 75 6 6 4 8 75 75 75 75 S 24 74

BH2009 4.70 5.15 4.50 Dry 6 4 75 75 5 6 7 6 75 75 75 75 C 24 74

BH2009 5.70 6.15 5.50 Dry 6 7 75 75 6 4 5 6 75 75 75 75 C 21 74

BH2009 7.00 7.45 6.80 Dry 7 14 75 75 11 14 13 10 75 75 75 75 C 48 74

BH2009 8.50 8.80 8.30 Dry 8 15 75 75 21 24 75 75 C 90 74

BH2009 10.00 10.45 9.80 Dry 4 5 75 75 5 6 4 5 75 75 75 75 S 20 74

BH2009 11.50 11.95 11.30 Dry 4 3 75 75 3 4 5 6 75 75 75 75 S 18 74

BH2009 14.50 14.95 12.80 Dry 10 8 75 75 8 4 6 5 75 75 75 75 S 23 74

BH2009 16.00 16.45 12.80 Dry 1 1 75 75 1 2 3 3 75 75 75 75 S 9 81

BH2009 17.50 17.95 12.80 Dry 3 5 75 75 5 3 3 3 75 75 75 75 S 14 81


CONTRACT CHECKED

36095

water level (m)


energy ratio (%)

blows pen (mm)

blows pen (mm)



FAITHFUL AND GOULD



depth (m)

s.w.p (mm)

bottom depth (m)

casing depth (m)


CLIENT

SITE

BH2009 19.00 19.45 12.80 Dry 1 3 75 75 4 4 5 4 75 75 75 75 S 17 81

BH2009 20.50 20.95 12.80 Dry 1 4 75 75 3 3 3 4 75 75 75 75 S 13 81

BH2009 22.00 22.45 12.80 Dry 3 3 75 75 3 4 4 6 75 75 75 75 S 17 81

BH2009 23.50 23.95 12.80 Dry 4 5 75 75 6 6 7 8 75 75 75 75 S 27 81


CONTRACT CHECKED

36095

water level (m)


energy ratio (%)

blows pen (mm)

blows pen (mm)



FAITHFUL AND GOULD



depth (m)

s.w.p (mm)

bottom depth (m)

casing depth (m)


Depth (m)

1.00

2.00

3.00

4.00

5.00

Blowcount / penetration

(mm)

1 / 1002 / 1003 / 1001 / 1004 / 100

13 / 10012 / 10011 / 1009 / 1007 / 100

14 / 10014 / 10015 / 10023 / 10022 / 10022 / 10015 / 10013 / 10010 / 10022 / 10016 / 10018 / 10014 / 10016 / 10020 / 10019 / 10015 / 10014 / 1008 / 1006 / 1004 / 1005 / 100

10 / 1008 / 1005 / 1004 / 1004 / 1004 / 100

Blows / 100mm Torque (Nm)

0

50

50

80

Remarks

Brown and grey slightly sandy angular and subangular fine to coarse concrete, brick and flint GRAVEL with a medium angular concrete cobble content.

Soft yellowish brown sandy gravelly CLAY. Gravel is subangular to rounded fine to coarse flint.

Inspection pit completed at 1.20m

Continued Next Page


DYNAMIC PROBE RESULTSCLIENT FAITHFUL AND GOULD DPSH2001SITE CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE Sheet 1 of 5Date 22/10/2020 Easting 521614.7 Scale 1:25Ground Level 90.85mOD Northing 207447.1 Depth (m) 25.00

Method: BS EN ISO 22476-2:2005

Probe type: Dynamic Probe (super heavy) CONTRACT

36095CHECKED

10 20 30 40

Depth (m)

6.00

7.00

8.00

9.00

10.00


(mm)9 / 100

12 / 1009 / 1004 / 1008 / 1009 / 100

10 / 1008 / 1006 / 1005 / 1006 / 1006 / 1009 / 100

12 / 1007 / 100

14 / 10010 / 1006 / 1005 / 1004 / 1003 / 1005 / 1005 / 1006 / 1005 / 1009 / 1008 / 1006 / 1006 / 1006 / 1005 / 1002 / 1002 / 1002 / 1003 / 1004 / 1004 / 1006 / 1004 / 1003 / 1004 / 1004 / 1004 / 1005 / 100

12 / 1005 / 1005 / 1004 / 1003 / 1003 / 100


30

40

60

60

50

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

11.00

12.00

13.00

14.00

15.00


(mm)6 / 1005 / 1006 / 1002 / 1007 / 100

10 / 1008 / 100

14 / 1007 / 1007 / 1005 / 1002 / 1003 / 1004 / 1004 / 1004 / 1003 / 1004 / 1005 / 1003 / 100

10 / 10011 / 1007 / 1006 / 1005 / 1005 / 1008 / 1006 / 1007 / 10011 / 10010 / 10013 / 10016 / 10015 / 1008 / 100

10 / 1006 / 1007 / 1006 / 1009 / 100

20 / 10020 / 10011 / 1008 / 1005 / 1007 / 100

10 / 10010 / 10011 / 10010 / 100


40

50

60

50

60

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

16.00

17.00

18.00

19.00

20.00


(mm)10 / 10014 / 10019 / 10010 / 10010 / 1009 / 100

14 / 10012 / 10016 / 10017 / 1006 / 1008 / 1007 / 1008 / 1009 / 100

14 / 1008 / 1008 / 1008 / 100

10 / 10013 / 1009 / 1009 / 1006 / 1005 / 100

15 / 10016 / 10012 / 10014 / 10016 / 1008 / 1007 / 1007 / 100

18 / 10018 / 10011 / 1009 / 1009 / 100

17 / 10016 / 10010 / 10011 / 10010 / 1009 / 1005 / 1005 / 1004 / 1005 / 1007 / 100

10 / 100


50

60

60

50

55

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

21.00

22.00

23.00

24.00

25.00


(mm)12 / 10012 / 1008 / 100

12 / 10013 / 10019 / 10036 / 10010 / 1007 / 1009 / 100

10 / 10010 / 1007 / 1007 / 1006 / 1006 / 1007 / 1008 / 100

10 / 1009 / 1009 / 100

17 / 10011 / 10010 / 1009 / 100

12 / 10010 / 1008 / 100

17 / 10018 / 10026 / 10025 / 10018 / 10012 / 10014 / 10018 / 10019 / 10014 / 10011 / 10014 / 10022 / 10023 / 10011 / 10017 / 10018 / 10017 / 10016 / 10014 / 10014 / 10013 / 100


60

50

40

50

50

Remarks

Completed at 25.00m





36095CHECKED

10 20 30 40

Depth (m)

1.00

2.00

3.00

4.00

5.00


(mm)

5 / 10011 / 10013 / 10014 / 10010 / 10010 / 10010 / 10014 / 10013 / 10012 / 1007 / 100

13 / 10012 / 10018 / 10013 / 1009 / 100

12 / 10011 / 1005 / 1008 / 10011 / 10011 / 1008 / 1007 / 1005 / 1009 / 1009 / 100

12 / 100


20

50

90

Remarks

Brown and greyish brown sandy angular to subrounded fine to coarse concrete, flint and rare brick GRAVEL with a low subangular concrete cobble content.

Brown slightly clayey sandy subangular to rounded fine to coarse flint GRAVEL.


Completed at 4.00m




Probe type: Dynamic Probe (super heavy)

Remarks: Rod deflection at an acute angle unable to continue.

CONTRACT

36095CHECKED

10 20 30 40

Depth (m)

1.00

2.00

3.00

4.00

5.00


(mm)

2 / 1002 / 1000 / 1000 / 1000 / 1000 / 1000 / 1001 / 1000 / 1000 / 1000 / 1000 / 1001 / 1002 / 1004 / 1005 / 1003 / 1003 / 1004 / 1003 / 1003 / 1001 / 1001 / 1001 / 1001 / 1001 / 1002 / 1001 / 1002 / 1002 / 1001 / 1003 / 1002 / 1001 / 1001 / 1002 / 1002 / 1004 / 100


0

20

20

15

Remarks

Brown and greyish brown sandy angular to subrounded fine to coarse concrete, flint and rare brick GRAVEL with a low subangular concrete cobble contet.



Continued Next Page


DYNAMIC PROBE RESULTSCLIENT FAITHFUL AND GOULD DPSH2002ASITE CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE Sheet 1 of 5Date 27/10/2020 Easting 521614.1 Scale 1:25Ground Level 90.75mOD Northing 207437.4 Depth (m) 25.00



36095CHECKED

10 20 30 40

Depth (m)

6.00

7.00

8.00

9.00

10.00


(mm)2 / 1002 / 1001 / 1003 / 1002 / 1001 / 1001 / 1002 / 1002 / 1004 / 1005 / 1002 / 1002 / 1002 / 1002 / 1003 / 1003 / 1003 / 1002 / 1002 / 1002 / 1003 / 1003 / 1004 / 1001 / 1002 / 1002 / 1002 / 1001 / 1001 / 1001 / 1001 / 1001 / 1001 / 1000 / 1000 / 1002 / 1002 / 1002 / 1001 / 1006 / 1002 / 1003 / 1003 / 1003 / 1005 / 1006 / 1003 / 1003 / 1002 / 100


15

10

10

10

15

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

11.00

12.00

13.00

14.00

15.00


(mm)5 / 1004 / 1004 / 1004 / 1004 / 1003 / 1003 / 1008 / 1007 / 1005 / 1007 / 1005 / 1004 / 1004 / 1004 / 10011 / 1006 / 1008 / 100

10 / 10018 / 10012 / 10020 / 10015 / 10012 / 1007 / 1004 / 1003 / 1003 / 1003 / 1004 / 1002 / 1003 / 1003 / 1004 / 1004 / 1004 / 1004 / 1004 / 1008 / 1006 / 1005 / 1004 / 1005 / 100

10 / 10013 / 10010 / 10012 / 10013 / 10013 / 1009 / 100


10

40

40

30

40

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

16.00

17.00

18.00

19.00

20.00


(mm)9 / 100

18 / 10012 / 1009 / 100

14 / 1007 / 1004 / 1003 / 1003 / 1006 / 1009 / 1005 / 1007 / 1005 / 1005 / 1007 / 1007 / 1007 / 1006 / 1006 / 1007 / 100

12 / 1008 / 1007 / 1005 / 1003 / 1003 / 1003 / 1006 / 1006 / 1008 / 100

10 / 1006 / 1006 / 1003 / 1004 / 1004 / 1005 / 1005 / 1003 / 1004 / 1005 / 1005 / 1004 / 1003 / 1004 / 1004 / 1004 / 1004 / 1007 / 100


40

40

30

35

40

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

21.00

22.00

23.00

24.00

25.00


(mm)4 / 1004 / 1004 / 1005 / 1006 / 1005 / 1004 / 1006 / 100

10 / 1007 / 1007 / 1007 / 1006 / 100

10 / 10010 / 1007 / 100

12 / 1008 / 1007 / 10011 / 1008 / 1006 / 1005 / 1008 / 1009 / 100

10 / 1007 / 100

12 / 10012 / 1007 / 1006 / 1004 / 1003 / 100

12 / 10012 / 1006 / 1003 / 1004 / 1004 / 1007 / 100

14 / 10018 / 10017 / 10016 / 10034 / 10029 / 10014 / 10014 / 10010 / 1007 / 100


55

50

45

45

50

Remarks

Completed at 25.00m





36095CHECKED

10 20 30 40

Depth (m)

1.00

2.00

3.00

4.00

5.00


(mm)

3 / 1003 / 1002 / 1002 / 1001 / 1001 / 1001 / 1003 / 1008 / 1006 / 1006 / 1006 / 1006 / 1007 / 1006 / 1005 / 1008 / 1008 / 1006 / 1008 / 1005 / 1007 / 1006 / 1004 / 1004 / 1004 / 1004 / 1003 / 1003 / 1004 / 1005 / 1002 / 1005 / 1003 / 1001 / 1002 / 1001 / 1001 / 100


0

0

10

10

Remarks

Brown and grey slightly sandy angular and subangular fine to coarse concrete, brick and flint GRAVEL with a medium angular concrete cobble content.Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and rare brick.

Soft orangish brown slightly sandy very gravelly CLAY. Gravel is angular to subrounded fine to coarse flint, concrete and rare chalk.


Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

6.00

7.00

8.00

9.00

10.00


(mm)2 / 1001 / 1002 / 1002 / 1002 / 1002 / 1001 / 1002 / 1003 / 1003 / 1001 / 1000 / 1001 / 1003 / 1005 / 1006 / 1004 / 1003 / 1002 / 1001 / 1001 / 1001 / 1002 / 1002 / 1002 / 1002 / 1002 / 1002 / 1002 / 1002 / 1003 / 1002 / 1002 / 1002 / 1007 / 1006 / 1004 / 1002 / 1003 / 1001 / 1002 / 1001 / 1002 / 1002 / 1002 / 1004 / 1003 / 1004 / 1004 / 1005 / 100


10

10

10

30

30

Remarks

Completed at 10.00m





36095CHECKED

10 20 30 40

Depth (m)

1.00

2.00

3.00

4.00

5.00


(mm)

1 / 1000 / 1001 / 1000 / 1001 / 1002 / 1003 / 1003 / 1003 / 1002 / 1003 / 1003 / 1002 / 1007 / 1005 / 1006 / 1006 / 1005 / 1003 / 1001 / 1001 / 1002 / 1002 / 1003 / 1003 / 1002 / 1002 / 1002 / 1003 / 1002 / 1001 / 1001 / 1003 / 1002 / 1002 / 1002 / 1002 / 1002 / 100


0

20

30

20

Remarks

Brown and grey slightly sandy angular and subangular fine to coarse concrete, brick and flint GRAVEL with a medium angular concrete cobble content.Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and rare brick.Soft orangish brown slightly sandy very gravelly CLAY. Gravel is angular to subrounded fine to coarse flint, concrete and rare chalk.Soft brown sandy gravelly CLAY. Gravel is angular to subrounded fine to coarse flint, chalk and rare concrete.


Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

6.00

7.00

8.00

9.00

10.00


(mm)3 / 1001 / 1000 / 1000 / 1001 / 1000 / 1001 / 1000 / 1000 / 1000 / 1001 / 1001 / 1000 / 1000 / 1000 / 1000 / 1002 / 1002 / 1002 / 1002 / 1001 / 1001 / 1002 / 1001 / 1001 / 1006 / 1003 / 1003 / 1004 / 1002 / 1002 / 1002 / 1008 / 1004 / 1002 / 1002 / 1002 / 1002 / 1002 / 1002 / 1002 / 1002 / 1003 / 1003 / 1003 / 1003 / 1006 / 1002 / 1002 / 1004 / 100


10

0

20

5

20

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

11.00

12.00

13.00

14.00

15.00


(mm)3 / 1002 / 1004 / 1008 / 1005 / 1004 / 1003 / 1005 / 1007 / 100

10 / 1003 / 1002 / 1008 / 1002 / 1004 / 1006 / 1004 / 1003 / 1002 / 1002 / 1002 / 1003 / 1003 / 1003 / 1003 / 1003 / 1006 / 1002 / 1002 / 1005 / 1006 / 1007 / 1005 / 1005 / 1003 / 1004 / 1002 / 1002 / 1004 / 1003 / 1003 / 1006 / 1005 / 1005 / 100

10 / 10014 / 10011 / 1008 / 1003 / 1002 / 100


30

30

20

20

40

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

16.00

17.00

18.00

19.00

20.00


(mm)4 / 1009 / 1007 / 100

10 / 1008 / 1006 / 1007 / 1009 / 10011 / 1006 / 1005 / 1004 / 1005 / 1004 / 1004 / 1007 / 1004 / 1004 / 1003 / 1004 / 1005 / 1005 / 1006 / 1004 / 1006 / 1006 / 1006 / 100

12 / 1008 / 1004 / 1004 / 100

10 / 1007 / 1004 / 1003 / 1003 / 100

10 / 1005 / 1006 / 1006 / 1006 / 100

10 / 1007 / 1003 / 1003 / 1001 / 1006 / 1004 / 1004 / 1004 / 100


35

40

25

35

35

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

21.00

22.00

23.00

24.00

25.00


(mm)4 / 1004 / 1003 / 1003 / 1003 / 1007 / 1004 / 1004 / 1009 / 1008 / 1005 / 1007 / 1005 / 1004 / 1007 / 1004 / 1005 / 1004 / 1004 / 1005 / 1007 / 1005 / 1002 / 1002 / 1004 / 1004 / 1008 / 1008 / 100

10 / 1008 / 1004 / 1007 / 100

19 / 10014 / 1008 / 1005 / 1005 / 1005 / 1006 / 1007 / 1006 / 1007 / 1004 / 1009 / 100

15 / 10011 / 10016 / 1007 / 1009 / 1008 / 100


30

35

35

40

35

Remarks

Completed at 25.00m





36095CHECKED

10 20 30 40

Depth (m)

1.00

2.00

3.00

4.00

5.00


(mm)

1 / 1000 / 1000 / 1000 / 1000 / 1000 / 1001 / 1001 / 1002 / 1003 / 100

10 / 10016 / 10014 / 1007 / 100

16 / 1008 / 100

10 / 1008 / 1008 / 1007 / 1008 / 100

14 / 1009 / 1007 / 1006 / 1004 / 1006 / 1004 / 1004 / 1005 / 1005 / 1005 / 1005 / 1002 / 1003 / 1003 / 1002 / 1007 / 100


0

0

40

40

Remarks

Brown and grey slightly sandy angular and subangular fine to coarse concrete, brick and flint GRAVEL with a medium angular concrete cobble content.

0.10 - 0.15m: Geotextile membrane (130x120x2mm).

Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and rare brick.Soft dark brown slightly sandy gravelly CLAY. Gravel is subangular and subrounded fine to coarse flint and rare concrete.

Soft light brown slightly sandy gravelly CLAY. Gravel is subangular to rounded fine to coarse flint. Inspection pit completed at 1.20m

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

6.00

7.00

8.00

9.00

10.00


(mm)3 / 1002 / 1005 / 1002 / 1002 / 1003 / 1002 / 1004 / 1006 / 100

10 / 1007 / 1005 / 1003 / 1001 / 1001 / 1002 / 1002 / 1001 / 1002 / 1002 / 1002 / 1004 / 1008 / 1003 / 1003 / 1003 / 1002 / 1003 / 1003 / 1003 / 1002 / 1002 / 1003 / 1003 / 1003 / 1002 / 1002 / 1002 / 1003 / 1003 / 1004 / 1004 / 1004 / 1004 / 1003 / 1005 / 1002 / 1003 / 1003 / 1002 / 100


40

40

50

40

20

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

11.00

12.00

13.00

14.00

15.00


(mm)3 /

2 / 1003 / 1003 / 1004 / 1003 / 1003 / 1003 / 1004 / 1005 / 1006 / 1005 / 1004 / 1002 / 1004 / 1002 / 1004 / 1004 / 1005 / 1006 / 1005 / 1005 / 1006 / 1005 / 1005 / 1004 / 1004 / 1004 / 1007 / 1005 / 1006 / 1005 / 1006 / 1004 / 1004 / 1003 / 1001 / 1002 / 1003 / 1003 / 1003 / 1004 / 1006 / 1008 / 1006 / 1006 / 1005 / 1007 / 1007 / 1006 / 100


30

35

30

30

30

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

16.00

17.00

18.00

19.00

20.00


(mm)9 / 1008 / 1008 / 1008 / 1008 / 1006 / 1005 / 1004 / 1004 / 1008 / 1009 / 1007 / 1006 / 1004 / 1007 / 100

15 / 1007 / 1008 / 1008 / 1005 / 100

10 / 10017 / 10013 / 10013 / 1009 / 1007 / 1007 / 1006 / 1008 / 100

10 / 10014 / 1008 / 100

10 / 1008 / 1007 / 1008 / 1008 / 1004 / 1008 / 1009 / 1005 / 1004 / 1008 / 100

12 / 10012 / 1007 / 1008 / 1006 / 1007 / 1009 / 100


30

40

40

35

50

Remarks

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

21.00

22.00

23.00

24.00

25.00


(mm)5 / 1005 / 1006 / 1005 / 1006 / 100

18 / 10016 / 10011 / 10017 / 1008 / 1004 / 1004 / 1005 / 1005 / 1009 / 100

10 / 1007 / 100

12 / 1004 / 1004 / 1004 / 1004 / 1005 / 1005 / 1009 / 100

10 / 1007 / 100

12 / 1004 / 1004 / 1008 / 1004 / 1007 / 1006 / 1007 / 100

22 / 10021 / 1009 / 10011 / 1008 / 100

12 / 10021 / 10041 / 10050 / 100


40

50

50

20

20

Remarks

Completed at 24.40m





36095CHECKED

10 20 30 40

Depth (m)

1.00

2.00

3.00

4.00

5.00


(mm)

5 / 1006 / 1006 / 1006 / 1006 / 1006 / 1006 / 1008 / 1009 / 1009 / 1007 / 1006 / 10011 / 1006 / 1007 / 1006 / 1006 / 1005 / 1006 / 1007 / 1008 / 1007 / 1007 / 1008 / 1007 / 1007 / 10011 / 10011 / 1006 / 1003 / 1003 / 1003 / 1003 / 1003 / 1003 / 1006 / 1009 / 1009 / 100


0

0

40

50

Remarks

Brown and grey slightly sandy angular and subangular fine to coarse concrete, brick and flint GRAVEL with a high angular concrete cobble content.Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and rare brick.Orangish brown slightly clayey gravelly fine to coarse SAND. Gravel is subangular to rounded flint and rare concrete.

Firm orangish brown locally mottled grey slightly gravelly sandy CLAY. Gravel is subangular to rounded flint and rare concrete.Inspection pit completed at 1.20m

Continued Next Page





36095CHECKED

10 20 30 40

Depth (m)

6.00

7.00

8.00

9.00

10.00


(mm)10 / 1006 / 1008 / 100

13 / 10010 / 10012 / 10011 / 1009 / 1009 / 100

12 / 1006 / 100

14 / 10011 / 10010 / 1009 / 1008 / 10011 / 10012 / 10012 / 10020 / 10018 / 10025 / 10017 / 10027 / 10027 / 10026 / 10028 / 10035 / 10039 / 10016 / 10011 / 10050 / 40


20

30

40

Remarks

Completed at 8.14m





36095CHECKED

10 20 30 40

sample no & type

sample depth(m)

from to0.05 - 0.150.05 - 0.150.05 - 0.15

0.30 - 0.500.30 - 0.500.30 - 0.50

0.60 - 0.800.60 - 0.800.60 - 0.800.80 - 0.900.80 - 0.900.80 - 0.90

test type & value

Vo 0.0

Vo 0.0

Vo 0.0

Vo 0.0

waterrecord description

Soft dark brown slightly sandy slightly gravelly CLAY with rare roots (up to 5mm diam) and frequent rootlets. Gravel is subangular and subrounded fine to coarse flint, brick and concrete. (MADE GROUND)

0.00 - 0.10m: Rare plastic fragments (up to 80x20x2mm).

Yellowish brown locally brown slightly gravelly clayey fine to coarse SAND with rare roots (up to 5mm diam.) and frequent rootlets.. Gravel is subangular to rounded fine to coarse flint, rare brick and rare concrete. (MADE GROUND)

0.65m: Subangular brick cobble (200x80x60mm).Orangish brown clayey SAND and subangular to rounded fine to coarse flint GRAVEL with rare rootlets (up to 5mm diam.) and frequent rootlets to 0.85m.

Trial pit Completed at 0.90m

depth (m)

0.60

0.800.90

reduced level(m)

90.25

90.0589.95

legend

1B1ES2D

2ES3B4D

3ES5B6D4ES7B8D


TRIAL PIT LOGCLIENT FAITHFUL AND GOULD CIS2SITE CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE Sheet 1 of 1

Start Date 26 October 2020 Easting 521614.0 Scale 1:25

End Date 26 October 2020 Northing 207467.3 Ground Level 90.85mOD Depth 0.90 m

Equipment: Hand toolsPit width x length: 0.60m x 0.80m Sidewall stability: Stable.

Groundwater: Groundwater not encountered

CONTRACTBackfill details:

EXPLORATORY HOLE LOGS SHOULD BE READ IN CONJUNCTION WITH KEY SHEETS

36095CHECKED

Geotechnical Engineering Ltd, Tel. 01452 527743 36095 CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE 2/5/2021 2:11:19 PM KRJH

Depth Strike (m) Rose to (m) Time to rise (min) Remarks

Depth Top (m) Depth Base (m) Material Remarks0.00 0.90 Arisings

DRAF

T


TRIAL PIT DETAILCLIENT

SITE

Brick

Wall

All measurements in millimetres. CONTRACT CHECKED

CIS2

FAITHFUL AND GOULD


Not to scale.

Section

Plan View

36095 JH

Bric

k W

all

Con

cret

e

600

800

700

1000

200

300

N

sample no & type

sample depth(m)

from to

0.15 - 0.250.15 - 0.250.15 - 0.250.40 - 0.600.40 - 0.600.40 - 0.60

test type & value


Brown and greyish brown sandy angular to subrounded fine to coarse concrete, flint and rare brick GRAVEL with a low subangular concrete cobble content. (MADE GROUND)


depth (m)

0.80

reduced level(m)

90.15

legend

1B1ES2D2ES3B4D


TRIAL PIT LOGCLIENT FAITHFUL AND GOULD CPT2001SITE CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE Sheet 1 of 1



Equipment: Hand toolsPit width x length: 0.35m x 0.30m Sidewall stability: Stable.Remarks: Trial pit terminated at 0.80m on encountering concrete.

Groundwater:



36095CHECKED


Depth Strike (m) Rose to (m) Time to rise (min) Remarks0.80 0.80 0 Seepage.


DRAF

T

sample no & type

sample depth(m)

from to

0.70 - 0.900.70 - 0.900.70 - 0.90

1.00 - 1.201.00 - 1.201.00 - 1.20

test type & value


Brown and greyish brown sandy angular to subrounded fine to coarse concrete, flint and rare brick GRAVEL with a low subangular concrete cobble content. (MADE GROUND)

0.45m: Metal reinforcement bar (20mm diam).

Soft brown locally orangish brown slightly sandy gravelly CLAY. Gravel is angular to subrounded fine to coarse flint and concrete. (MADE GROUND)Soft locally firm dark brown and brown locally mottled white sandy gravelly CLAY with rare pockets (up to 20x50x35mm) of white gravelly silt and frequent pockets (up to 40x40x20mm) of brown silty sand. Gravel is angular and subangular fine to coarse flint, rare concrete and rare brick. (MADE GROUND)


depth (m)

0.80

1.00

1.20

reduced level(m)

89.95

89.75

89.55

legend

1B1ES2D

2ES3B4D


TRIAL PIT LOGCLIENT FAITHFUL AND GOULD CPT2001ASITE CP SNOW BUILDING, UNIVERSITY OF HERTFORDSHIRE Sheet 1 of 1




Groundwater:



36095CHECKED


Depth Strike (m) Rose to (m) Time to rise (min) Remarks1.20 1.20 0 Seepage.


DRAF

T

sample no & type

sample depth(m)

from to

0.15 - 0.250.15 - 0.250.15 - 0.25

0.45 - 0.550.45 - 0.550.45 - 0.550.70 - 0.800.70 - 0.800.70 - 0.80

1.00 - 1.201.00 - 1.201.00 - 1.20

test type & value


Brown and greyish brown sandy angular to subrounded fine to coarse concrete, flint and rare brick GRAVEL with a low subangular concrete cobble content.



depth (m)

0.55

1.20

reduced level(m)

90.25

89.60

legend

1B1ES2D

2ES3B4D3ES5B6D

4ES7B8D









36095CHECKED




DRAF

T

sample no & type

sample depth(m)

from to0.00 - 0.200.00 - 0.200.00 - 0.20

0.30 - 0.500.30 - 0.500.30 - 0.50

0.80 - 1.000.80 - 1.000.80 - 1.00

1.10 - 1.201.10 - 1.201.10 - 1.20

test type & value

Vo 0.0

Vo 0.0

Vo 0.0

Vo 0.0


Brown and grey slightly sandy angular and subangular fine to coarse concrete, brick and flint GRAVEL with a medium angular concrete cobble content. (MADE GROUND)

0.10m: Black cable (10mm diam).Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and rare brick. (MADE GROUND)

Firm locally soft orangish brown mottled grey slightly gravelly sandy CLAY. Gravel is subangular to rounded flint and rare chalk.

0.90m: Subrounded flint cobble (230x50x90mm).

Orangish brown clayey very sandy subangular to rounded flint and rare chalk GRAVEL.


depth (m)

0.20

0.75

1.101.20

reduced level(m)

90.65

90.10

89.7589.65

legend

1B1ES2D

2ES3B4D

3ES5B6D

4ES7B8D





Equipment: 1.5t mini-excavatorPit width x length: 0.50m x 0.50m Sidewall stability: Stable and vertical.




36095CHECKED




DRAF

T

sample no & type

sample depth(m)

from to0.00 - 0.050.00 - 0.050.00 - 0.050.20 - 0.400.20 - 0.400.20 - 0.40

0.60 - 0.800.60 - 0.800.60 - 0.80

1.00 - 1.201.00 - 1.201.00 - 1.20

test type & value

Vo 0.0

Vo 0.0

Vo 0.0

Vo 0.0


Brown, grey and orangish brown slightly sandy angular and subangular fine to coarse concrete, flint and rare brick GRAVEL with a medium subangular concrete cobble content and rare rootlets. (MADE GROUND)Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and rare brick. (MADE GROUND)

Soft locally firm black and dark brown slightly gravelly sandy CLAY. Gravel is subangular to subrounded fine to coarse flint. (MADE GROUND)

0.50m: Subhorizontal band (up to 250mm thick) of subangular concrete cobbles (up to 200mm diam.).

Soft brown sandy gravelly CLAY. Gravel is angular to subrounded fine to coarse flint, chalk and rare concrete. (MADE GROUND)


depth (m)

0.05

0.50

0.80

1.20

reduced level(m)

90.75

90.30

90.00

89.60

legend

1B1ES2D2ES3B4D

3ES5B6D

4ES7B8D









36095CHECKED




DRAF

T

sample no & type

sample depth(m)

from to0.00 - 0.200.00 - 0.200.00 - 0.20

0.30 - 0.500.30 - 0.500.30 - 0.50

0.70 - 0.900.70 - 0.900.70 - 0.90

1.00 - 1.201.00 - 1.201.00 - 1.20

test type & value

Vo 0.0

Vo 0.0

Vo 0.0

Vo 0.0



0.10 - 0.15m: Rare plastic fragments (up to 25x30x5mm).Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and rare brick. (MADE GROUND)

0.50m: Subhorizontal band (up to 50mm thick) of orangish brown gravelly clay.Soft dark brown slightly sandy gravelly CLAY. Gravel is subangular and subrounded fine to coarse flint and rare concrete. (MADE GROUND)

Soft light brown slightly sandy gravelly CLAY. Gravel is subangular to rounded fine to coarse flint. (MADE GROUND)

1.10m: Subangular coarse brick gravel.Trial pit Completed at 1.20m

depth (m)

0.20

0.55

1.00

1.20

reduced level(m)

90.70

90.35

89.90

89.70

legend

1B1ES2D

2ES3B4D

3ES5B6D

4ES7B8D









36095CHECKED




DRAF

T

sample no & type

sample depth(m)

from to0.05 - 0.100.05 - 0.100.05 - 0.100.15 - 0.350.15 - 0.350.15 - 0.350.50 - 0.700.50 - 0.700.50 - 0.70

1.00 - 1.201.00 - 1.201.00 - 1.20

test type & value


MADE GROUND Comprising concrete block paving (100x200x50mm). Yellowish brown slightly gravelly fine to coarse SAND. Gravel is subangular and subrounded fine flint. (MADE GROUND)Dark brown silty gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, brick and flint. (MADE GROUND)

0.10 - 0.30m: Rare subangular brick cobbles (up to 80x80x40mm).0.35 - 0.40m: Subhorizontal band of concrete.

Soft orangish brown sandy slightly gravelly CLAY. Gravel is angular to rounded fine to coarse flint.


depth (m)

0.050.10

0.50

1.20

reduced level(m)

90.8090.75

90.35

89.65

legend

1B1ES2D2ES3B4D3ES5B6D

4ES7B8D









36095CHECKED



Depth Top (m) Depth Base (m) Material Remarks0.00 0.05 Concrete0.05 1.20 Arisings

DRAF

T

sample no & type

sample depth(m)

from to0.05 - 0.100.05 - 0.100.05 - 0.100.20 - 0.400.20 - 0.400.20 - 0.40

0.60 - 0.800.60 - 0.800.60 - 0.80

1.00 - 1.201.00 - 1.201.10 - 1.20

test type & value


MADE GROUND Comprising concrete block paving (100x200x50mm). Yellowish brown slightly gravelly fine to coarse SAND. Gravel is subangular and subrounded fine flint. (MADE GROUND)Dark brown silty gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, brick and flint. (MADE GROUND)

0.20 - 0.30m: Rare subangular coarse brick gravel.

Orangish brown clayey gravelly predominantly medium and coarse SAND. Gravel is angular to rounded fine to coarse flint.


depth (m)

0.050.10

0.55

1.20

reduced level(m)

90.8590.80

90.35

89.70

legend

1B1ES2D2ES3B4D

3ES5B6D

7B8D4ES









36095CHECKED



Depth Top (m) Depth Base (m) Material Remarks0.00 0.05 Concrete0.05 1.20 Arisings

DRAF

T

sample no & type

sample depth(m)

from to

0.10 - 0.300.10 - 0.300.10 - 0.30

0.40 - 0.600.40 - 0.600.40 - 0.600.60 - 0.800.60 - 0.800.60 - 0.80

1.00 - 1.201.00 - 1.201.00 - 1.20

test type & value

Vo 0.0

Vo 0.0

Vo 0.0

Vo 0.0



0.10 - 0.30m: Blue plastic fragment (20x100x100mm).Greyish brown and brown very gravelly fine to coarse SAND. Gravel is angular and subangular fine to coarse concrete, flint and brick. (MADE GROUND)

Firm orangish brown mottled grey slightly sandy slightly gravelly CLAY. Gravel is subangular and subrounded fine to coarse flint, concrete and rare brick. (MADE GROUND)

0.70m: Subangular concrete cobble (220x180x30mm).Soft orangish brown slightly gravelly sandy CLAY. Gravel is angular to subrounded concrete, flint and rare chalk. (MADE GROUND)

0.90 - 1.10m: Rare pockets (up to 35mm diam) of orangish brown clay.1.15m: Light grey plastic membrane (100x90x2mm).

Con nued Next Page


depth (m)

0.30

0.60

0.80

1.20

reduced level(m)

90.25

89.95

89.75

89.35

legend

1B1ES2D

2ES3B4D3ES5B6D

4ES7B8D









36095CHECKED




DRAF

T

sample no & type

sample depth(m)

from to

test type & value


Con nued Next Page

depth (m)

reduced level(m)

legend









36095CHECKED




DRAF

T

sample no & type

sample depth(m)

from to

23.75 -25.00

test type & value

waterrecord description depth

(m)

reduced level(m)

legend

54D









36095CHECKED




DRAF

T

LANKELMA Limited

Cold Harbour Barn, Cold Harbour Lane, Iden East Sussex, TN31 7UT

T: +44 (0)1797 280050 E: [email protected]

www.lankelma.com

Project ref.: P-107566-1

UNIVERSITY OF HERTFORDSHIRE

SOIL INVESTIGATION

CPT REPORT

Cone penetration testing

Parameter interpretation


Report no. P-107566-1R01CP

PROJECT:

University of Hertfordshire

CLIENT:

Geotechnical Engineering

FIELDWORK

CPT rig(s) 18.0-tonne track-truck mounted CPT unit (UK22) Date fieldwork started 27th October 2020 Date fieldwork completed 28th October 2020 Lankelma’s representative Emma Stickland Client’s representative David Owen

REPORT

Status Revision Action Date Name

Revised 00 Completed 04/11/20 Chris Player Checked 05/11/20 Joseph Hobbs Approved 05/11/20 Joseph Hobbs

Final 01 Completed 08/02/21 Chris Player Checked 08/02/21 Joseph Hobbs Approved 08/02/21 Joseph Hobbs



CONTENTS

INTRODUCTION 1

DISCLAIMER 1

COMPLETED WORKS 1

FIELDWORK GENERAL 1

CONE PENETRATION TESTS 2 Glossary of CPT Terms and Symbols 2 CPT Data Reduction and Presentation 4 In-situ Stress Conditions 6 Soil Unit Weight 6 Soil Behaviour Type 7 Soil Behaviour Type Index – Ic 8 Relative Density 8 Undrained Shear Strength 9 Overconsolidation Ratio 10

SPT N60 Values 11 Friction Angle 12 Coefficient of Volume Change 13 Young’s Modulus 14

CPT INTERPRETATION NOTES 14

REFERENCES 17

APPENDIX A SUMMARY TABLES

APPENDIX B GENERAL INFORMATION

APPENDIX C CONE PENETRATION TEST RESULTS

APPENDIX D INTERPRETATION RESULTS - SET 1

APPENDIX E INTERPRETATION RESULTS - SET 2

APPENDIX F SITE LOCATION PLAN


1 Report no. P-107566-1R01CP

INTRODUCTION

At the request of Geotechnical Engineering, a soils investigation was carried out on project University of Hertfordshire.

Site location:

(In the general region of)

Former CP Snow Building University of Hertfordshire College Lane Hatfield AL10 9PN

DISCLAIMER

The investigation information, raw data and interpretations provided in this report are for the sole benefit of the Client identified at the front of the report.

Lankelma has exercised reasonable skill and care in the fieldwork and preparation of this report. This report has been completed based on information available to Lankelma at the time of preparation. The measurement and interpreted data in this report do not constitute recommendations for design purposes. An appropriately qualified person must review and interpret the data given in this report, together with any assumptions we have made that affect the data, before using the data for design or recommendation. Lankelma accepts no responsibility for the accuracy or suitability of any assumptions, derived soil parameters, soil classification descriptions or soil layer boundaries contained in this report.

COMPLETED WORKS

• 9 nr. cone penetration tests with pore pressure measurement (CPTu) • Factual report including point data interpretation of selected parameters

Appendix A Summary Tables contains tabulated details of the works completed together with analysis results where applicable.

FIELDWORK GENERAL

Fieldwork was performed with an 18.0-tonne track-truck mounted CPT unit (UK22) equipped with a 17.5-tonne capacity hydraulic ram set.

The Client was responsible for the positioning and re-survey of all investigative locations.



The target depth for the investigation was 25 m below ground level. Table 1 details the final test depths and reasons for test termination (refusal factor). Where penetration refusal was encountered the termination depth was advised to, and agreed with, the Client’s on-site representative.

CONE PENETRATION TESTS

Cone penetration testing was carried out in general accordance with BS ISO 22476-1:2012.

Penetrometer measurements included cone tip resistance, friction sleeve resistance and dynamic pore water pressure sampled at a 10 mm resolution.

Penetrometers were calibrated in accordance with BS8422:2003 and ASTM E74-13a, and penetrometers with down-hole digitisation and incorporating load cell temperature sensors were calibrated in accordance with ISO 376:2011. The BS8422:2003 calibration provides a single calibration uncertainty value as a percentage of full scale output (FSO), while ISO 376:2011 calibrations provide an uncertainty value for each calibration force or pressure and extends to the very low range (tip pressure >= 0.06 MPa) required to quantify uncertainty in low strength soils. The management of calibration records is in accordance with ISO 10012. Copies of all calibration certificates for the cones used are provided in Appendix B.

The piezometer filter element was in the u2 position and was vacuum saturated. The pore pressure system was saturated with de-aired 1000 cSt glycerine oil.

GLOSSARY OF CPT TERMS AND SYMBOLS

SYMBOLS & ABBREVIATIONS Bq Pore pressure ratio. The net pore pressure normalized with respect to the net

cone resistance: Bq = (u2 – u0)/(qt -σv)

Fr Normalised friction sleeve resistance: Fr = fs /(qc- σv)

fs Friction sleeve resistance. The total frictional force acting on the friction sleeve, Fs, divided by its surface area As: fs = Fs/As.

G Shear modulus

g Gravitational constant: g = 9.81 m/s2

G0 Small strain shear modulus

Gs Specific gravity of solids

HOC Heavily overconsolidated

Ic Soil Behaviour Type Index

LOC Lightly overconsolidated

NC Normally consolidated

OC Overconsolidated



qc Cone resistance. The total force acting on the cone Qc, divided by the projected area of the cone, Ac: qc = Qc/Ac.

Qt Normalised cone resistance (Method 1): Qt = (qc – σv)/σ’v

qt Corrected tip resistance. The cone tip resistance qc corrected for pore water pressure effects on the cone shoulder.

qt-net Net cone resistance: qt-net = qt – σv. Where qt is unavailable qc is applied.

qt1 Normalised cone resistance (Method 2): qt1 = (qt)/(σ’v)0.5

Rf Friction ratio The ratio, expressed as a percentage, of the sleeve friction, fs, to the cone resistance, qc, both measured at the same depth: Rf= (fs/qc) . 100

SBT or SBTn Soil behaviour type classification

u0 Equilibrium pore pressure

u2 Pore pressure. Dynamic pore pressure measured at the shoulder position (u2) during penetration dissipation tests. u2 = ∆u2 + u0

∆u2 Excess pore pressure. ∆u2 = ∆u2 - u0

Vs, Vp Shear wave velocity, Vs, and pressure wave velocity, Vp. Measured with use of a seismic receiver.

z Depth below ground level. Depth below ground level as penetration length without correction for inclination, or true depth after correction for inclination.

Greek

γ Unit weight of soil

γw Unit weight of water

ρ Volumetric mass density (or specific mass) of soil

σv Total overburden stress

σ’v Effective overburden stress

σatm, or, Pa Reference atmospheric stress: σatm = 101.3 kPa

TERMS Cone or ‘tip’: The conical tip of the cone penetrometer.

Friction sleeve: The section of the cone penetrometer upon which the sleeve friction is measured, located behind the cone tip.

Piezocone: A cone penetrometer with a pore pressure sensor (u2 / u1)

Seismic cone: A cone penetrometer with a seismic receiver incorporated inside or behind.

Dynamic pore pressure: The pore pressure measured during penetration (u2 / u1) .

Soil behaviour type, or ‘SBT’: Soil classification scheme or classified soil type according to Robertson (1990, 2016) often abbreviated to SBT or according to normalised cone parameters SBTn.



Rod string: The series of hollow tube push rods that transmit force to the penetrometer.

CPT DATA REDUCTION AND PRESENTATION

The CPT results are presented in Appendix C. The corrected cone resistance (qt), local side friction (fs), dynamic pore water pressure (u2), friction ratio (Rf) and inclination are all presented against depth and elevation in accordance BS ISO 22476-1:2012. CPT data and the associated derived geotechnical parameters are included in the AGS 3.1 and 4.0 data files provided.

The cone tip and sleeve force measurements were converted to pressure using the nominal dimensions of the penetrometer.

The tip sleeve and pore pressure measurements were corrected for static and transient temperature effects using parameters obtained from the TEMERATURE EFFECTS section of the calibration certificate. Each CPT dataset was first grouped into penetration strokes (max 1.2 m) and then locally sub-grouped by tip resistance above and below 2 MPa. For each sub-group of qc < 2 MPa, the slope of the temperature (T) profile with time (t) was determined by regression to obtain the rate of temperature change ΔT/Δt. For each recorded value, the static and transient temperature error component (apparent sensor output due to change in temperature) was subtracted from the reading.

For subtraction type cones incorporating traditional temperature compensation wiring in the strain gauge circuit, the residual apparent cone tip resistance (qc:a) and sleeve resistance (fs:a) due to static and transient temperature effects can be approximated by

qc:a = a(ΔT/Δt) + b(ΔT)

and

fs:a = a(ΔT/Δt) + b(ΔT) - qc:a

Where qc:a is the apparent tip resistance, fs:a is the apparent sleeve resistance, a is the apparent resistance due to unit transient temperature change ΔT/Δt, and b is the change in apparent resistance per unit static temperature change relative to the temperature of the instrument at the time of zero load output measurement.

Parameter a is established by subjecting the cone to a positive and negitive nominal temperature change (ΔT ~ +- 10°) in water and measuring the apparent output corresponding to the maximum rate of temperature change at the load cells. Parameter b is established by measuring the apparent output after the cone has temperature stabilised.

The temperature corrected tip and sleeve resistance are then

qc:c = qc - qc:a

and

fs:c = fs - fs:a



Only the static temperature component is considered for piezometer sensors without strain gauge compensation circuitry.

ua = b(ΔT)

Note: There is currently no recognised nomenclature for CPT parameters with temperature correction applied during post processing. To avoid confusion the nomenclature is kept unchanged in the logs and AGS data (qc/qt, fs, and u2) and unless stated otherwise, temperature correction has been applied using the parameters reported in the calibration certificate.

For piezocone tests the corrected tip resistance (or ‘total tip resistance’) was calculated according to the formula

𝑞𝑞𝑡𝑡 = 𝑞𝑞𝑐𝑐 + 𝑢𝑢2 × (1 − 𝑎𝑎)

Where 𝑎𝑎 is the ‘area ratio’ and (1- 𝑎𝑎) is the proportion of cross-sectional area between the cone tip and cone body where pore pressures (positive or negative) can act to add or subtract from the total external axial force on the tip. The difference between measured and corrected values is largest in low strength soils with large excess pore pressures. The percentage adjustment is described by the curves in the following chart for 𝑎𝑎 = 0.8:

Figure 5-1 Uncorrected tip with measured tip resistance

Penetration length readings were corrected for inclination and sleeve readings were depth corrected for the dimensional offset between cone tip and sleeve during post processing. Rod spikes (artefacts of the pause for push rod addition) were filtered from the cone tip and sleeve data. The data was re-sampled from 10 mm resolution to 20 mm to reduce the size of the data set to a more manageable size for end users. A 20 mm resolution is well within the intrinsic influence zone of the cone tip measurement and the loss of meaningful resolution is negligible.

The raw data are presented in Appendix C. For piezocone tests qt is reported on all logs, and qc only appears in the digital AGS data.



Geotechnical parameters appropriate for drained and undrained cone penetration conditions were derived for corresponding drained and undrained derived soil behaviour types (SBTs) respectively, however, to account for uncertainty in the SBT correlation with drainage behaviour, all parameters were derived over a range of transitional soils within the range 2.4 < Ic < 2.7 (see section 6.3).

In general, the engineering parameters derived for fine grain soils (undrained) are suitable for soils of both silicate and carbonate composition, whereas parameters derived for coarse soils are intended for non-cemented predominantly silicate composition.

IN-SITU STRESS CONDITIONS

An estimate of the equilibrium pore pressure and total and effective vertical stress states is required for derivation of many parameters obtained from the CPT and dissipation test.

The total vertical stress with depth was calculated as the sum of the calculated soil unit weight above a given depth. See section 5.4 for information on the empirical estimate of soil unit weight.

The depth of the principal phreatic surface applied in the calculation of effective stress was taken as equal to the groundwater level(s) provided by the Client. In this instance, below the final depth of all tests.

Note: The term phreatic surface is used here, however when it is based on piezocone measurements it is assumed that the piezometric level (under hydrostatic conditions) and phreatic surface coincide. The phreatic or piezometric surface reported is intended to provide information about the assumed pore pressure distribution and may not represent the true position of the groundwater table or perched water bodies. Complex groundwater pressure distributions will be applied if they are observed from the measurements and are sufficiently well defined.

SOIL UNIT WEIGHT

The soil unit weight was estimated using the following method proposed by Robertson (2010).

𝑦𝑦𝑦𝑦𝑤𝑤

= 0.27 𝐿𝐿𝐿𝐿𝐿𝐿�𝑅𝑅𝑓𝑓�+ 0.36 (𝐿𝐿𝐿𝐿𝐿𝐿�𝑞𝑞𝑡𝑡 𝑅𝑅𝑓𝑓)⁄ �+ 1.236

Throughout pre-drilled zones (inspection pits or drill-out) the soil unit weight was assumed as 17 kN/m3.

For depths where the friction sleeve measurement falls below zero, the friction sleeve was substituted with an artificial nominal 1.0 kPa resistance for the purpose of obtaining an approximate soil unit weight necessary for estimation of total vertical stress over the entire profile.



SOIL BEHAVIOUR TYPE

The soil behaviour type (SBT) was interpreted using the Robertson (1990) classification system based on the normalised cone resistance (Qt) and normalised friction sleeve resistance (Fr) for silicate soils.

While the classification based on normalised parameters is considered more accurate, particularly for NC soils exceeding a depth of 15 m, the classification is often significantly in error (artificially granular/drained) at very shallow depth (< 1-3 m). The error at shallow depth is associated with the potentially large difference between the estimated vertical effective stress (applied in normalisation) and the unknown horizontal stress influencing penetration resistance.

Robertson (2010) proposed a non-normalised version of the 1990 chart which uses dimensionless cone resistance (qc/Pa) and friction ratio, Rf. The classification according to this chart can be more reliable at shallow depth and has been plotted as an approximate SBT index (discussed below) for comparison to the normalised classification.

The SBT chart is provided in Appendix B – General Information, titled ‘CPT Soil Behaviour Type Chart’.

It should be noted that the SBT classification provides the general soil ‘type’ which typically provides a similar CPT measurement range of qc and fs. Correspondingly, it will also show biased towards the soil fraction that dominates the mechanical behaviour. While the repeatability and behavioural bias of the SBT is usually beneficial, the classification is not always an appropriate substitute for classification based on grain-size distribution and plasticity.

The layer boundaries are manually interpreted based on broad changes in SBT classification or variance with depth. Once layer boundaries are defined, the SBT zones classified within each layer are listed together with the corresponding percentage of data points within the layer. The modal classification is reported in full, with abbreviated short descriptions for all secondary zones, for example - ‘Clays – clay to silty clay [74%]; *Silt mixtures [20%]’, where the asterisk represents an abbreviation of the full description ‘Silt mixtures – clayey silt to silty clay’. It is important to consider that the classification zone boundaries do not exist in reality and small shifts in the cone response can lead multiple classifications within layers of relatively uniform behaviour; especially were the layer data plot close to a triple junction and/or has spurious spikes or very thin layers. Therefore, some system to limit the number of classified zones is usually necessary for clarity in the plot. The logic used by Lankelma for each layer is: For LT >= 1, C = 85 For 0.5 <= LT < 1, C = 75 For 0 < LT < 0.5, C = 65 Where C = Minimum % SBT zone classification coverage within the layer LT = Layer thickness (m)

For layers having a thickness of less than 1 m then 10% of data at the top and bottom of the layer are excluded to limit the effect of transition zone data (mobilised resistance influenced by overlying or underlying strata) being included in the classification.



The continuous SBT index Ic should be used to assess the classification distribution and variation not accounted for by the layer description.

An alternative to this system is to classify each data point using coloured bars. However, the zones where the classification is known to be incorrect (e.g. very thin layers, transition zones) are left included and may be misinterpreted.

The results are presented in Appendix D.

SOIL BEHAVIOUR TYPE INDEX – IC

The main trend in soil behaviour type (SBT) variation can be expressed by a continuous index, IC, proposed by Robertson and Wride (1998) based on a similar index proposed by Jefferies and Davies (1993). The index provides a continuous profile of SBT variation with depth for end-user analysis of soil units and variation within units.

The equivalent non-normalised version, as proposed by Robertson (2010), is provided for comparison.

The basis of Ic and its approximation of the original chart classification zones may be seen from Appendix B figure ‘CPT Soil Behaviour Type Chart’. The method does not identify zones 1 (sensitive fine grained) or zones 8 & 9 (overconsolidated or cemented).

Normalised SBT index IC (Robertson and Wride, 1998):

𝐼𝐼𝑐𝑐 = [(3.47− log 𝑄𝑄𝑡𝑡)2 + (𝑙𝑙𝐿𝐿𝐿𝐿𝐹𝐹𝑟𝑟 + 1.22)2]0.5

Non-normalised SBT index IC (Robertson, 2010):

𝐼𝐼𝑐𝑐 = ��3.47− log �𝑞𝑞𝑐𝑐𝜎𝜎𝑎𝑎𝑡𝑡𝑎𝑎

��2

+ (𝑙𝑙𝐿𝐿𝐿𝐿𝑅𝑅𝑓𝑓 + 1.22)2�

0.5

The normalised version if Ic is generally more accurate, while the non-normalised version is intended for compatibility with the non-normalised Robertson’s (2010) SBT chart and may be more accurate at shallow depths in overconsolidated soils.


RELATIVE DENSITY

The relative density of sands was calculated based on an empirical relationship proposed by Jamiolkowski et al. (2001) based on a large database of undisturbed frozen samples and calibration chamber tests. The expected accuracy may be evaluated from the figures presented below.



𝐷𝐷𝑟𝑟 = 100 �0.268 ∙ ln�𝑞𝑞𝑡𝑡 𝜎𝜎𝑎𝑎𝑡𝑡𝑎𝑎⁄

�𝜎𝜎𝑣𝑣𝑣𝑣′ 𝜎𝜎𝑎𝑎𝑡𝑡𝑎𝑎⁄� − 𝑘𝑘�

𝑘𝑘 = Compressibility dependant constant can be taken as -0.675 for medium compressibility (applied value in our interpretation), <= 1 for high compressibility and >= 2 for compressible sands.

Figure 5-2 Relative density with normalised tip stress and sand compressibility from calibration chamber tests

(left) and undisturbed frozen samples (right). Jamiolkowski et al. (2001). Reproduced from Mayne (2007).

The results are presented in Appendix E– Standard interpretation results (set 2).

UNDRAINED SHEAR STRENGTH

The undrained shear strength su is usually estimated as a factor of net tip resistance (Lunne et al, 1981):

𝑠𝑠𝑢𝑢 =𝑞𝑞𝑐𝑐 − 𝜎𝜎𝑣𝑣0

𝑁𝑁𝑘𝑘

Where Nk is an empirical cone factor which varies with soil type, stress history, structure/fabric, plasticity, and the mode of shear.

Mayne and Peuchen (2018) performed and evaluation of 407 high-quality triaxial compression tests with net tip resistance to proposed Nkt factors with regression analysis details for five categories of clays shown in Table 1.



Table 1 Summary of CAUC su versus qnet for clays. Reproduced from Mayne and Peuchen (2018).

Clay Group Number of sites

No. Data Correlation Coefficient r2

Factor Nkt Mean Pore Pressure Parameter Bq

Offshore NC-LOC 17 115 0.98 12.32 0.51

Onshore NC-LOC 30 191 0.867 12 0.53

Sensitive NC-LOC 5 43 0.507 10.33 0.84

OC Intact 5 36 0.862 13.57 0.49

OC Fissured 5 22 0.393 22.47 -0.01

All clays 62 407 0.923 13.33 0.55

Alternatively, a variable Nkt factor can be estimated for the profile as a function of the pore pressure parameter Bq, applicable for Bq values of > -0.01. The following equation proposed by Mayne and Peuchen is based on the same database evaluation:

𝑁𝑁𝑘𝑘𝑡𝑡 = 10.5 − 4.6 ∙ ln�𝐵𝐵𝑞𝑞 + 0.1�

Where the pore pressure parameter Bq is the ratio of excess pore pressure to net tip resistance:

𝐵𝐵𝑞𝑞 = 𝑢𝑢2 − 𝑢𝑢0𝑞𝑞𝑡𝑡 − 𝜎𝜎𝑣𝑣0

The Nkt estimate has a standard error of 2.4 Nk and correlation coefficient of 0.645.

The estimate based on Bq is presented as ‘su5’ on the parameter plots and is only suitable for tests that have a high-quality pore pressure data, often indicated by a positive, repeatable, and dynamic response.

Note: Nkt (with subscript ‘t’) indicates a Nk factor that has been established using the corrected tip resistance qt. Nkt can be applied to the uncorrected tip resistance qc (non-piezocone tests) but results in a slightly lower estimate of su depending on the correction magnitude (qc - qt) in lower strength soils. Undrained shear strengths corresponding to selected values of Nk are presented on the plots of Appendix D. ‘su3’ on the logs (Nk = 15) has been included as a reference for comparison to traditionally reported Nk values of 15 and 20.

OVERCONSOLIDATION RATIO

The preconsolidation stress 𝜎𝜎𝑝𝑝′ was calculated based on the method proposed by Mayne et al (2009):

𝜎𝜎𝑝𝑝′ = 𝑘𝑘 ∙ (𝑞𝑞𝑡𝑡 − 𝜎𝜎𝑣𝑣𝑣𝑣)𝑎𝑎′



𝑂𝑂𝑂𝑂𝑅𝑅 = 𝜎𝜎𝑝𝑝′/𝜎𝜎′𝑣𝑣0′

Mayne et al found that the trend with mean grain size followed a power law through the addition of exponent m’ and that its value can be estimated by relation to soil behaviour type index Ic:

𝑚𝑚′ = 1 − 0.28

1 + 𝐼𝐼𝑐𝑐2.65

25

Figure 5-3 Preconsolidation stress with net cone resistance power law, reproduced from Mayne (2014).

An additional 𝜎𝜎𝑝𝑝′ and OCR was calculated for 𝑚𝑚′ = 1.1 to reflect the upper trend for over consolidated fissured clays not captured by the correlation with Ic.

SPT N60 VALUES

Equivalent SPT N60 values, defined as the non-normalised SPT blow count over a 30 cm interval, were derived for two correlations.

Method 1 - Jefferies and Davies (1993) cited in Lunne et al. (1997)

𝑁𝑁60 =𝑞𝑞𝑡𝑡

8.5 ∙ 𝜎𝜎𝑎𝑎𝑎𝑎𝑚𝑚 ∙ �1− 𝐼𝐼𝑐𝑐4.6�

Method 2 - Robertson (2012)

�𝑞𝑞𝑡𝑡𝑝𝑝𝑎𝑎�

𝑁𝑁60= 10(1.268−0.2817𝐼𝐼𝑐𝑐)



The correlations are intended for clays, silts and sands and not for carbonates or cemented geo-materials.


FRICTION ANGLE

Sands

The peak friction angle of granular materials was calculated using the Kulhawy and Mayne (1990) method. The relationship is based on a calibration chamber database from 24 sands of varying mineralogy.

ф′ = 17.6 + 11.0 ∙ log (𝑞𝑞𝑡𝑡1 )

Where:

ф′ = Peak friction angle (degrees)

𝑞𝑞𝑡𝑡1 = stress normalised cone resistance =

�𝑞𝑞𝑡𝑡𝜎𝜎𝑎𝑎𝑡𝑡𝑎𝑎

� / �𝜎𝜎𝑣𝑣0′𝜎𝜎𝑎𝑎𝑡𝑡𝑎𝑎

�0.5

The presence of compressible minerals tends to reduce tip resistance resulting in lower estimate of friction angle, while very coarse (sand) or larger grain size tends to increase tip resistance resulting in higher estimate. High k0 conditions also result in an overestimate of friction angle.

Figure 5-4 Peak triaxial friction angle from undisturbed sands with normalised cone resistance.

Fine grained soils

The effective friction angle for fine grained soils was calculated based on the Senneset et al. (1988, 1989) method by applying the approximate closed form solution by Mayne & Campanella



(2005) as a direct function of the pore pressure parameter Bq and normalised tip resistance Q. The method is applicable where 0.1 < Bq < 1.0 and 20° < ф′< 45°and generally appropriate for non-cemented normally consolidated to lightly overconsolidated soils.

ф′ = 29.5° 𝐵𝐵𝑞𝑞0.121[0.256 + 0.336 𝐵𝐵𝑞𝑞 + log𝑄𝑄]

Figure 5-5 [Left] Theoretical curves with function approximation (dots) overlay [Right] calibration data from

geotechnical centrifuge tests for a variety of soils. Redrawn from Ouyang & Mayne (2018).

The results are presented in Appendix E.

COEFFICIENT OF VOLUME CHANGE

Coefficient of volume change mv defined as the inverse of the constrained modulus 𝑀𝑀, is evaluated for all soil types using the constrained modulus method proposed by Mayne (2006) cited in Mayne (2007) applicable to the present state of vertical effective stress up to the pre-consolidation stress.

𝑚𝑚𝑣𝑣 =1𝑀𝑀

Where:

𝑀𝑀 = 𝛼𝛼 ∙ (𝑞𝑞𝑡𝑡 − 𝜎𝜎𝑣𝑣)

𝛼𝛼 = 5

An alpha factor of 8.25 reported by Kulhawy & Mayne (1990) for fine grained soils appears to provide a better fit through the data for intact non-organic clays, reducing to around 1 to 2 for organic plastic clays.



Figure 5-6 Constrained modulus of Mayne (2006). Annotated/redrawn from NCHRP Synthesis 368 (2007).


YOUNG’S MODULUS

The Young’s modulus 𝐸𝐸′ at 25% mobilised shear strength (FOS = 4) was calculated according to the method proposed by Robertson (2009):

𝐸𝐸′ = 𝛼𝛼(𝑞𝑞𝑡𝑡 − 𝜎𝜎𝑣𝑣) Where:

𝛼𝛼 = 0.015(100.55𝑰𝑰𝑰𝑰+1.68)

The method described by Robertson may be adapted to estimate 𝐸𝐸′ for loading at different percentages of yield stress.

The results are presented in Appendix E.

CPT INTERPRETATION NOTES

Provided below is a non-exhaustive set of notes on interpretation of the acquired CPT data with reference to examples within the dataset where appropriate.



DRAINED AND UNDRAINED SOIL BEHAVIOUR

Geotechnical parameters appropriate for drained and undrained cone penetration conditions are derived for drained and undrained soil behaviour types (SBTs) respectively, however, to help mitigate the uncertainty in the SBT correlation with drainage behaviour, all parameters are derived over the Soil Behaviour Type range 2.4 < Ic < 2.7. For partially drained conditions, error will be introduced within derived parameters.

Piezocone dynamic pore pressure and dissipation tests may be used to identify drainage conditions. Dissipation t50 values exceeding 50 seconds indicate undrained penetration behaviour based on the findings of Kim et al. (2008).

In partially drained materials the friction sleeve resistance may rise significantly immediately following a pause in penetration due to consolidation and increased effective stress on the friction sleeve.

DYNAMIC PORE PRESSURE u2 (CPTu)

While the piezo system is saturated before use, testing through unsaturated soils may result in some degree of desaturation leading to a less accurate and more ‘sluggish’ pore pressure response. Desaturation can also occur during penetration due to suction pressure during dilative shear at the cone shoulder. Dissipation tests that are undertaken following desaturation are likely to have a more pronounced initial rise and some degree of error will be present in the analysis.

If the system becomes desaturated it may re-saturate at higher excess pressures later in the test as gas dissolves under pressure. The pore pressure response in saturated contractive soils should normally have a dynamic ‘peaky’ appearance.

The tip resistance in lower strength contractive soils without pore pressure measurement in the u2 position is likely to be significantly lower (up to 20%, typically ~10%) than the equivalent corrected tip resistance depending on the magnitude of excess pore pressure generated during penetration.

CONE TIP AND SLEEVE OFFSET

The accuracy of the SBT over thin layers and at layer boundaries is sensitive to offset error in the friction ratio often resulting in sharp peaks or troughs at boundaries. The friction ratio is often inaccurate in heavily disturbed soils with a ‘blocky’ macro fabric. The last ~8 cm of data is also not included in the SBT material description as no friction sleeve measurements are recorded.

FRICTION SLEEVE DATA

There are two common causes of friction sleeve measurement issues; 1) unequal pore pressure acting on the sleeve end areas as the sleeve passes though materials of different permeability and hence excess pore pressure ∆u2, often resulting in a negative/positive spike, and 2) Accuracy limitations and temperature effects in very low strength or sensitive soils. The latter can often be mitigated by temperature stabilisation during the test and at the time of zero output measurement.



CONE TYPE

The reference cone type has a 10 cm2 projected cone tip area and 150 cm2 friction sleeve area, however it is common to use a larger 15 cm2 cone with a 225 cm2 friction sleeve area for improved sensitivity, temperature stability, damage prevention and penetration depth potential due to the higher bending strength. Use of a 15 cm2 cone does however require higher penetration force (reaction force) for a given penetration pressure and produces more pronounced transitions zones and thin layer effects (larger failure zone).

TRANSITION ZONES AND THIN LAYER EFFECTS

During penetration at the boundary between soils of contrasting stiffness, a transition zone is often evident prior to mobilisation of the true soil stiffness. These should be cautiously ignored in assessment of soil behaviour type and parameter evaluation. Where the stiff layer is thin (<~0.75 m) mobilised resistance may be significantly less than that of an equivalent thick layer. The effect for thin low stiffness layers is less significant. Procedures for thin-layer effect correction are provided by Robertson and Wride (1998).

GRAVELS

The presence of gravel or larger clasts in a soil is often characterised by short peaks in the CPT tip and sleeve readings, possibly with associate inclinometer ‘shake’ and/or short sharp reductions in pore water readings due to dilation effects. Frequent gravels in soft or loose soils may generate localised erroneous friction ratio values.



REFERENCES

ASTM E74-13a (2013), Standard Practice of Calibration of Force-Measuring Instruments for Verifying the Force Indication of Testing Machines, ASTM International, West Conshohocken, PA. British Standards Institution (2003) BS 8422:2003, Force measurement – Strain gauge load cell systems – Calibration method. London: British Standards Institution. Houlsby, G.T. and Teh, C.I. (1988). Analysis of the Piezocone in Clay. Proceedings of the International Symposium on Penetration Testing (ISOPT-1), Orlando, Vol. 2, pp. 777-783. Balkema Pub., Rotterdam. ISO 376:201. Metallic materials — Calibration of force-proving instruments used for the verification of uniaxial testing machines (2011). ISO 10012:2003 Measurement management systems - Requirements for measurement processes and measuring equipment. New Delhi: Bureau of Indian Standards (2003). ISO 22476-1:2012 Geotechnical investigation and testing - Field testing - Part 1: Electrical cone and piezocone penetration test. New Delhi: Bureau of Indian Standards (2012). ISSMGE, 1999. International reference test procedure for the cone penetrometer test CPT and the cone penetration test CPTU, Report of ISSMGE TC16 on Ground Property Characterisation for in situ Testing, In Proceedings of the 12th European conference on Soil Mechanics and Geotechnical Engineering 3:2195-222 (1999). Idriss, I. M., and Boulanger, R. W. (2008) “Soil liquefaction during earthquakes”. Monograph MNO-12, Earthquake Engineering Research Institute, Oakland, CA, pp. 261. Jamiolkowski, M., LoPresti, D.C.F., and Manassero, M. (2001) “Evaluation of Relative Density and Shear Strength of Sands from Cone Penetration Test and Flat Dilatometer Test”. Soil Behaviour and Soft Ground Construction (GSP119), American Society of Civil Engineers, pp. 201-238. Reston, Va. 2001 Jefferies, M.G. and Davies M.P. (1993), “Use of CPTu to estimate equivalent SPT N60”, Geotechnical Testing Journal, 16(4), pp. 458-467. Kim, K., Prezzi, M., Salgado, R., and Lee, W. (2008) “Effect of Penetration Rate on Cone Penetration Resistance in Saturated Clayey Soils”, Journal of Geotech. Geoenviron. Eng., Vol. 134(8), pp. 1142-1153. Kulhawy, F.H. and Mayne, P.W. (1990) “Manual on Estimating Soil Properties for Foundation Design”. Report EPRI EL-6800 Research Project 1493-6, Electric Power Research Institute, Palo Alto, CA, pp. 306. Ladd, C.C. and DeGroot, D.J. (2003) “Recommended Practice for Soft Ground Site Characterization: Arthur Casagrande Lecture”. Soil & Rock America 2003 (Proceedings. 12th Pan American Conference on Soil Mechanics and Geotechnical Engineering, Boston, MA). Verlag Glückauf, Essen, Germany. pp. 3–57. Lunne, T., Robertson, P.K. and Powell, J.J.M. (1997) “Cone Penetration Testing in Geotechnical Practice” Blackie Academic, New York 1997. (Robertson, 2009) Lunne, T. and Kleven, A. (1981) “Role of CPT in North Sea Foundation Engineering”. Session at the ASCE National Convention: Cone Penetration Testing and Materials. pp. 76-107. American Society of Engineers (ASCE). Mayne, P.W. and Campanella, R.G. (2005) “Versatile Site Characterisation by Seismic Piezocone”. Proceedings of the 16th International Conference on Soil Mechanics and Geotechnical Engineering, Vol. 2. Millpress, Rotterdam, The Netherlands 2005. pp 721-724. Mayne, P.W. and Peuchen J. (2018), "Evaluation of CPTU Nkt cone factor for undrained strength of clays". Proceedings of the 4th International Symposium on Cone Penetration Testing (CPT'18), 21-22 June 2018, Delft, The Netherlands. CRC Press. pp. 423-429. Mayne, P.W. (2007) “Cone Penetration Testing – A Synthesis of Highway Practice”. NCHRP Synthesis 368, Transportation Research Board, Washington, D.C. Mayne, P.W. (2014). KN2: “Interpretation of geotechnical parameters from seismic piezocone tests”. Proceedings of the 3rd International Symposium on Cone Penetration Testing (CPT'14), June 2014, ISSMGE Technical Committee TC 102, Edited by P.K. Robertson and K.I. Cabal: pp. 47-73. Parez, L. and Fauriel, R. (1988). “Le piézocône. Améliorations apportées à la reconnaissance de sols”. Revue Française de Géotech, Vol. 33, pp. 13-27. Robertson, P.K. (2009). Cited in “Guide to Cone Penetration Testing - 6th edition (2015)”, pp. 36, pp. 58, Gregg Drilling & Testing, Inc.



Robertson, P.K. (2009). Interpretation of cone penetration tests – a unified approach. Canadian Geotechnical Journal, 46, pp. 1337–1355. Robertson, P.K. (2010) “Soil Behaviour Type from the CPT: an update”. 2nd International Symposium on Cone Penetration Testing. Huntingdon Beach, CA, USA. Robertson, P.K. (2012). Interpretation of in-situ tests – some insights, Proc. 4th Int. Conf. on Geotechnical & Geophysical Site Characterization, ISC’4, Brazil, 1. Robertson, P.K (2014) “Estimating in-situ soil permeability from CPT & CPTu”. Proceedings of the 3rd International Symposium on Cone Penetration Testing (CPT'14), June, 2014, ISSMGE Technical Committee TC 102. Senneset, K., R. Sandven, and N. Janbu (1989), “Evaluation of Soil Parameters from Piezocone Tests,” Transportation Research Record 1235, Transportation Research Board, National Research Council, Washington D.C, pp. 24-37. Sully, J.P., Robertson, P.K., Campanella, R.G. and Woeller, D.J. (1999) “An approach to evaluation of field CPTU dissipation data in overconsolidated fine-grained soils”. Canadian Geotechnical Journal. Vol. 36, pp. 369-381.



APPENDICES



APPENDIX A SUMMARY TABLES

Table 1 CPT summary

Location ID Stro

ke n

umbe

r

Fina

l dep

th (

m)

Cone ID Piez

ocon

e te

st

Pre-

drill

ed (

m)

Pre-

drill

ing

deta

ils

Rig Primary refusal factor A

pplie

d ze

ro v

alue

s

Tip

zero

dri

ft (

kPa)

Slee

ve z

ero

drif

t (s

ubtr

acti

on)

(kPa

)

Piez

o ze

ro d

rift

(kP

a)

Nr

diss

ipat

ion

test

s

Raw File Name Easting (m) Northing (m) Elev

atio

n (m

)

Remarks

CPT2007 1 4.80 S15-CFIP.1737 YES 1.14 IP-BF UK22 Lateral support -23.0 -3.1 -2.0 107566-271020-UK22-lp60.L01 521657.488 207402.975 90.878 CPT2006 1 4.67 S15-CFIP.1737 YES 1.14 IP-BF UK22 Lateral support -20.0 0.8 1.0 107566-271020-UK22-lp60.L02 521655.113 207402.993 90.851 CPT2006A 1 5.24 S15-CFIP.1737 YES 4.67 IP-O UK22 Total reaction force -12.0 -1.7 2.0 107566-271020-UK22-lp60.L03 521655.113 207402.993 90.851 CPT2008 1 25.55 S15-CFIP.1737 YES 1.2 IP-BF UK22 Target depth -16.0 -5.0 -3.0 107566-271020-UK22-lp60.L04 521603.138 207482.526 90.525 CPT2005 1 25.58 S15-CFIP.1737 YES 1.2 IP-BF UK22 Target depth -4.0 -0.3 -1.0 107566-271020-UK22-lp60.L05 521615.782 207421.678 90.907 CPT2004 1 25.54 S15-CFIP.1737 YES 1.2 IP-BF UK22 Target depth 31.0 0.4 -8.0 107566-271020-UK22-lp60.L06 521615.732 207425.467 90.784 CPT2003 1 6.98 S15-CFIP.1737 YES 1.2 IP-BF UK22 Tip load 20.0 -0.6 3.0 107566-271020-UK22-lp60.L07 521615.430 207431.828 90.854 CPT2002 1 25.40 S15-CFIP.1737 YES 1.2 IP-BF UK22 Target depth 13.0 0.9 9.0 107566-271020-UK22-lp60.L08 521615.606 207435.144 90.733 CPT2001A 1 23.57 S15-CFIP.1737 YES 1.4 IP-O UK22 Tip load -39.0 -3.6 -9.0 107566-271020-UK22-lp60.L09 521615.550 207443.493 90.932

Note: Coordinates and levels have been provided by the Client for inclusion in this report.

CPT test plots are presented in Appendix C.



APPENDIX B GENERAL INFORMATION

LIST OF FIGURES

Cone calibration certificate: S15-CFIIP.1737

Data sheet: 18.0-tonne track-truck mounted CPT unit (UK22)

CPT soil behaviour type chart

.

ISO 22476-1:2012 application class: Class 1 Calibration re-verification date: 24/11/2020 to 24/01/2021

CERTIFICATE OF CALIBRATION Cone Serial Number:

DS15-CFIIP.1737 Certificate Number: 1303

Lankelma Calibration Laboratory

21.5

0.08

P Metcalf

-

Geopoint

Conforms to ISO 376:2011 & ISO 22476-1:2012

24/09/2020

Calibration engineer:

Calibration verification completed:

The calibration tests were made in the Lankelma force standards machine. The applied forces of which are within an uncertainty of:

± 0.050 % of nominal value from 0.5kN up to 10kN, then 0.02% of nominal from 10kN up to 100kN.

AM DSCCHA-5kN Load Cell

Omega MMG750V

Keithley 3706A Multimeter

ETI Ref Thermometer

502273

4067652

D20345255

0.02%

0.05%

0.01%

10ppm

Counts. Base digital cone units.

Interpolated digital cone units from counts

Relative reproducibility error

Reversibility uncertainty

Combined expanded uncertainty

95% uncertainty coverage factor

Symbols and their designations

Symbol Designation

cts

Ref LC Reference load cell with calibration force in kN

This calibration certificate is valid for 6 months, with a verification of the calibration being performed between 2 and 4 months from the date of calibration.

0.1N

b

U_rev

U

k=2

REFERENCE INSTRUMENTS

AM DSCC-100kN Load Cell

0.01°C 24/08/2020

21/08/2020

14/08/2020

Page 1 of 5

Digital-Geopoint-S15-150kN-2MPa

DS15-CFIIP.1737

24/01/2021

SERIAL NUMBER UNCERTAINTY OF RECORDED VALUE CALIBRATION DATE

51998

61065

Instrument:

Serial number:

Manufacturer:

Calibration standard:

Date of calibration:

Calibration expiry:

12/07/2019

12/07/2019

Calibration signed and dated by: Calibration checked and dated by: Calibration verification signed and dated by:

Location:

Temperature (°C):

Temperature change (°C):

LD Solar2-45 105775 0.04° 02/09/2020

Uc Combined standard uncertainty

Uc_sub Combined standard uncertainty including sleeve subtraction

The calibration uncertainty is the uncertainty in the force value calculated from the interpolation equation at any deflection.

At each calibration point a combined standard uncertainty uc is calculated from the readings obtained during the calibration.

𝑢𝑐 =

𝑖=1

8

𝑢𝑖2

and

𝑈 = 𝑘 × 𝑢𝑐

where

u1 is the standard uncertainty associated with the applied calibration force.u2 is the standard uncertainty associated with the reproducibility of the calibration results.u3 is the standard uncertainty associated with the repeatability of the calibration results.u4 is the standard uncertainty associated with the resolution and noise of the system.u5 is the standard uncertainty associated with the creep of the instrument.u6 is the standard uncertainty associated with the drift in zero output.u7 is the standard uncertainty associated with temperature of the instrument.u8 is the standard uncertainty associated with interpolation best fit of the linear or 3rd order polynomial equation.

MEASUREMENTS1. The forces applied, and the resulting deflections are given in Tables 1. No corrections for temperature have been applied to these results.2. The cone was loaded to full range 3 times for no less than 1 minute before calibration and after each rotation.3. The cone was calibrated in low and high range using two reference load cells. The low range calibration consisted of a maximum load of 5kN with 4 sets of increasing forces and 2 sets of decreasing forces. The high range calibration consisted of a maximum load of 100kN with 3 sets of increasing forces and 2 sets of decreasing forces.4. The difference in deflection for each applied force with rotation is the relative reproducibility error b, shown as a percentage of the recorded value and in units of pressure MPa. The uncertainty relating to the difference in deflection for increasing forces against degreasing forces is the reversibility uncertainty U_rev, shown as a percentage of the recorded value and in units of pressure MPa. 5. For each application of force, the coefficients of a linear and third order equation relating the estimate of the mean deflection as a function of the applied calibration force were calculated. Table 2.6. The combined expanded uncertainty of deflection U for each force is shown as a percentage of the recorded value and in units of pressure MPa.7. The coefficients of a third order equation relating a given applied force to the estimate of the mean deflection were also calculated. The coefficients are given in Table 3.8. In use the forces acting on the sleeve load cell element are a combination of tip resistance and sleeve friction, with the tip resistance from the tip load cell element being subtracted to give the sleeve friction value. The resultant error values for differing tip and sleeve values are shown in Table 4.* The combined expanded uncertainties shown are to k=2 with a 95% coverage factor.

Table 1-a.

Table 2-a.

Table 3-a. Third order equation

a0 =

a1 =

a2 =

a3 =

* The combined expanded uncertainties shown are to k=2 with a 95% coverage factor.

14983

Equation

output

(0.1N)

1004

4983

9975

14963

19957

25000

20000

2.000

2.333

150258

200330

4.078E+06

3.492E+06

2.332E+06

2.915E+06

3.498E+06

4.081E+06

3.500E+06

2.326E+06

1.744E+06

1.161E+06

2.916E+06

0.197

599860

799874

1000017

9987

4991

19992

14989

30001

35002

9985

50007

29949

34940

39932

49914

0.002 0.54

24959

19962

14969

9977

4991

0.23

0.25

0.37

0.004 0.31

0.24

0.20

0.19

0.18

0.19

0.16

0.17

0.067 0.002 2.99

0.006

0.005

0.004

0.002

1.000

0.667

0.333

50000

501085

400259

300977

200723

150557

100365

50146

400000

0.003

0.003

0.002

20.000

13.333

10.000

6.667

200000

150000

100000

15000

10000

0.003

996

300000

5000

1000 3.333988

1.333

1.667

2.667

3.333

10000

15000

20000

25000

40000

35000

30000

40000

50000

30000

35000

29957

0.003

0.17

0.004

0.004

0.004

0.005

0.006

0.004

0.004

0.18

1.749E+06

1.158E+05

5.829E+05

1.166E+06

5.826E+06

1.165E+07

1.748E+07

1.142E+05

5.771E+05

1.158E+06

1.180E+05

5.817E+05

1.166E+06

1.748E+06 0.006

3.27

0.99

0.68

0° 120° 240° 120°

2 3

0.004

0.003

0.003

0.100

19987

24996

40012

35014

30008

25000

Cone

output

(0.1N)

995

4983

5.827E+05

1.163E+05

40004

2.333

2.000

1.667

Ref Load

Cell Nom.

(MPa)

Ref Load

Cell (0.1N)

0.067

0.333

1000

5000

0.667

1.000

1.333

2.667

24955

39940

34953

0.000

0.000

0.57

0.42

0.31

0.24

0.22

-0.001

0.006

0.005

0.005

0.005

Ref LC

(kN)

5.000

2.332E+06

1.749E+06

1.166E+06

2.909E+06

5.802E+05

1.139E+05

0.24

0.27

0.35

0.43

2.09

50.000

40.000

30.000

4.668E+07

3.502E+07

5.845E+06

1.169E+07

7.002E+07

2.331E+07

3.497E+07

4.662E+07

5.827E+07

6.990E+07

5.832E+07

-0.001

-0.001

-0.001

1.163E+08

9.315E+07

60.000

20.000

15.000

2.336E+07

1.752E+07

0.31

0.32

0.27

0.25

0°

1.753E+07

2.337E+07

3.505E+07

4.671E+07

5.837E+07

0.027

0.034

0.010

10.000

15.000

20.000

30.000

40.000

50.000

-0.06

0.05

-0.09

-0.11

-0.11

-0.10

-0.07

-0.018

0.013

0.043

0.021

0.052

-0.02

0.21

0.19

0.059

0.067

0.18

0.17

0.18

0.13

0.12

0.18

0.22

0.23

0.25

0.27

0.27

0.070

0.081

0.060

0.058

0.100

4.000

5.000

4.000

Ref LC

(kN)

0.500

1.000

1.500

2.000

2.500

3.000

3.500

0.004

0.004

0.20

0.18

0.17

0.002

0.003

0.005

2.322E+06

2.906E+06

3.490E+06

4.072E+06

2.331E+06

1.739E+06

2.914E+06

3.497E+06

4.080E+06

2.331E+06

2.914E+06

3.496E+06

3.000

2.500

2.000

1.500

1.000

0.500 -0.14

-0.08

4.664E+06

5.830E+06

4.665E+06

4.655E+06

5.819E+06

4.658E+06

4.663E+06

5.829E+06

0.005

0.006

0.20

-0.03

-0.001 -0.03

4.659E+06

-0.001

-0.05

-0.06

-0.080.002

0.001

0.001

0.22

10.000

5.000

1.168E+07

5.837E+06

600000

300470

400567

800119

600923

50000

100000

150000

200000

26.667

33.333

40.000

53.333

66.667

Ref Load

Cell (0.1N)

Cone

output

(0.1N)

50084

100174

5.847E+06

500000

600000

800000

1000000

600456

799852

998632

3.500 4.083E+06 4.076E+06 0.004 0.18 -0.001 -0.03 60.000 6.995E+07 7.006E+07 0.064 0.16 -0.016 -0.04

0.140.075-0.02 80.000 9.328E+07 -0.008

0.046

0.033

0.027

0.018

0.006

9.325E+07

1.164E+08

5.843E+07

4.658E+07

3.510E+07

2.341E+07

1.756E+07

1.171E+07

-0.018

-0.015

-0.011

-0.007

-0.002

5.823E+06

Tip change In output (cts)

240°

1 2 3

5.834E+06

1.167E+07

1.750E+07

2.334E+07

3.500E+07

4.666E+07

5.831E+07

6.994E+07

9.317E+07

1.163E+08

Tip change in output (cts)

240°

1

MPa %

Reproducibility

error b

Reversibility

error U_rev

MPa

4

1.180E+05

5.806E+05

1.163E+06

1.747E+06

80.000

100.000

9.313E+07

%

Reproducibility

error b

Reversibility

error U_rev

MPa % MPa %

High range calibration Low range calibration

Expanded

uncertainty U *

0.001

0.003

2.12

0.95

0.004

0.004

Expanded

uncertainty U*

0.001 2.05

0.003 0.94

0.005

0.006

0.61

0.42

MPa %

0.001

0.73

0.63

0.53

0.43

0.39

0.39

0.38

0.39

0.33

0.31

0.33

0.38

0.44

0.46

0.53

0.54

1.74

0.007

0.006

3rd order equation

Expanded

uncertainty U *

0.013

0.027 0.41

0.40

0.039

0.050

0.070

Ref Load

Cell Nom.

(MPa)

3.333

6.667

10.000

13.333

20.000

Reference output Linear equation

MPa % MPa %

300000

0.059

33.333

26.667

0.084

0.073

0.136

53.333

40.000

500575

0.136

0.100

0.078

0.051

0.021

0.39

0.37

0.35

0.32

0.27

0.20

0.12

0.30

0.14

0.34

0.46

0.22

0.68

0.75

0.78

0.77

0.62

0.089

0.080

0.065

MPa %

0.154

0.007

0.008

0.009

0.010

0.013

0.009

0.007

0.007

0.007

0.015

0.020

0.025

0.032

0.039

0.047

500398500000

400000

800000

Equation

output

(0.1N)

Expanded

uncertainty U *

49991

99977

149958

199932

299907

399899

499887

800142

0.18

0.16

0.15

0.14

0.14

0.12

0.11

0.14

0.18

0.22

0.27

0.33

0.38

0.40

0.39

0.26

399591

300413

200325

150256

100167

50052

0.055

0.064

0.075

0.074

0.072

0.073

0.072

0.066

0.050

600327



Page 2 of 5

Reference output Linear equation

Low range calibration High range calibration

4.30296E-15

-8.87606E-10

0.99797

10.11469

3rd order equation

0.040

0.026

0.009

0.21

0.22

0.20

66.7

100.00

0.0085836

0.000

Maximum load cell zero drift during the calibration (MPa) = 0.000

Tip area (cm²) =

Tip area ratio =

15

Maximum tip zero drift during the calibration (MPa) =

Factor used to convert from counts to 0.1N units =

Maximum tip full scale reading (MPa) =

Tip resolution (Pa) =

0.805

CONE END RESISTANCE CALIBRATION

0.00

0.50

1.00

1.50

2.00

2.50

3.00

0.05 0.5 5 50

% E

rro

r

Tip (MPa) log scale

COMBINED EXPANDED UNCERTAINTY TIP

Combined Uncertainty Linear Combined Uncertainty 3rd Order

For a given cone indicated output of D ( 0.1N units ), the corrected applied force

F ( in 0.1N units ) is calculated from :

F = ( a3 x D³ ) + ( a2 x D² ) + ( a1 x D ) + a0

Table1-b.

Table 2-b.

Table 3-b. Third order equation

a0 =

a1 =

a2 =

a3 =





Ref LC

(kN)

Sleeve change In output (cts) Reproducibility

error b

Reversibility

error U_rev Ref LC

(kN)

Tip change in output (cts) Reproducibility

error b

Reversibility

error U_rev1 2 3 4 1 2 3

0° 120° kPa % kPa %

0.100 1.199E+05 1.200E+05 1.224E+05 1.224E+05 0.091 2.07 5.000 5.980E+06 5.997E+06 5.986E+06 0.593 0.27

240° 240° kPa % kPa % 0° 120° 240°

1.199E+07 1.197E+07 1.224 0.28

1.000 1.198E+06 1.194E+06 1.202E+06 1.201E+06 0.291 0.66 15.000 1.794E+07 1.799E+07 1.796E+07 1.505 0.23

0.500 6.001E+05 5.975E+05 6.012E+05 6.002E+05 0.139 0.63 10.000 1.196E+07

2.398E+07 2.394E+07 1.824 0.21

2.000 2.395E+06 2.389E+06 2.398E+06 2.400E+06 0.357 0.41 30.000 3.589E+07 3.595E+07 3.591E+07 2.303 0.17

1.500 1.797E+06 1.791E+06 1.800E+06 1.801E+06 0.327 0.50 20.000 2.393E+07

0.323 0.21 60.000 7.174E+07

4.792E+07 4.787E+07 2.695 0.15

3.000 3.593E+06 3.586E+06 3.596E+06 3.597E+06 0.361 0.27 50.000 5.980E+07 5.988E+07 5.983E+07 2.998 0.14

2.500 2.994E+06 2.988E+06 2.997E+06 2.999E+06 0.359 0.33 40.000 4.785E+07

0.11

5.000 5.985E+06 5.977E+06 5.988E+06 5.985E+06 0.412 0.19 100.000 1.193E+08

7.183E+07 7.177E+07 3.307 0.13

4.000 4.789E+06 4.782E+06 4.791E+06 4.790E+06 0.349 0.20 80.000 9.558E+07 9.567E+07 9.561E+07 3.491 0.10

3.500 4.191E+06 4.184E+06 4.193E+06 4.194E+06

-0.489 -0.01

3.500 4.192E+06 4.186E+06 0.218 0.14 -0.027 -0.02 60.000 7.179E+07 7.188E+07 3.234 0.12 -1.046 -0.04

1.194E+08 1.194E+08 3.896 0.09

4.000 4.789E+06 4.783E+06 0.211 0.12 -0.023 -0.01 80.000 9.560E+07 9.570E+07 3.701

5.986E+07 5.994E+07 3.014 0.14 -1.236 -0.06

2.500 2.994E+06 2.989E+06 0.160 0.15 -0.018 -0.02 40.000 4.791E+07 4.779E+07 4.631 0.26 0.790 0.04

3.000 3.593E+06 3.588E+06 0.192 0.15 -0.022 -0.02 50.000

3.595E+07 3.601E+07 2.433 0.18 -1.277 -0.10

1.500 1.796E+06 1.794E+06 0.092 0.14 -0.023 -0.03 20.000 2.397E+07 2.402E+07 1.796 0.20 -0.982 -0.11

2.000 2.395E+06 2.391E+06 0.136 0.15 -0.020 -0.02 30.000

1.798E+07 1.802E+07 1.449 0.22 -0.733 -0.11

0.500 5.997E+05 5.993E+05 0.014 0.06 -0.015 -0.07 10.000 1.199E+07 1.201E+07 1.012 0.23 -0.461 -0.10

1.000 1.198E+06 1.196E+06 0.056 0.13 -0.019 -0.04 15.000

5.990E+06 5.999E+06 0.338 0.15 -0.136 -0.06


Reference output Linear factor output 3rd order equation Reference output Linear factor output 3rd order equation

0.100 1.204E+05 1.195E+05 0.034 0.76 0.000 0.00 5.000

4 1000 1011 0.111 2.51 1003 0.067 1.53 220

Expanded

uncertainty U *Equation

output

(0.1N)

Expanded

uncertainty U *

kPa % kPa % kPa % kPa %

Ref Load

Cell Nom.

(kPa)

Ref Load

Cell (0.1N)

Cone

output

(0.1N)

Expanded


output

(0.1N)

Expanded

uncertainty U*Ref Load

Cell Nom.

(kPa)

Ref Load

Cell (0.1N)

Cone

output

(0.1N)

44 10000 10021 0.263 0.60 9993 0.193 0.44 661

50000 50089 0.886 0.40 49967 0.503 0.23

22 5000 5016 0.171 0.78 4999 0.097 0.44 441 100000 100182 1.826 0.41 99945 1.002 0.11

88 20000 20028 0.352 0.40 19976 0.328 0.37 1322

150000 150264 2.578 0.39 149920 1.312 0.10

66 15000 15023 0.301 0.45 14983 0.266 0.40 881 200000 200333 3.216 0.36 199890 1.643 0.09

132 30000 30044 0.473 0.36 29969 0.387 0.29 2203

300000 300461 4.412 0.33 299857 2.126 0.08

110 25000 25037 0.417 0.38 24973 0.349 0.32 1762 400000 400559 5.347 0.30 399860 2.412 0.07

176 40000 40047 0.500 0.28 39948 0.542 0.31 3524

500000 500578 5.639 0.26 499869 2.688 0.06

154 35000 35045 0.486 0.32 34958 0.466 0.30 2643 600000 600471 5.002 0.19 599859 3.056 0.06

176 40000 40039 0.399 0.23 39940 0.568 0.32 3524

800000 799900 3.477 0.10 799879 3.529 0.05

220 50000 50054 0.600 0.27 49932 0.705 0.32 4405 1000000 998767 11.563 0.26 999995 3.956 0.04

132 30000 30035 0.350 0.26 29959 0.398 0.30 2203

800000 800135 3.864 0.11 800115 3.812 0.05

154 35000 35041 0.412 0.27 34954 0.454 0.29 2643 600000 600931 8.727 0.33 600319 4.105 0.08

88 20000 20018 0.212 0.24 19966 0.334 0.38 1322

500000 501107 10.109 0.46 500398 4.410 0.10

110 25000 25025 0.272 0.25 24961 0.375 0.34 1762 400000 400286 4.348 0.25 399587 5.080 0.14

44 10000 10013 0.130 0.29 9985 0.142 0.32 661

300000 301005 9.081 0.69 300401 4.059 0.15

66 15000 15016 0.161 0.24 14975 0.232 0.35 881 200000 200748 6.746 0.77 200304 3.047 0.17

4 1000 1004 0.047 1.07 997 0.046 1.04 220

150000 150576 5.203 0.79 150231 2.343 0.18

22 5000 5015 0.140 0.64 4998 0.053 0.24 441 100000 100382 3.465 0.79 100146 1.517 0.17

50000 50150 1.359 0.62 50027 0.400 0.09

-4.71290

0.99763

2.28622E-10

3.38245E-15

Maximum load cell zero drift during the calibration (kPa) = 0.02

Factor used to convert from counts to 0.1N units = 0.0083655

Physical strength limited maximum sleeve reading (MPa) = 1.333

Sleeve resolution (Pa) = 4.4

Maximum sleeve zero drift during the calibration (kPa) = 0.037

Page 3 of 5

Sleeve area (cm²) = 227

Sleeve area ratio = 0.993

SLEEVE FRICTION CALIBRATION

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

1.60

1.80

2.00

1 10 100 1000

% E

rro

r

Sleeve (kPa) log scale

COMBINED EXPANDED UNCERTAINTY SLEEVE




F = ( a3 x D³ ) + ( a2 x D² ) + ( a1 x D ) + a0

Table 4-b Sleeve friction - tip subtraction combined standard uncertainty Uc_sub

Table 2-c.

Table1-c.

Table 3-c. Third order equation

a0 =

a1 =

a2 =

a3 =


661

0.33

0.67

1.00

1.67

2.33

3.33

10.00

13.33

4.5

5.6

6.0

7.4

9.2

12.5

88.9

113.7

1.1

1.4

2.0

18.0

2.33

3.33

10.00

13.33

1.1 0.7 0.5 0.4 0.3 0.3

2.7 1.4 0.9 0.6 0.5 0.4 0.3

0.3 0.3

0.6 0.4 0.3 0.2 0.2 0.3

1.3 0.7 0.5 0.3 0.3 0.2 0.3

3.3 0.70.33

0.67

1.00

1.67

0.7 0.5 0.4 0.3 0.2 0.3

1.7 0.9 0.6 0.4 0.3

0.5 0.4 0.3 0.2 0.2 0.2

Tip

MP

a

4 22 44 66 110 154 220 661

Tip

MP

a

0.07 0.5 0.3 0.3 0.2 0.2 0.2 0.1

9.0 6.0 3.7 2.7 1.9 0.7

9.8 2.0 1.1 0.8 0.5 0.4 0.3 0.2

7.6 1.6 0.9 0.6 0.4 0.3 0.3 0.2

5.7 1.2 0.7 0.5 0.4 0.3 0.3 0.2

1.4 1.0 0.4

18.5 3.7 2.0 1.4 0.9 0.7 0.5 0.3

12.0 2.4 1.3 0.9 0.6 0.5 0.4 0.2

Sleeve kPa

3.1

Sleeve kPa

2.2

Sleeve linear equation subtraction error (%) Sleeve 3rd order equation subtraction error (%)

0.2 0.3



4 22 44 66 110 154

0.07 0.8 0.4 0.3 0.2 0.2

220

Ref PR

(kPa)

PWP change in output (cts) Reproducibility

error b

Reversibility

error U_rev1 2 3

0° 120° 240° kPa % kPa %

55.4 11.1 5.7

Reference output Linear factor output

22.9 11.5 10.4 4.7 3.4 3.2 1.1 5.0 2.4 1.7 1.3 0.5

43.7 8.8 4.5 3.1 1.9

200 8.782E+07 8.774E+07 8.780E+07 0.2 0.09

300 1.317E+08 1.316E+08 1.317E+08 0.3 0.09

50 2.204E+07 2.187E+07 2.194E+07 0.4 0.78

100 4.401E+07 4.379E+07 4.396E+07 0.5 0.48

600 2.631E+08 2.631E+08 2.631E+08 0.1 0.01

800 3.507E+08 3.506E+08 3.507E+08 0.2 0.03

400 1.755E+08 1.754E+08 1.756E+08 0.4 0.09

500 2.194E+08 2.192E+08 2.193E+08 0.6 0.11

1000 4.379E+08 4.379E+08 0.1 0.01 0.3 0.03

800 3.505E+08 3.505E+08 0.0 0.00 0.2 0.02

1000 4.381E+08 4.382E+08 4.380E+08 0.4 0.04

1200 5.252E+08 5.252E+08 5.252E+08 0.1 0.00

400 1.754E+08 1.753E+08 0.3 0.07 0.1 0.03

300 1.316E+08 1.315E+08 0.2 0.08 0.1 0.03

600 2.630E+08 2.629E+08 0.2 0.04 0.2 0.03

500 2.192E+08 2.192E+08 0.0 0.00 0.1 0.03

501291 0.371 0.74 501016 0.334 0.67

100 1000000 1003158 0.715 0.72

50 2.183E+07 2.188E+07 0.1 0.23 0.1 0.25

200 8.765E+07 8.772E+07 0.2 0.09 0.1 0.06

100 4.386E+07 4.377E+07 0.2 0.22 0.1 0.11

800 8000000 8008992 1.885 0.24 8002096 0.698 0.09

400 4000000 4008523 1.743 0.44 4002132 0.554 0.14

300 3000000 3006926 1.415 0.47 3001904 0.471 0.16

5009018 1.868 0.37 5001679 0.583 0.12

600 6000000

6000000 6006897 1.453 0.24 5999107 0.480 0.08

800 8000000 8006025 1.322 0.17 7999126 0.565 0.07

1000 10000000 10005558 1.355 0.14 10002464 0.918 0.09

3rd order equation

Ref

Pressure

(kPa)

Ref

Pressure

(0.1Pa)

Cone

output

(0.1Pa)

Expanded


output

(0.1N)

Expanded

uncertainty U *

kPa % kPa %

50 500000

200 2000000 2002775 0.600 0.30 1999468 0.245 0.12

300 3000000 3004852 1.013 0.34 2999833 0.279 0.09

600

500 5000000

6009617 1.970 0.33 6001826 0.552 0.09

1001820 0.490 0.49

200 2000000 2005041 1.034 0.52 2001730 0.407 0.20

500 5000000 5006401 1.329 0.27 4999064 0.390 0.08

400 4000000 4005449 1.144 0.29 3999062 0.386 0.10

1200 12000000 11996601 1.311 0.11 12000810 1.132 0.09

1000 10000000 10001168 0.770 0.08 9998062 0.830 0.08

2000

1.29631E-17 PWP resolution (Pa) = 0.1

100 1000000 1000788 0.264 0.26 999455 0.237 0.24

50 500000 499255 0.218 0.44 498984 0.257 0.51

Page 4 of 5

Maximum PWP zero drift during the calibration (kPa) = 0.04

823.53741 Maximum reference zero drift during the calibration (kPa) = 0.104

0.99778 Factor used to convert from counts to 0.1Pa units = 0.0228406

5.31454E-11 Maximum PWP full scale reading (kPa) =

PORE PRESSURE CALIBRATION

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0 200 400 600 800 1000 1200 1400

% E

rro

r

Pore Pressure (kPa)

COMBINED EXPANDED UNCERTAINTY PORE PRESSURE




F = ( a3 x D³ ) + ( a2 x D² ) + ( a1 x D ) + a0

X Inc (cts) Y Inc (cts)

Cone inclination outputRef Inclination

(°C)

Ref Inclination

(°)

Cone inclination output

X Inc (°) Y Inc (°)



25.3 25.4

Factor used to convert from counts to 0.1m° units = 10.6218694

X inc Y inc

10.2841419

-21980 -23900

1311

25091

0

24714

-25

0

25

-25 -24.7

Inclination error (°) = 0.3 0.4

INCLINATION CALIBRATION

Page 5 of 5

-24.6

0 0.0 0.0

25

The versatile track-truck is suitable for most

geotechnical sites. The rig is driven to site as a self-

contained HGV with composite tracks that can be

deployed to cope with soft or uneven terrain.

Remote-controlled tracking to assist with manoeuvring

onto location.

Complies with Euro 6 emission standards for use in

London’s low emissions zones (LEZ).

UK22Track-truck

Rig weight 18 T

Max. operating ram

capacity200 kN

Max. travelling speed 4 km/h (tracking)

Track material Composite

Track length 2800 mm

Track width 650 mm

Jack plate dimensions Tracks act as jacks

Jack arrangements 1nr. on each side

Max. ground bearing

pressure76 kPa

Max. testing gradient 10 degrees

Max. traversing

gradient

30 degrees (operator

assessed)

Clamp arrangement Automatic hydraulic

Ram stroke 1250 mm

Max. casing size 55 mm

Typical production

100 m+ of standard CPTu

testing per day (depending

on conditions and access)



CPT SOIL BEHAVIOUR TYPE CHART

Non-normalised SBT chart by Robertson et al. (2010) based on dimensionless cone resistance (qc/Pa)

and friction ration, Rf, showing contours of SBT index ISBT (denoted Ic on the test plots). The chart is also

applicable to normalised tip and sleeve values Qt and Fr.

Zone Soil Behaviour Type (SBT)

1 Sensitive fine-grained 6 Sands - clean sand to sandy silt

2 Clay – organic soil 7 Dense sand to gravelly sand

3 Clays - clay to silty clay 8 Stiff sand to clayey sand*

4 Silt mixtures - clayey silt to silty clay 9 Stiff fine grained*

5 Sand mixtures – silty sand to sandy silt *Heavily overconsolidated or cemented

Note zones 8 and 9 appear as ‘Stiff sand to clayey sand – HOC or cemented’ and ‘Stiff fine grained – HOC or cemented’ within the soil unit descriptions of plots in Appendix D.



APPENDIX C CONE PENETRATION TEST RESULTS

RAW DATA PLOTS

Plots are provided for all locations

DissipationTest

InternalQC Diss.

Project: UNIVERSITY OF HERTFORDSHIRE

Client: GEOTECHNICAL ENGINEERING

0 2010

Inclination (degrees)

0

0 50 100 150 200 250 300 350 400 450 500 550 600 650Friction Sleeve Resistance f s (kPa)

2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)

Cone Resistance qt (MPa)

DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

Checked by:Chris Player

Date of plot: 08-02-21

Lankelma Project Ref:P-107566-1

Operator: Gerard BalpCone ID: S15-CFIP.1737

Rig Used: UK22

Date of test: 28/10/2020 12:48:00

Cone area (mm2):1500

Termination Remark: Tip loadPage 1 of 2

TEST ID: CPT2001AElevation: 90.932

Coordinate system:

Coordinates: 521615.55, 207443.493

Location: Hertfordshire, UK Remarks:*Phreatic surface origin: Client estimate

-100

Assumed In-situ Pore Pressure u0 (kPa)

0 100 200 300 400 500

Dynamic Pore Water Pressure u2 (kPa)

6000 82 4 6

Friction Ratio (%)

Pore Pressure Ratio, Bq

1-1 -0.5 0 0.5

qc (kPa): -39.2

Zero drift (Pre/post test)

fs (kPa): -3.6 (fs drift - qc drift)

U2 (kPa): -9.1

DATGEL CPT TOOL DGD LIB 5.29 LANKELMA.GLB001

Predrilled 1.40 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

EL

EV

AT

ION

(m)

75

74

73

72

71

70

69

68

67

66

65

64

63

62





Rig Used: UK22

Date of test: 28/10/2020 12:48:00




Coordinate system:

Coordinates: 521615.55, 207443.493


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -39.2



U2 (kPa): -9.1

Terminated at 23.04 m


DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 28/10/2020 11:18:00


Termination Remark: Target depthPage 1 of 2

TEST ID: CPT2002Elevation: 90.733

Coordinate system:

Coordinates: 521615.606, 207435.144


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): 12.8


fs (kPa): 0.9 (fs drift - qc drift)

U2 (kPa): 9.2


Predrilled 1.20 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

EL

EV

AT

ION

(m)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61





Rig Used: UK22

Date of test: 28/10/2020 11:18:00




Coordinate system:

Coordinates: 521615.606, 207435.144


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): 12.8



U2 (kPa): 9.2



DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 28/10/2020 09:28:00




Coordinate system:

Coordinates: 521615.43, 207431.828


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): 19.6



U2 (kPa): 3.5



Predrilled 1.20 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 28/10/2020 08:02:00




Coordinate system:

Coordinates: 521615.732, 207425.467


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): 31.0



U2 (kPa): -7.5


Predrilled 1.20 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

EL

EV

AT

ION

(m)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61





Rig Used: UK22

Date of test: 28/10/2020 08:02:00




Coordinate system:

Coordinates: 521615.732, 207425.467


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): 31.0



U2 (kPa): -7.5



DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 27/10/2020 14:33:00




Coordinate system:

Coordinates: 521615.782, 207421.678


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -3.8



U2 (kPa): -1.2


Predrilled 1.20 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

EL

EV

AT

ION

(m)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61





Rig Used: UK22

Date of test: 27/10/2020 14:33:00




Coordinate system:

Coordinates: 521615.782, 207421.678


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -3.8



U2 (kPa): -1.2



DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 27/10/2020 09:20:00


Termination Remark: Lateral supportPage 1 of 1


Coordinate system:

Coordinates: 521655.113, 207402.993


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -20.0



U2 (kPa): 0.5



Predrilled 1.14 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 27/10/2020 10:30:00


Termination Remark: Total reaction forcePage 1 of 1


Coordinate system:

Coordinates: 521655.113, 207402.993


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -12.4



U2 (kPa): 1.9



Predrilled 4.67 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 27/10/2020 08:30:00


Termination Remark: Lateral supportPage 1 of 1


Coordinate system:

Coordinates: 521657.488, 207402.975


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -23.2



U2 (kPa): -1.6



Predrilled 1.14 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

EL

EV

AT

ION

(m)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76





Rig Used: UK22

Date of test: 27/10/2020 12:26:00




Coordinate system:

Coordinates: 521603.138, 207482.526


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -16.0



U2 (kPa): -3.1


Predrilled 1.20 m

DissipationTest

InternalQC Diss.



0 2010


0


2 4 6 8 10 12 14 16 18 20 22 24 26

0 0.2 0.4 0.6 0.8 1 1.2 1.3qt (small scale)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

EL

EV

AT

ION

(m)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61





Rig Used: UK22

Date of test: 27/10/2020 12:26:00




Coordinate system:

Coordinates: 521603.138, 207482.526


-100


0 100 200 300 400 500


6000 82 4 6

Friction Ratio (%)


1-1 -0.5 0 0.5

qc (kPa): -16.0



U2 (kPa): -3.1





APPENDIX D INTERPRETATION RESULTS - SET 1

UNDRAINED SHEAR STRENGTH COEFFICIENT OF VOLUME CHANGE

OVERCONSOLIDATION RATIO SOIL BEHAVIOUR TYPE (SBT) DESCRIPTIONS


1.40

2.70

5.38

8.10

8.52

Does not classify [100%]

Sand mixtures - silty sand to sandysilt [40%]; *Silt mixtures [35%];*Sands [8%]

Sands - clean sand to silty sand[36%]; *Sand mixtures [33%]; *Doesnot classify [14%]

Sand mixtures - silty sand to sandysilt [34%]; *Silt mixtures [26%];*Does not classify [17%]

Clay - silty clay to clay [94%]

Silt mixtures - clayey silt to silty clay[41%]; *Sand mixtures [30%]; *Clay[13%]

Coordinate system:

Elevation: 90.932

Coordinates: 521615.55, 207443.493

Location: Hertfordshire, UK

PenetrationPause (<1cm/s)




Operator: Gerard BalpChecked by:Chris Player

ConeID: S15-CFIP.1737

Termination Remark:Tip load

Rig Used: UK22

DissipationTest

Date of test: 28/10/2020 12:48:00



Remarks: *Phreatic surface origin: Client estimate

Page 1 of 2

InternalQA Diss. TEST ID: CPT2001ABoth drained and undrained parameters are calculated for

mixed SBTs = Ic 2.40-2.70. See report text for methods anddiscussion of parameter evaluation.

DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

100 300 5000-100

Insitu Pore Pressure

Porewater Pressure, u2 (kPa)

700 0 50 100 150 200 250 300

su3 (Nk,15.00) (Reference)

su1 (Nk,12.00) (CAUC) Onshore NC-LOC

su2 (Nk,13.57) (CAUC) OC Intact

su4 (Nk,22.47) (CAUC) OC Fissured

Undrained Shear Strength su (kPa)

0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24

Coefficient of Volume Compressibility

mv (m2/MN) Mayne (2006)

00 3010 20

Mayne (2009)

Overconsolidation Ratio

Mayne (2009)OC Fissured Clays

1 2 3

Soil Behaviour Type Index Ic

(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25

100 200 300 400 500Friction Sleeve Resistance fs (kPa)

(qt Small Scale)


600

Gra

phic

Log Material Description

Robertson 1990

* = Abbreviation


Predrilled 1.40 m

22.95

Silt mixtures - clayey silt to silty clay[41%]; *Sand mixtures [30%]; *Clay[13%] (continued)

Coordinate system:

Elevation: 90.932

Coordinates: 521615.55, 207443.493









Rig Used: UK22

DissipationTest

Date of test: 28/10/2020 12:48:00




Page 2 of 2



DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



1.20

2.32

2.76

7.00

7.26

8.168.34

9.24

9.64

11.94

12.46

13.86


Sand mixtures - silty sand to sandysilt [62%]; *Sands [19%]

Sands - clean sand to silty sand[29%]; *Sand mixtures [24%]; *Stifffine grained [18%]

Sand mixtures - silty sand to sandysilt [81%]

Does not classify [60%]; *Sands[20%]

Silt mixtures - clayey silt to silty clay[44%]; *Sand mixtures [29%]

Silt mixtures - clayey silt to silty clay[67%]

Sand mixtures - silty sand to sandysilt [41%]; *Silt mixtures [35%]

Silt mixtures - clayey silt to silty clay[53%]; *Does not classify [27%]


Sands - clean sand to silty sand[58%]; *Sand mixtures [32%]


Silt mixtures - clayey silt to silty clay[41%]; *Clay [26%]; *Sand mixtures[24%]

Coordinate system:

Elevation: 90.733

Coordinates: 521615.606, 207435.144








Termination Remark:Target depth

Rig Used: UK22

DissipationTest

Date of test: 28/10/2020 11:18:00




Page 1 of 2

InternalQA Diss. TEST ID: CPT2002Both drained and undrained parameters are calculated for


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation


Predrilled 1.20 m

21.82

22.28

23.28

23.66

25.25

Silt mixtures - clayey silt to silty clay[41%]; *Clay [26%]; *Sand mixtures[24%] (continued)


Sand mixtures - silty sand to sandysilt [35%]; *Silt mixtures [32%]; *Clay[19%]


Silt mixtures - clayey silt to silty clay[45%]; *Sand mixtures [33%]; *Sands[12%]

Coordinate system:

Elevation: 90.733

Coordinates: 521615.606, 207435.144









Rig Used: UK22

DissipationTest

Date of test: 28/10/2020 11:18:00




Page 2 of 2



DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



1.20

1.72

2.16

2.84

4.78

5.225.42

6.89




Sands - clean sand to silty sand[68%]; *Does not classify [16%]

Sand mixtures - silty sand to sandysilt [79%]; *Does not classify [8%]

Silt mixtures - clayey silt to silty clay[53%]; *Clay [24%]



Coordinate system:

Elevation: 90.854

Coordinates: 521615.43, 207431.828









Rig Used: UK22

DissipationTest

Date of test: 28/10/2020 09:28:00




Page 1 of 1



DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



Predrilled 1.20 m

1.20

2.16

2.92

3.50

3.80

4.02

7.18

10.92

12.50

13.52

13.90


Sand mixtures - silty sand to sandysilt [29%]; *Sands [23%]; *Does notclassify [23%]

Sands - clean sand to silty sand[48%]; *Gravelly sand to dense sand[41%]



Clay - silty clay to clay [62%]; *Doesnot classify [25%]


Silt mixtures - clayey silt to silty clay[41%]; *Clay [24%]; *Sand mixtures[20%]



Does not classify [43%]; *Sandmixtures [29%]


Coordinate system:

Elevation: 90.784

Coordinates: 521615.732, 207425.467









Rig Used: UK22

DissipationTest

Date of test: 28/10/2020 08:02:00




Page 1 of 2



DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation


Predrilled 1.20 m

18.86

19.38

25.21

Silt mixtures - clayey silt to silty clay[61%]; *Sand mixtures [23%](continued)



Coordinate system:

Elevation: 90.784

Coordinates: 521615.732, 207425.467









Rig Used: UK22

DissipationTest

Date of test: 28/10/2020 08:02:00




Page 2 of 2



DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



1.20

2.06

2.70

3.76

7.767.96

14.10

14.68



Sands - clean sand to silty sand[83%]

Sands - clean sand to silty sand[58%]; *Sand mixtures [18%]; *Siltmixtures [12%]





Coordinate system:

Elevation: 90.907

Coordinates: 521615.782, 207421.678









Rig Used: UK22

DissipationTest

Date of test: 27/10/2020 14:33:00




Page 1 of 2



DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation


Predrilled 1.20 m

25.33

Silt mixtures - clayey silt to silty clay[56%]; *Clay [18%]; *Sand mixtures[16%] (continued)

Coordinate system:

Elevation: 90.907

Coordinates: 521615.782, 207421.678









Rig Used: UK22

DissipationTest

Date of test: 27/10/2020 14:33:00




Page 2 of 2



DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



1.14

2.04

4.57


Sands - clean sand to silty sand[44%]; *Stiff sand to clayey sand[38%]

Gravelly sand to dense sand [68%];*Sands [18%]

Coordinate system:

Elevation: 90.851

Coordinates: 521655.113, 207402.993








Termination Remark:Lateral support

Rig Used: UK22

DissipationTest

Date of test: 27/10/2020 09:20:00




Page 1 of 1



DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



Predrilled 1.14 m

4.67

5.11


Does not classify [56%]; *Gravellysand to dense sand [44%]

Coordinate system:

Elevation: 90.851

Coordinates: 521655.113, 207402.993








Termination Remark:Total reaction force

Rig Used: UK22

DissipationTest

Date of test: 27/10/2020 10:30:00




Page 1 of 1



DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



Predrilled 4.67 m

1.14

2.542.74

4.71


Sands - clean sand to silty sand[55%]; *Stiff sand to clayey sand[34%]

Sand mixtures - silty sand to sandysilt [57%]; *Does not classify [29%]

Gravelly sand to dense sand [62%];*Sands [20%]

Coordinate system:

Elevation: 90.878

Coordinates: 521657.488, 207402.975








Termination Remark:Lateral support

Rig Used: UK22

DissipationTest

Date of test: 27/10/2020 08:30:00




Page 1 of 1



DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation



Predrilled 1.14 m

1.20

3.14

3.44

7.92

8.24

9.70

11.0811.22

11.92



Sand mixtures - silty sand to sandysilt [100%]


Silt mixtures - clayey silt to silty clay[100%]


Silt mixtures - clayey silt to silty clay[38%]; *Sand mixtures [27%]; *Clay[13%]




Coordinate system:

Elevation: 90.525

Coordinates: 521603.138, 207482.526









Rig Used: UK22

DissipationTest

Date of test: 27/10/2020 12:26:00




Page 1 of 2



DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation


Predrilled 1.20 m

18.20

18.82

25.23

Silt mixtures - clayey silt to silty clay[46%]; *Sand mixtures [34%](continued)

Clay - silty clay to clay [67%]; *Siltmixtures [17%]


Coordinate system:

Elevation: 90.525

Coordinates: 521603.138, 207482.526









Rig Used: UK22

DissipationTest

Date of test: 27/10/2020 12:26:00




Page 2 of 2



DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61

100 300 5000-100



700 0 50 100 150 200 250 300






0

0 0.4 0.8 1.2 1.6 2

0.04 0.08 0.12 0.16 0.2

2.4

0.24



00 3010 20

Mayne (2009)



1 2 3


(Non-normalised)

(Stress normalised)

4

(3)

Cla

ys -

cla

y to

silt

y cl

ay

(2)

Cla

y -

orga

nic

soil

(7)

Den

se s

and

to g

rave

lly s

and

(6)

San

ds: c

lean

san

d to

silt

y sa

nd

(5)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(4)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600

Gra

phic


Robertson 1990

* = Abbreviation





APPENDIX E INTERPRETATION RESULTS - SET 2

EQUIVALENT SPT N60 PEAK FRICTION ANGLE

RELATIVE DENSITY YOUNG’S MODULUS



Cone ID: S15-CFIP.1737

Date of test: 28/10/2020 12:48:00

Operator: Gerard Balp


Coordinates: 521615.55, 207443.493

Elevation: 90.932

Coordinate system:


Page 1 of 2Checked by:Chris Player

Date of plot: 08-02-21 TEST ID: CPT2001ABoth drained and undrained parameters are calculated for




1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)

Young's Modulus E' (MPa)

20 50

Peak Friction Angle phi' (deg)

Kulhaway & Mayne (1990)

25 30 35 40 45 1000 20 40 60 80

Jamiolkowski et al. (2001)

Relative Density Dr' (%)

(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil


Predrilled 1.40 m



Date of test: 28/10/2020 12:48:00



Coordinates: 521615.55, 207443.493

Elevation: 90.932

Coordinate system:



Date of plot: 08-02-21 TEST ID: CPT2001ABoth drained and undrained parameters are calculated for




1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)


20 50



25 30 35 40 45 1000 20 40 60 80



(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil





Date of test: 28/10/2020 11:18:00



Coordinates: 521615.606, 207435.144

Elevation: 90.733

Coordinate system:



Date of plot: 08-02-21 TEST ID: CPT2002Both drained and undrained parameters are calculated for




1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)


20 50



25 30 35 40 45 1000 20 40 60 80



(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil


Predrilled 1.20 m



Date of test: 28/10/2020 11:18:00



Coordinates: 521615.606, 207435.144

Elevation: 90.733

Coordinate system:







1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)


20 50



25 30 35 40 45 1000 20 40 60 80



(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil





Date of test: 28/10/2020 09:28:00



Coordinates: 521615.43, 207431.828

Elevation: 90.854

Coordinate system:







1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)


20 50



25 30 35 40 45 1000 20 40 60 80



(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil



Predrilled 1.20 m



Date of test: 28/10/2020 08:02:00



Coordinates: 521615.732, 207425.467

Elevation: 90.784

Coordinate system:







1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)


20 50



25 30 35 40 45 1000 20 40 60 80



(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil


Predrilled 1.20 m



Date of test: 28/10/2020 08:02:00



Coordinates: 521615.732, 207425.467

Elevation: 90.784

Coordinate system:







1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

16

17

18

19

20

21

22

23

24

25

26

27

28

29

ELE

VA

TIO

N(m

)

75

74

73

72

71

70

69

68

67

66

65

64

63

62

61

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)


20 50



25 30 35 40 45 1000 20 40 60 80



(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil





Date of test: 27/10/2020 14:33:00



Coordinates: 521615.782, 207421.678

Elevation: 90.907

Coordinate system:







1 42 3

(Non-normalised)

(Stress normalised)


DE

PT

H(m

)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

ELE

VA

TIO

N(m

)

90

89

88

87

86

85

84

83

82

81

80

79

78

77

76

0

0

30

0 0.2 0.4 0.6 0.8 1 1.2

5 10 15 20 25


(qt Small Scale)


600 0 6010 20 30 40 50

Robertson (2012)

Lunne et al. (1997)

SPT N60' Values

0 40 80 120 160 200 240

Robertson (2009)


20 50



25 30 35 40 45 1000 20 40 60 80



(6)

Den

se s

and

to g

rave

lly s

and

(5)

San

ds: c

lean

san

d to

silt

y sa

nd

(4)

San

d m

ixtu

res:

silt

y sa

nd to

san

dy s

ilt

(3)

Silt

Mix

ture

s: c

laye

y si

lt to

silt

y cl

ay

(2)

Cla

ys -

cla

y to

silt

y cl

ay

(1)

Cla

y -

orga

nic

soil


Predrilled 1.20 m

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