Plate Bearing Test

www.howland.co.uk

Copyright © A F Howland Associates Limited 2021

Project: 21.119 Plot 1a St Johns Way, St Johns Business Estate, Downham Market, PE38 0QQ

Date: 30 April 2021

PRELIMINARY RECORDS

Key:

B Bulk disturbed sample

D Small disturbed sample

ES Environmental sample

U Nominal 100 mm diameter undisturbed open tube sample

X blows The associate figure ‘X’ is the number of blows to drive the sample tube over the given depth range

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

but the hammer energy ratio is given where known (in remarks).

IP xx Initial penetration during the SPT recorded in millimetres. If initial penetration

equals or exceeds 450 mm the test is aborted.

S x,x SPT seating drive blow count given by the summation of the blows ‘X’ required to drive the seating length

T x,x,x,x SPT test drive blow count ‘N’ given by the summation of the blows ‘X’ required to drive the seating length (300 mm)

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

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

seating drive ‘Y’ (mm)

HV Hand vane test (19mm vane)

PLT Plate load test (455mm plate size)

dd/mm/yy: 1.0

dd/mm/yy: dry

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

and the start of the following shift

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

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

Strata descriptions compiled by visual examination of samples obtained after BS 5930:2015+A1:2020

and modified in accordance with laboratory test results where applicable

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r

LegendDescriptionDepth

(m)(Thickness)

Depth(m)

Level(mOD)Sample / Tests Field Records

Remarks Scale(approx)

LoggedBy

Figure No.

21.119.BH01

1:50 DJM

150mm cased to 2.15m

Plot 1a, St John's Way, St John's Business Estate, Downham Market, PE38 0QQ

G W Padley Property 4 Limited21.119

BH01

BoreholeNumber

2.69

560085 E 302771 N22/04/2021

Produced by the GEOtechnical DAtabase SYstem (GEODASY) © all rights reservedCopyright © A F Howland Associates Limited 2021

Casing Diameter

CasingDepth

(m)

WaterDepth

(m)

Boring Method

Cable Percussion

11

(0.40)TOPSOIL (Dark brown becoming brown silty slightly sandy slightly gravelly clay. Gravel is subangular to subrounded fine to medium flint and rare brick)2.29 0.40

(0.60)Firm grey mottled orange silty sandy CLAY

1.69 1.00

(1.00)

FIrm to stiff grey mottled orange brown silty slightly sandy CLAY

...becoming stiff

0.69 2.00(0.15) Dark grey SILTSTONE

0.54 2.15Refused at 2.15m

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

0.20 D10.20 ES1

3. Groundwater seepage at 1.80 m and rose to 1.80 m in 5 mins and 10 mins and 15 mins and 20 mins4. Chiselling Required from 2.10 m to 2.15 m for 0.5 hr

0.50 D2

5. SPT Hammer Energy Ratio = 73.48%

0.80 D3

1.00 D4

1.20-1.65 B11.20-1.65 U No Recovery

2.75,2.5,3.0/Av. 2.751.40 PP 137.5kPa

1.70-2.15 SPT N=50 1,1/3,4,26,171.70 DRY1.70-2.10 D5 Seepage(1) at

1.80m, no rise after 20 mins, not sealed.

2.10 D6

22/04/2021:1.80m—————————

1/1

In Situ Permeability Type

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

BoreholeNumber

JobNumber

Sheet

Remarks

Test No.


G W Padley Property 4 Limited

BH01

21.1192.69

560085 E 302771 N22/04/2021

Key: bgl = Below Ground Level btoc = Below Top of Casing


Falling Head 1

Height of casing above ground level: 0.00 m

Depth to Base of Borehole: 2.10 m bgl

Depth to Base of Casing: 0.00 m bgl

Depth to equilibrium water level: 2.10 m bgl

Test Length L: 2.10 m

Diameter of Test Length D: 0.15 m

Area of Test Section: 0.0177 m2

Intake Factor F: 3.9582

(after condition D, figure 6, BS 5930)

PERMEABILITY (after Hvorslev, 1951)

General Approach

H1 selected at t= m (=t1 = secs)


k = ms-1

Elapsedtime

(mins)

Depth towater

(m bgl)

Head ofWater, H

(m)

Ht/

Ho

0.00 1.000 1.100 1.0001.00 1.000 1.100 1.0002.00 1.000 1.100 1.0003.00 1.000 1.100 1.0004.00 1.000 1.100 1.0005.00 1.000 1.100 1.000

10.00 1.000 1.100 1.00015.00 1.000 1.100 1.00020.00 1.000 1.100 1.00025.00 1.000 1.100 1.00030.00 1.000 1.100 1.000

0 3.8 7.5 11.3 15 18.8 22.5 26.3 30

1.1

0.9

0.7

0.5

0.3

Elapsed time (mins)

Head

of

Wate

r (m

)

1. Test aborted after 30 minutes due to insufficent drainage

1/2

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

21.119.BH01A

1:50 DJM

150mm cased to 6.00mopen hole to 14.00m



BH01A

BoreholeNumber

2.69

560085 E 302771 N22/04/2021


Casing Diameter

CasingDepth

(m)

WaterDepth

(m)

Boring Method

Cable Percussion

1

**

(0.30) TOPSOIL

2.39 0.30(0.20) Firm grey mottled orange brown silty gravelly CLAY. Gravel

is subangular to subrounded fine to coarse flint2.19 0.50

(1.10)

Firm grey mottled orange brown silty slightly sandy CLAY

...becoming stiff

1.09 1.60

(0.40)Orange brown slightly silty becoming slighty clayey fine to coarse SAND. Siltstone band at 1.7m

0.69 2.00

(0.80)

Stiff friable thickly laminated grey mottled silty slightly sandy CLAY. With occasional shells

-0.11 2.80

(2.20)

Stiff friable thinly to thickly inter-laminated dark grey to black SILT and CLAY. With occasional thick beds of very stiff grey silty clay, and occasional shells. Recovered in a shaley condition

-2.31 5.00

(0.60)

Very stiff friable thinly to thickly inter-laminated dark grey to black SILT, CLAY and SILTSTONE. WIth occasional thick beds of grey silty clay and occasional shells. Recovered in a shaley condition

-2.91 5.60

(6.90)

Very stiff indistinctly fissured thinly to thickly laminated grey silty slightly sandy CLAY. WIth occasional shells

...becoming friably in places and sandy

9.8 -10.3 m : very stiff friable thinly inter-laminated

1. Location CAT scanned prior to excavation2. Hand dug inspection pit to 1.20 m3. Groundwater seepage at 1.80 m4. Groundwater struck at 4.50 m and rose to 4.50 m in 5 mins and 10 mins and 15 mins and 20 mins5. Chiselling Required from 1.70 m to 1.80 m for 0.1 hr

0.60 D1

6. Slotted Standpipe installed to 6.00 m7. SPT Hammer Energy Ratio = 73.48%

Falling head test between 1.0 m and 2.1 m

1.20-1.65 SPT N=17 1,2/3,4,5,51.20 DRY1.20-1.65 D2

1.60-2.00 D31.70 D4 Seepage(1) at

1.80m, sealed at 2.00m.

2.00-2.45 SPT N=21 1,3/3,5,7,62.002.00-2.45 D5

2.60 D62.80 D7

3.00-3.45 SPT N=36 1,3/8,8,10,103.00 DRY3.00-3.45 D8

3.60-3.80 D9

3.90 D104.00-4.45 SPT N=44 2,5/7,10,13,144.00 DRY4.00-4.45 D11

Slow(2) at 4.50m, no rise after 20 mins, sealed at 6.00m.

4.70-4.90 D12

5.00-5.20 D135.00-5.20 U No Recovery 4.50 100 blows5.20-5.65 SPT N=26 5,5/5,5,7,94.50 4.705.20-5.65 D14

5.80 D15

6.00-6.45 SPT N=18 1,3/4,4,5,56.00 DRY6.00-6.45 D16

6.80 D17

7.50-7.95 U1 6.00 DRY 100 blows

8.00 D18

9.00-9.45 SPT N=38 4,5/7,8,11,126.00 DRY9.00-9.50 D19

9.70 D20

1/2

dark grey to black SILT, CLAY and SILTSTONE

Very stiff indistinctly fissured thinly to thickly laminated grey silty slightly sandy CLAY. WIth occasional shells

-9.81 12.50

(1.50)

Very stiff fissured dark grey silty CLAY

...thin bed of orange brown coarse sand

-11.31 14.00Complete at 14.00m

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

21.119.BH01A

1:50 DJM




BH01A

BoreholeNumber

2.69

560085 E 302771 N22/04/2021


Casing Diameter

CasingDepth

(m)

WaterDepth

(m)

Boring Method

Cable Percussion

10.30 D21

10.50-10.95 SPT N=28 1,3/4,7,8,96.00 DRY10.50-10.95 D22

11.80 D23

12.00-12.45 U2 6.00 DRY 100 blows

12.50 D24

13.20 D2513.30-13.71 SPT 50/260 4,6/7,8,13,226.00 DRY13.50-13.95 D26

22/04/2021:2.08m—————————

2/2

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

21.119.BH02

1:50 DJM




BH02

BoreholeNumber

3.06

560109 E 302746 N23/04/2021


Casing Diameter

CasingDepth

(m)

WaterDepth

(m)

Boring Method

Cable Percussion

1

2

2

(0.50)TOPSOIL (Dark brown silty slightly sandy clay)

2.56 0.50

(1.40)

Firm grey mottled orange brown silty CLAY

1.16 1.90

(0.40)Dark grey SILTSTONE. With sandy matrix. Fragment driven to 2.7 m

0.76 2.30

(1.00)

Firm to stiff grey motted orange brown silty sandy CLAY

-0.24 3.30

(2.40)

Stiff friable thinly to thickly inter-laminated SILT and and CLAY. With occasional shells

-2.64 5.70

(4.30)

Very stiff indistinctly fissured thinly to thickly laminated grey silty slightly sandy CLAY. With occasional shells

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

0.20 D10.20 ES1

3. Groundwater seepage at 1.80 m4. Groundwater struck at 4.70 m and rose to 4.50 m in 5 mins, 4.40 m in 10 mins and 15 mins and 20 mins

0.50 D2

5. Water added from 1.90 m to 2.70 m6. Slotted Standpipe installed to 3.00 m7. SPT Hammer Energy Ratio = 73.48%

1.00 D3

1.20-1.65 SPT N=17 2,3/3,4,5,51.20 DRY1.20 D4

Seepage(1) at 1.80m, sealed at 2.50m.

1.90-2.30 D5

Falling head test undertaken between 2.5 m and 4.0 m

2.50 D6

2.80 D7

3.00-3.45 SPT N=19 2,2/3,4,6,62.50 DRY3.00 D8

3.50 D9

4.00-4.45 SPT N=20 2,4/4,5,5,62.50 3.004.00 D10

4.60 D11Slow(2) at 4.70m, rose to 4.40m in 20 mins, sealed at 6.00m.

5.00-5.38 SPT 50/225 1,3/7,9,20,144.50 DRY

5.00 D12

5.70 D13

6.00-6.45 SPT N=21 1,2/3,4,7,76.00 5.906.00 D14

6.80 D15

7.50-7.95 U1 6.00 DRY 100 blows

9.00-9.45 SPT N=38 3,4/5,9,11,136.00 DRY9.00 D17

1/2

-6.94 10.00

(4.00)

Very stiff indistinctly fissured thinly to thickly laminated grey silty slightly sandy CLAY. With occasiional bands of friable dark grey thinly to thickly inter-laminated silty and clay. Occasional shells

-10.94 14.00Complete at 14.00m

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)



LoggedBy

Figure No.

21.119.BH02

1:50 DJM




BH02

BoreholeNumber

3.06

560109 E 302746 N23/04/2021


Casing Diameter

CasingDepth

(m)

WaterDepth

(m)

Boring Method

Cable Percussion

10.00 D18

10.50-10.95 U2 6.00 DRY 100 blows

10.95 D19

11.50 D20

12.00-12.44 SPT 50/290 3,4/5,12,14,196.00 DRY12.00 D21

12.80 D22

13.50-13.89 SPT 50/235 4,6/8,13,19,106.00 DRY13.50-14.00 D23

23/04/2021:1.80m—————————

2/2

In Situ Permeability Type

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

BoreholeNumber

JobNumber

Sheet

Remarks

Test No.


G W Padley Property 4 Limited

BH02

21.1193.06

560109 E 302746 N23/04/2021

Key: bgl = Below Ground Level btoc = Below Top of Casing


Falling Head 1

Height of casing above ground level: 0.00 m

Depth to Base of Borehole: 4.00 m bgl

Depth to Base of Casing: 2.50 m bgl

Depth to equilibrium water level: 4.00 m bgl

Test Length L: 1.50 m

Diameter of Test Length D: 0.15 m

Area of Test Section: 0.0177 m2

Intake Factor F: 3.1435

(after condition D, figure 6, BS 5930)

PERMEABILITY (after Hvorslev, 1951)

General Approach



k = ms-1

Elapsedtime

(mins)

Depth towater

(m bgl)

Head ofWater, H

(m)

Ht/

Ho

0.00 2.200 1.800 1.0001.00 2.220 1.780 0.9892.00 2.240 1.760 0.9783.00 2.260 1.740 0.9674.00 2.300 1.700 0.9445.00 2.300 1.700 0.944

10.00 2.340 1.660 0.92215.00 2.340 1.660 0.92220.00 2.340 1.660 0.92225.00 2.340 1.660 0.92230.00 2.340 1.660 0.922

0 3.8 7.5 11.3 15 18.8 22.5 26.3 30

1.80

1.78

1.76

1.74

1.72

1.70

1.68

Elapsed time (mins)

Head

of

Wate

r (m

)

1. Test aborted after 30 minutes due to insufficent drainage

2/2

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)

Level(mOD)Sample / Tests

1:20 SW 21.119.TP01



TP01

Number

3.09

560111 E 302772 N23/04/2021


Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks

Scale (approx) Logged By Figure No.

Excavation Method

Machine ExcavatedL 2.40 m x W 0.60 m x D 2.00 m

(0.50)

TOPSOIL (Dark brown clayey silty sandy slightly gravelly.Gravel is angular to subangular fine to coarse flint with occasional rootlets and rare brick fragments)

2.59 0.50

(1.50)

Firm to stiff grey silty sandy CLAY. Rare relic rootlets

.... becoming stiff with frequent pockets of light brown fine to medium sand

1.09 2.00Complete at 2.00m

0.00-0.50 D1

1. Location CAT scanned prior to excavation2. No groundwater encountered

0.20 ES1

3. Trial pit remained open and sidewalls stable during excavation.4. Trial pit backfilled with arisings upon completion.5. Hand vane test carried out using 19mm vane (serial # DR2032 spring constent 1.0512)6. PLT01 undertaken at 0.5 m - see associated record

60,66,92/Av. 72.670.60 HV 72.67kPa

0.70 D20.70 ES2

124,118,102/Av. 114.671.00 HV 114.67kPa

122,125+,125+/Av. 124.001.20 HV 124kPa1.20 D3

110,120,100/Av. 110.001.80 HV 110kPa1.80 D4

1/1

REPORT ON THE DETERMINATION OF THE VERTICAL DEFORMATION AND STRENGTH CHARACTERISTICS

BY THE PLATE LOADING TEST TO BS 1377:Part 9: 1990: Clause 4.1

Field Test


Job Number

21.119

Sheet

Site : Plot 1a, St John's Way, St John's Business Estate, Downham Market, PE38 0QQ

Client : G W Padley Property 4 Limited

Engineer :

Test Ref Test no Location Date Tested

PLT01 1 23/04/2021

Plate Diameter (mm) 455 Weight of apparatus (kg) 53.00 Type of Test Incremental

Depth (m) 0.5 In-situ density (Mg/m³) N/A Description Silty CLAY

Distance from side wall (m) 0.10 Moisture Content (%) N/A Reaction Load 9 TON

Force Gauge Reading Settlement Stress

(kN) 1 2 3 4 Avg. (mm) (kN/m²)

0.00 0 0 0 0.00 0.00 3.20

9.81 147 153 155 151.67 1.52 63.53

19.61 600 605 590 598.33 5.98 123.80

29.42 1101 1108 1095 1101.33 11.01 184.14

39.23 1852 1870 1865 1862.33 18.62 244.47

44.13 2375 2196 2284 2285.00 22.85 274.60

29.42 2402 2196 2284 2294.00 22.94 184.14

19.61 2139 2194 2283 2205.33 22.05 123.80

9.81 2124 1999 2095 2072.67 20.73 63.53

0 1758 1634 1727 1706.33 17.06 3.20

0 35 70 105 140 175 210 245

0

2.50

5

7.50

10

12.50

15

17.50

20

22.50

Stress (kN/m2)

Sett

lem

en

t (m

m)

Max applied pressure (kN/m²) 274.60 Stress at 1.25mm plate settlement (kN/m²) 52.81 Max deformation (mm) 22.94

Constrained Soil Modulus (MN/m²/m) Modulus of Subgrade Reaction (MN/m²/m) 26.58 Equivalent CBR value (%) 2.8

Remarks

Test results should be interpreted by a qualified Engineer taking into account all relevant factors including overall settlement and the shape of the load-penetration curve.Testing carried out in accordance with BS 1377-9:1990 with determination of parameters as set out in MCHW1 Series 600 & Interim Advice Note 73/06 Revision 1 (2009)

1 / 1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:20 SW 21.119.TP02



TP02

Number

2.90

560098 E 302767 N23/04/2021


Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks


Excavation Method


(0.50)

TOPSOIL (Dark brown clayey silty sandy slightly gravelly.Gravel is angular to subrounded fine to coarse flint with rare brick fragments and occasional rootlets)

2.40 0.50

(1.70)

Firm to stiff grey silty slightly sandy CLAY

....becoming stiff with frequent pockets of light brown fine to medium sand

.... strong grey siltstone band partially covering footprint of pit


0.00-0.50 D1


0.20 ES1

3. Trial pit remained open and sidewalls stable during excavation.4. Trial pit backfilled with arisings upon completion.5. Hand vane test carried out using 19mm vane (serial # DR2032 spring constent 1.0512)6. PLT02 undertaken at 0.4 m - see associated record

68,89,82/Av. 79.670.60 HV 79.67kPa0.60 D20.60 ES2

125+,124,102/Av. 117.001.00 HV 117kPa

1.10 D3

125+,125+,125+/Av. 125.001.20 HV 125kPa

124,100,124/Av. 116.001.80 HV 116kPa

1.90 D4

2.10 D5

1/1



Field Test


Job Number

21.119

Sheet



Engineer :



Field Test


Job Number

21.119

Sheet



Engineer :


PLT02 1 23/04/2021





(kN) 1 2 3 4 Avg. (mm) (kN/m²)

0.00 0 0 0 0.00 0.00 3.20

9.81 405 401 405 403.67 4.04 63.53

19.61 756 757 734 749.00 7.49 123.80

29.42 1150 1139 1095 1128.00 11.28 184.14

39.23 1780 1752 1679 1737.00 17.37 244.47

44.13 2093 2177 2086 2118.67 21.19 274.60

19.61 2093 2112 2021 2075.33 20.75 123.80

9.81 1944 1938 1850 1910.67 19.11 63.53

0.00 1675 1677 1602 1651.33 16.51 3.20

0 35 70 105 140 175 210 245

0

2.50

5

7.50

10

12.50

15

17.50

20

Stress (kN/m2)

Sett

lem

en

t (m

m)



Remarks


1 / 1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:20 SW 21.119.TP03



TP03

Number

2.67

560087 E 302753 N23/04/2021


Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks


Excavation Method


1

(0.40)

TOPSOIL (Dark brown clayey silty sandy slightly gravelly.Gravel is angular to subrounded fine to coarse flint with rare brick fragments and occasional rootlets)

2.27 0.40

(1.60)

Firm becoming stiff grey sandy gravelly CLAY.Gravel is angular to subrounded fine to coarse flint

....becoming stiff with pockets of fine to medium sandy gravel


0.00-0.40 D1


0.20 ES1

3. Trial pit remained open and sidewalls stable during excavation.4. Trial pit backfilled with arisings upon completion.5. Hand vane test carried out using 19mm vane (serial # DR2032 spring constent 1.0512)

0.50 D20.50 ES2

6. PLT03 undertaken at 0.4 m - see associated record

61,62,82/Av. 68.330.60 HV 68.33kPa

96,92,98/Av. 95.331.00 HV 95.33kPa

1.10 D3

125+,125+,125+/Av. 125.001.20 HV 125kPa

112,113,90/Av. 105.001.50 HV 105kPa

Slight seepage(1) at 1.80m.

1.90 D4

1/1



Field Test


Job Number

21.119

Sheet



Engineer :



Field Test


Job Number

21.119

Sheet



Engineer :


PLT03 1 23/04/2021





(kN) 1 2 3 4 Avg. (mm) (kN/m²)

0.00 0 0 0 0.00 0.00 3.20

9.81 214 222 229 221.67 2.22 63.53

19.61 602 593 559 584.67 5.85 123.80

29.42 1198 1149 1064 1137.00 11.37 184.14

39.23 1714 1666 1540 1640.00 16.40 244.47

49.03 2497 2425 2228 2383.33 23.83 304.74

19.61 2403 2333 2147 2294.33 22.94 123.80

9.81 2165 2108 1936 2069.67 20.70 63.53

0.00 1753 1700 1546 1666.33 16.66 3.20

0 45 90 135 180 225 270

0

2.50

5

7.50

10

12.50

15

17.50

20

22.50

Stress (kN/m2)

Sett

lem

en

t (m

m)



Remarks


1 / 1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:20 SW 21.119.TP04



TP04

Number

2.76

560096 E 302752 N23/04/2021


Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks


Excavation Method


(0.50)

TOPSOIL (Dark brown clayey silty sandy slightly gravelly.Gravel is angular to subrounded fine to coarse flint occasional rootlets)

2.26 0.50

(1.60)

Firm soft in places becoming stiff light grey orange mottled silty sandy slightly gravelly CLAY.Gravel is angular to subrounded fine to medium flint

....pockets of fine to medium sand

...becoming stiff

....pockets of fine to medium sand

....strong grey siltstone band partially covering pit footprint0.66 2.10

Complete at 2.10m

0.00-0.50 D1


0.20 ES1


0.50 D20.50 ES2


55,82,102,/Av. 59.750.60 HV 59.75kPa

102,120,119/Av. 113.670.80 HV 113.67kPa

1.00 D3

98, 125+,125+/Av. 116.001.20 HV 116kPa

1.90 D4

2.00 D5

1/1



Field Test


Job Number

21.119

Sheet



Engineer :



Field Test


Job Number

21.119

Sheet



Engineer :


PLT04 1 23/04/2021





(kN) 1 2 3 4 Avg. (mm) (kN/m²)

0.00 0 0 0 0.00 0.00 3.20

9.81 285 297 304 295.33 2.95 63.53

19.61 1044 1021 990 1018.33 10.18 123.80

29.42 1752 1697 1633 1694.00 16.94 184.14

39.23 2113 2074 1886 2024.33 20.24 244.47

19.61 1885 1942 1732 1853.00 18.53 123.80

0.00 1675 1589 1532 1598.67 15.99 3.20

0 45 90 135 180 225 270

0

2.50

5

7.50

10

12.50

15

17.50

20

Stress (kN/m2)

Sett

lem

en

t (m

m)



Remarks


1 / 1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:20 SW 21.119.TP05



TP05

Number

2.75

560096 E 302735 N23/04/2021


Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks


Excavation Method


(0.50)

TOPSOIL (Dark brown clayey silty sandy slightly gravelly.Gravel is angular to subrounded fine to medium flint with rare glass and brick fragments occasional rootlets)

2.25 0.50

(1.50)

Firm becoming stiff grey orange mottled silty sandy gravelly CLAY.Gravel is angular to rounded fine to coarse flint

.... pockets of fine to medium sandy gravel

....becoming stiff

....strong grey siltstone band partially covering pit footprint

0.75 2.00

Complete at 2.00m

0.00-0.50 D1


0.20 ES1


0.50 D20.50 ES2


62,58,102/Av. 74.000.60 HV 74kPa

102,125+,98/Av. 108.331.00 HV 108.33kPa

1.10 D3

78,122,118/Av. 106.001.20 HV 106kPa

1.90 D4

2.00 D5

1/1



Field Test


Job Number

21.119

Sheet



Engineer :



Field Test


Job Number

21.119

Sheet



Engineer :


PLT05 1 23/04/2021





(kN) 1 2 3 4 Avg. (mm) (kN/m²)

0.00 0 0 0 0.00 0.00 3.20

9.81 191 177 172 180.00 1.80 63.53

19.61 554 546 568 556.00 5.56 123.80

29.42 1022 1004 1007 1011.00 10.11 184.14

39.23 2021 2018 2009 2016.00 20.16 244.47

44.13 2607 2508 2602 2572.33 25.72 274.60

9.81 2522 2475 2580 2525.67 25.26 63.53

0.00 1995 1998 2177 2056.67 20.57 3.20

0 45 90 135 180 225 270

0

3.20

6.40

9.60

12.80

16

19.20

22.40

25.60

Stress (kN/m2)

Sett

lem

en

t (m

m)



Remarks


1 / 1

Location

Ground Level (mOD)

Dates

Site

Client

Engineer

JobNumber

Sheet

Wate

r


(m)(Thickness)

Depth(m)


1:20 SW 21.119.TP06



TP06

Number

2.91

560108 E 302736 N23/04/2021


Trial Pit

Dimensions

WaterDepth(m)

Field Records

Remarks


Excavation Method


1

(0.50)

TOPSOIL (Dark brown clayey silty sandy slightly gravelly.Gravel is angular to subrounded fine to medium flint with occasional rootlets and rare brick fragments)

2.41 0.50

(1.60)

Firm becoming stiff grey orange mottled silty sandy gravelly CLAY. Gravel is angular to rounded fine to coarse flint.

.... pockets of sandy gravel

.... becoming stiff

....pockets of sandy gravel

.... strong grey siltstone band partially covering pit footprint0.81 2.10

Complete at 2.10m

0.00-0.50 D1

1. Location CAT scanned prior to excavation2. Groundwater struck at 2.00 m

0.20 ES1


0.50 D20.50 ES2


81,62,89/Av. 77.330.60 HV 77.33kPa

125+,90,121/Av. 112.001.00 HV 112kPa1.00 D3

125+,125+,125+/Av. 125.001.20 HV 125kPa

1.80 D4

Slight seepage(1) at 2.00m.

2.00 D5

1/1



Field Test


Job Number

21.119

Sheet



Engineer :



Field Test


Job Number

21.119

Sheet



Engineer :


PLT06 1 23/04/2021





(kN) 1 2 3 4 Avg. (mm) (kN/m²)

0.00 0 0 0 0.00 0.00 3.20

9.81 287 339 384 336.67 3.37 63.53

19.61 698 717 740 718.33 7.18 123.80

29.42 1404 1368 1355 1375.67 13.76 184.14

39.23 2175 2165 2089 2143.00 21.43 244.47

19.61 2027 2085 2089 2067.00 20.67 123.80

9.81 1830 1880 1952 1887.33 18.87 63.53

0.00 1576 1537 1509 1540.67 15.41 3.20

0 45 90 135 180 225 270

0

2.50

5

7.50

10

12.50

15

17.50

20

Stress (kN/m2)

Sett

lem

en

t (m

m)



Remarks


1 / 1

Plate Bearing Test

Documents

Transcript of Plate Bearing Test