PACKER TEST - SINGLE BH01€¦ · PACKER TEST - SINGLE Test Method British Standard 5930: 1981...

PACKER TEST - SINGLE Test Method British Standard 5930: 1981 "Code of Practice for Site Investigations" Part 21.5 Packer Test Depth: 12.5 to 21

Client: Auckland Council

Project: Hackett Diversion - St Mary's Bay CSO

Job No. 255303

Hole Packer:Depth, D: (m bgl) 21.00 D Packer Model: Boyart Longyear

Cased to: (m bgl) 1.80 (NW / HW / PW) Packer Type: Pneumatic (USE nitrogen, NO CO2 or oxygen)

Flowmeter calibration No. 879553/13

Test Section Packer Inflation Pressure: 150 (PSI)Diameter (dia): (m bgl) HQ3 (NQ3 / HQ3 / PQ3) (driller to determine inflation pressure according to vendor instructions)From, (A): (m bgl) 12.50 A SKETCH OF TEST ARRANGEMENTTo, (B): (m bgl) 21.00 B dia

Midpoint, (C) = (A+B)/2: (m bgl) 16.75 C

Gauge height, G

Groundwater

Depth, (SWL): (m bgl) 5.34 SWL W

SWL Date: DD-MM 2/05/2017 SWL D

SWL Time: HH:mm 7:30:00 AM

Static Head

Gauge Height, (GH): (m agl) 0.5 GH Test Section

Static Head, SH=(SWL+GH) x g kPa 57.29 SH

Hose length from Gauge to packer head m (needed for head loss calculations back in office - high flow rates only)

Height to gasket at top of rods (RH): (m agl( 1.72 RH

Max Allowable Gauge Pressure

Maximum allowable pressure (MAP) = 11.3kPa x (A) kPa 135.6 MAP

Pump max pressure (from driller) kPa ok CHECK: pump capability >= MAP prior to starting test

Hose length pump to gauge m (needed for head loss calculations back in office - high flow rates only)

Maximum allowable gauge pressure (MAGP) = MAP - SH kPa 78.31 MAGP

Test Pressures

Number of increments (N_Stage); (typically use 3) n 3 N_STAGE

Gauge pressure increment, = MAGP / N_Stage kPa 35 P_INC

Stage duration (consists of 3 equal duration sub-stages) min 15 stage duration (typically 15min, consisting of three 5min substages)

Packer seated in landing ring test

Water drop noted in broken rods either (Y or N)

Drop below top of rods mm NOTE: Fill rods to overflowing prior to test

Test duration min Time taken to drop

Pressure disipation test

Bypass backflow pressure (intantaneous) kPa bypass flow immediately after last test cycle and record instanteous back pressure

Duration to dissipation to zero gauge pressure min Recovery period

(1) If fuild returns via casing during test (indicating bypass /poor seal) , record flow rate during each corresponding test substage. For example: 2min:45secs to fill 22.5L bucket(2) No need to carry out rod leakage tests L2 and L3 if L1 shows no flow (ie. No rod leakage)(3) 1 psi = 6.8948 kPa = 0.06895 bar; use kPa if possible(4)

v7.1 - 20170602JME

System leakage from gasket recorded when notedand has been substracted from water take from gauge to give total water take for each recording interval (refer to tabulated data sheet)

Comments:

BH01

Time:

Date: 02/05/2017

Tested by: BGW

PACKER TEST - SINGLE

Test Method British Standard 5930: 1981 "Code of Practice for Site Investigations" Part 21.5 Packer Test Depth: 12.5 to 21.0

Job No. 255303

Stag

e Target Duration (min) Pressure Increment

Target Gauge Pressure (kPa / psi)

Actual Gauge Pressure (kPa / psi) Duration (min) Gauge Start (Litres) Gauge End (Litres) Leakage Adjustment

L1 5 3 P_INC x 3Rod leakage test at P_INC x 3



1a 5 1 5 5 5 min 8693.3 8728.0 0.8

1b 5 1 5 5 5 min 8728.0 8842.5 0.8

1c 5 1 5 5 5 min 8842.5 8967.0 0.8

2a 5 2 10 10 5 min 9010.0 9159.3 1.0

2b 5 2 10 10 5 min 9159.3 9319.6 1.0

2c 5 2 10 10 5 min 9319.6 9469.8 1.0

3a 5 3 15 15 5 min 9515.5 9795.1 1.5

3b 5 3 15 15 5 min 9795.1 9876.8 1.5

3c 5 3 15 15 5 min 9876.8 10056.9 1.5

4a 5 2 10 10 5 min 10100.0 10254.9 1.0

4b 5 2 10 10 5 min 10254.9 10408.3 1.0

4c 5 2 10 10 5 min 10408.3 10562.2 1.0

5a 5 1 5 5 5 min 10600.0 10730.6 0.5

5b 5 1 5 5 5 min 10730.6 10861.7 0.5

5c 5 1 5 5 5 min 10861.7 10992.9 0.5

123.7

BH01

Date / Time:

Test Records

Total Water Take (per 5 mins) Notes

33.9

113.7

150 mL/min leakage from gasket

'

'

130.7

148.3

159.3

149.2

278.1

80.2

178.6

153.9

152.4

152.9

130.1

130.6


'


'

'


'

'


'

'

'

PACKER TEST - SINGLE Test Method British Standard 5930: 1981 "Code of Practice for Site Investigations" Part 21.5 Packer Test Depth: 29.15 to 34.5



Job No. 255303


Cased to: (m bgl) 5.25 (HW) Packer Type: Pneumatic (USE nitrogen, NO CO2 or oxygen)




Gauge height, G

Groundwater




Static Head









Maximum allowable gauge pressure (MAGP) = MAP - SH kPa 211.31 MAGP 30 PSI

Test Pressures


Gauge pressure increment, = MAGP / N_Stage kPa 70 P_INC 10 PSIStage duration (consists of 3 equal duration sub-stages) min 5 stage duration (typically 15min, consisting of three 5min substages)









(5) Groundwater recorded during drilling when hole depth 25.5m

Test pressures 10/20/30/20/10 PSI

v7.1 - 20170602JME


Comments:

BH01

Time:

Date: 02/05/2017

Tested by: BGW



Job No. 255303

Stag







1a 5 1 P_INC x 1 10 5 min 11038.3 11047.6 0.5

1b 5 1 P_INC x 1 10 5 min 11047.6 11056.7 0.5

1c 5 1 P_INC x 1 10 5 min 11056.7 11065.7 0.5

2a 5 2 P_INC x 2 20 5 min 11068.0 11081.9 1.0

2b 5 2 P_INC x 2 20 5 min 11081.9 11095.5 1.0

2c 5 2 P_INC x 2 20 5 min 11095.5 11108.8 1.0

3a 5 3 P_INC x 3 30 5 min 11115.5 11134.5 1.5

3b 5 3 P_INC x 3 30 5 min 11134.5 11153.2 1.5

3c 5 3 P_INC x 3 30 5 min 11153.2 11171.7 1.5

4a 5 2 P_INC x 2 20 5 min 11174.5 11187.6 1.0

4b 5 2 P_INC x 2 20 5 min 11187.6 11200.7 1.0

4c 5 2 P_INC x 2 20 5 min 11200.7 11214.2 1.0

5a 5 1 P_INC x 1 10 5 min 11215.5 11223.8

5b 5 1 P_INC x 1 10 5 min 11223.8 11232.6

5c 5 1 P_INC x 1 10 5 min 11232.6 11241.1

8.5

BH01

Date / Time: 03/05/2017 09:40am

Test Records


8.8

8.6


'

'

12.9

12.6

12.3

17.5

17.2

17.0

12.1

12.1

12.5


'

leakage not recorded

'

'

'

'

'


'

'





Job No. 255303






Gauge height, G

Groundwater

Depth, (SWL): (m bgl) SWL W


SWL Time: HH:mm

Static Head









Maximum allowable gauge pressure (MAGP) = MAP - SH kPa 95.00 MAGP 15 PSI

Test Pressures


Gauge pressure increment, = MAGP / N_Stage kPa P_INC 5 PSIStage duration (consists of 3 equal duration sub-stages) min 15 stage duration (typically 15min, consisting of three 5min substages)









(5)

Test pressures 10/20/30/20/10 PSI

v7.1 - 20170602JME

Noted groundwater of 0.1m agl; used conservative groundwater level of 1m bgl for pressure calculation.


Comments:

BH04

Time: 09:30am

Date: 09/05/2017

Tested by: JME / Justin


Test Method British Standard 5930: 1981 "Code of Practice for Site Investigations" Part 21.5 Packer Test Depth: 9.75 to 15.0 EOBH

Job No. 255303

Stag







1a 5 1 5 5 5 min 12773.0 12782.3 1.0

1b 5 1 5 5 5 min 12782.3 12790.4 1.0

1c 5 1 5 5 5 min 12790.4 12798.1 1.0

2a 5 2 10 10 5 min 12802.5 12817.7 1.5

2b 5 2 10 10 5 min 12817.7 12832.3 1.5

2c 5 2 10 10 5 min 12832.3 12846.3 1.5

3a 5 3 15 15 5 min 12853.0 12878.9 6.0

3b 5 3 15 15 5 min 12878.9 12904.0 6.0

3c 5 3 15 15 5 min 12904.0 12925.8 6.0

4a 5 2 10 10 5 min 12926.1 12938.4 6.0

4b 5 2 10 10 5 min 12938.4 12956.4 6.0

4c 5 2 10 10 5 min 12956.4 12965.3 6.0

5a 5 1 5 5 5 min 12968.5 12977.8 6.0

5b 5 1 5 5 5 min 12977.8 12987.2 6.0

5c 5 1 5 5 5 min 12987.2 12996.4 6.0 3.2

13.7

13.1

12.5

19.9

19.1

15.8

6.3

12.0

2.9

3.3

3.4

6.7

BH04

Date / Time: 09/05/2017 09:30am

Test Records



'

'

8.3

7.1


'

'

1.2 L/min leakage from gasket

'

'

'

'

'

'

'

'




Job No. 255303






Gauge height, G

Groundwater




Static Head










Test Pressures


Gauge pressure increment, = MAGP / N_Stage kPa 70 P_INC 10 PSIStage duration (consists of 3 equal duration sub-stages) min 15 stage duration (typically 15min, consisting of three 5min substages)



Drop below top of rods mm 17mm NOTE: Fill rods to overflowing prior to test

Test duration min 6 min 45 sec Time taken to drop





(5)

v7.1 - 20170602JME

Hammering occurred between 10-40 kPa on 3rd pressure increment; pressure reduced from target 30 PSI to 25 PSI to compensate.


Comments:

BH06

Time: 10:30am

Date: 28/04/2017

Tested by: BGW



Job No. 255303

Stag







1a 5 1 10 10 5 min 8074.9 8076.0

1b 5 1 10 10 5 min 8076.0 8077.1

1c 5 1 10 10 5 min 8077.1 8079.1

2a 5 2 20 20 5 min 8080.1 8083.1

2b 5 2 20 20 5 min 8083.1 8086.4

2c 5 2 20 20 5 min 8086.4 8089.3

3a 5 3 30 25 5 min 8090.3 8101.2 1.0

3b 5 3 30 25 5 min 8101.2 8112.3 1.0

3c 5 3 30 25 5 min 8112.3 8124.5 1.0

4a 5 2 20 20 5 min 8124.9 8130.6 1.0

4b 5 2 20 20 5 min 8130.6 8136.3 1.0

4c 5 2 20 20 5 min 8136.3 8141.7 1.0

5a 5 1 10 10 5 min 8142.5 8145.6 1.0

5b 5 1 10 10 5 min 8145.6 8149.9 1.0

5c 5 1 10 10 5 min 8149.9 8152.2 1.0

'

'

'

c. 200 mL/min gasket leakage

'

'

'

'

'

1.3

9.9

10.1

11.2

4.7

4.7

4.4

2.1

3.3

BH06

Date / Time: 28/04/2017 10:30am

Test Records





Job No. 255303



Flowmeter calibratio 12024.6 879553/13



Gauge height, G

Groundwater




Static Head










Test Pressures


Gauge pressure increment, = MAGP / N_Stage kPa 29 P_INC (use 5 PSI)

Stage duration (consists of 3 equal duration sub-stages) min 15 stage duration (typically 15min, consisting of three 5min substages)








(1) If fuild returns via casing during test (indicating bypass /poor seal) , record flow rate during each corresponding test substage. For example: 2min:45secs to fill 22.5L bucket(2) No need to carry out rod leakage tests L2 and L3 if L1 shows no flow (ie. No rod leakage) (not applicable for pneumatic packer)(3) 1 psi = 6.8948 kPa = 0.06895 bar; use kPa if possible(4)

v7.1 - 20170602JME


Comments:

BH08

Time:

Date: 11/05/2017

Tested by: JME



Job No. 255303

Stag







1a 5 1 5 5 5 12020.6 12024.6 1.0

1b 5 1 5 5 5 12024.6 12028.8 1.0

1c 5 1 5 5 5 12028.8 12033.5 1.0

2a 5 2 10 10 5 12035.4 12041.2 1.9

2b 5 2 10 10 5 12041.2 12046.9 1.9

2c 5 2 10 10 5 12046.9 12052.7 1.9

3a 5 3 15 15 5 12056.0 12064.5 3.1

3b 5 3 15 15 5 12064.5 12073.6 3.1

3c 5 3 15 15 5 12073.6 12082.9 3.1

4a 5 2 10 10 5 12084.5 12092.8 1.7

4b 5 2 10 10 5 12092.8 12101.1 1.7

4c 5 2 10 10 5 12101.1 12109.8 1.7

5a 5 1 5 5 5 12114.5 12121.5 1.2

5b 5 1 5 5 5 12121.5 12130.6 1.2

5c 5 1 5 5 5 12130.6 12137.7 1.2

3.7

BH08

Date / Time: 11/05/2017

Test Records


3.0

3.2


'

'

5.9

3.9

3.8

3.9

5.4

6.0

6.2

6.6

6.6

7.0

5.8

7.9


'


'

'


'

'


'

'

'

u2

cm² cm² 150 10

u2

cm² cm² 150 10

Date :Cone no. :Project no. :

CPT no. :

Test according NEN 5140 class 1Project :Location:Position:

St Mary's BaySt Mary's Bay Road Reserve0, 0 RD

11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 1/15

Cone resistance (qc) in MPa Friction ratio (Rf) in %

Sleeve friction (fs) in MPa Inclination (I) in degrx

Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 246810

0.10 0.20 0.30 0.40 0.50

1.45

0.4

1.4

1.0

0.9

0.7

1.1

2.4

3.6

4.5

4.6

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

qc = 20.80fs = 0.43 I = 5.38Final depth = 10.44

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 2/15

Dynamic pore pressure (u2) in MPa

Equilibirum pore pressure (u0) in MPa Inclination (I) in degrx

Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3

0.00 0.20 0.40 0.60 0.80 1.00 1.20

1.45

2.27 ->

0.4

1.4

1.0

0.9

0.7

1.1

2.4

3.6

4.5

4.6

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u = 2.34 I = 5.38

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 3/15

Corrected cone resistance (qt) in MPaD

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 4/15

Excess pore pressure (du) in MPa Dynamic pore pressure ratio (u/qc) in MPaD

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 01234

1.45

2.25 ->

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 5/15

Effective cone resistance (qe) in MPaD

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 6/15

Total vertical stress (rov;z) in kPa

Effective vertical stress (rov;z̀ ) in kPa

Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 550 600 650 700 750

100 200 300 400 500 600 700

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 7/15

Net cone resistance (qn) in MPa Pore pressure ratio (Bq)D

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 0.00.20.40.60.8

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 8/15

Normalised cone resistance (qnorm) [Qt] Normalised friction ratio (fnorm) in %D

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 246810

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 9/15

Soil behaviour type index (Ic)D

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

7 6 5 4 3 2

(2) Organic soils(3) Clay(4) Silt mixtures(5) Sand mixtures(6) Sand clean to silty(7) Gravelly sand

G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 10/15

Undrained shear strength (Su) in kPaD

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 11/15

Relative density (consolidated) in %

Relative density (over-consolidated) in %

Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

20 40 60 80 100 120 140

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 12/15

Equivalent SPT N60 ValueD

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 13/15

Sounding speed in cm/sD

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10

Dep

th in

m to

refe

renc

e le

vel (

)


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 14/15

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

1.45

(3)

(0)

(5)

(5)

(4)(3)

(3)

(5)

(3)

(3)

(3)

(4)(4)

(5)

(4)(5)

Soil (Qt, Fr) Soil (Qt, Bq) Soil (Average)

Soil behaviour type classification after Robertson 1990

(0) Not defined(1) Sensitive, fine grained(2) Organic soils-peats(3) Clays-clay to silty clay(4) Clayey silt to silty clay(5) Sand mixtures(6) Sands(7) Gravelly sand to sand(8) Very stiff sand to clayey sand(9) Very stiff fine grained

(3)

(0)

(5)

(4)

(5)

(5)

(4)(3)

(5)

(5)

(5)(5)

(6)




(3)

(0)

(6)(0)

(4)(0)

(4)

(5)

(4)(3)

(4)

(5)(5)(4)(6)




G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_20 15/15

Internal friction angle in degreesD

epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.5M

u2

cm² cm² 150 10

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 1/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 246810

0.10 0.20 0.30 0.40 0.50

1.45

0.8

2.0

2.6

3.5

3.7

3.6

3.7

3.0

2.7

3.5

3.4

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 2/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3

0.00 0.20 0.40 0.60 0.80 1.00 1.20

1.45

2.95 ->1.22 ->

2.6 ->

1.57 ->

1.59 ->

0.8

2.0

2.6

3.5

3.7

3.6

3.7

3.0

2.7

3.5

3.4

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u = -0.02 I = 3.64

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 3/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 4/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 01234

1.45

2.93 ->1.19 ->

2.57 ->

1.49 ->

1.53 ->

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 5/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 6/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 550 600 650 700 750

100 200 300 400 500 600 700

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 7/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 0.00.20.40.60.8

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 8/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 246810

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 9/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

7 6 5 4 3 2


G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 10/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 11/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

20 40 60 80 100 120 140

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 12/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 13/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10

Dep

th in

m to

refe

renc

e le

vel (

)


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 14/15

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

1.45

(0)

(3)(6)

(5)

(5)

(5)

(4)(4)

(5)

(4)

(3)

(3)

(4)




(3)

(3)

(0)

(0)

(5)

(4)

(3)

(4)

(5)

(3)

(4)

(3)




(0)

(3)(6)(0)

(0)

(5)

(4)

(4)

(5)(4)

(3)

(4)

(4)

(4)




G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_21 15/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL:-1.61M

u2

cm² cm² 150 10

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 1/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 246810

0.10 0.20 0.30 0.40 0.50

1.45

0.7

0.6

2.5

2.0

1.3

1.0

1.4

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 2/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3

0.00 0.20 0.40 0.60 0.80 1.00 1.20

1.45

2.01 ->

0.7

0.6

2.5

2.0

1.3

1.0

1.4

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u = 3.06 I = 2.90

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 3/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 4/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 01234

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 5/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 6/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 550 600 650 700 750

100 200 300 400 500 600 700

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 7/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 0.00.20.40.60.8

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 8/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 246810

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 9/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

7 6 5 4 3 2


G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 10/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 11/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

20 40 60 80 100 120 140

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 12/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 13/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10

Dep

th in

m to

refe

renc

e le

vel (

)


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 14/15

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

1.45

(3)

(3)

(6)

(4)

(4)(5)(4)




(6)

(3)

(6)

(6)

(5)

(6)(0)




(6)

(0)(3)

(3)

(6)

(0)

(4)(5)(4)

(0)

(0)(0)




G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_22 15/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.92M

u2

cm² cm² 150 10

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 1/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 246810

0.10 0.20 0.30 0.40 0.50

1.45

W.L. = 0.00 m

1.1

1.8

0.9

1.4

1.5

G.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T

SWL: COLLPASED 2.64M


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 2/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3

0.00 0.20 0.40 0.60 0.80 1.00 1.20

1.45

W.L. = 0.00 m

1.1

1.8

0.9

1.4

1.5

G.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u = 0.13 I = 2.07

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 3/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 4/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 01234

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 5/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 6/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 550 600 650 700 750

100 200 300 400 500 600 700

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 7/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 0.00.20.40.60.8

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 8/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 246810

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 9/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

W.L. = 0.00 m

7 6 5 4 3 2


G.L. : 0.00 m

1.80 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 10/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 11/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

20 40 60 80 100 120 140

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 12/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 13/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10

Dep

th in

m to

refe

renc

e le

vel (

)


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 14/15

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

1.45

(5)

(5)

(8)




(6)

(7)(6)

(6)

(6)

(6)(7)




(6)

(6)

(0)(6)

(6)

(8)




G.L. : 0.00 m

1.80 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT23 15/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

W.L. = 0.00 mG.L. : 0.00 m

1.80 m Predrilled

EOH: MAX PUSH 8T


u2

cm² cm² 150 10

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 1/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 246810

0.10 0.20 0.30 0.40 0.50

1.45

1.0

1.8

2.1

1.9

1.7

1.3

1.2

1.0

0.7

0.4

0.7

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 2/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3

0.00 0.20 0.40 0.60 0.80 1.00 1.20

1.45

1 ->

1.33 ->

1.33 ->1.43 ->1.38 ->

1.0

1.8

2.1

1.9

1.7

1.3

1.2

1.0

0.7

0.4

0.7

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u = 0.97 I = 1.91

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 3/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 4/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 01234

1.45

0.97 ->

1.27 ->

1.14 ->1.16 ->

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 5/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 6/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 550 600 650 700 750

100 200 300 400 500 600 700

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 7/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 0.00.20.40.60.8

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 8/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 246810

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 9/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

7 6 5 4 3 2


G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 10/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 11/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

20 40 60 80 100 120 140

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 12/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 13/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10

Dep

th in

m to

refe

renc

e le

vel (

)


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 14/15

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

1.45

(3)

(0)

(5)

(3)

(5)

(3)

(4)

(4)(5)

(4)

(5)

(4)

(5)

(5)(4)




(3)

(3)

(3)(6)(0)

(4)

(3)

(5)

(3)

(4)

(3)

(4)

(3)

(4)

(3)

(3)




(3)

(0)

(6)(0)

(4)

(5)

(4)

(4)(4)

(4)

(4)

(4)

(4)

(4)




G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_24 15/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.61M

u2

cm² cm² 150 10

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 1/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 246810

0.10 0.20 0.30 0.40 0.50

1.45

0.5

1.2

2.2

3.0

3.2

3.3

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M


u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 2/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3

0.00 0.20 0.40 0.60 0.80 1.00 1.20

1.45

1.81 ->1.93 ->2.85 ->2.52 ->2.49 ->3.59 ->3.04 ->

0.5

1.2

2.2

3.0

3.2

3.3

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u = 2.83 I = 3.83

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 3/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 4/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 01234

1.45

1.43 ->1.79 ->2.76 ->2.46 ->2.43 ->3.81 ->2.61 ->

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 5/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 6/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 550 600 650 700 750

100 200 300 400 500 600 700

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 7/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

2 4 6 8 10 12 14 16 18 20 0.00.20.40.60.8

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 8/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50 100 150 200 250 300 350 400 450 500 246810

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 9/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

7 6 5 4 3 2


G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 10/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 11/15



Dep

th in

m to

refe

renc

e le

vel (

)

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

20 40 60 80 100 120 140

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 12/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 13/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

u2

cm² cm² 150 10

Dep

th in

m to

refe

renc

e le

vel (

)


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 14/15

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

1.45

(3)

(0)

(5)

(5)

(5)

(5)

(5)




(3)

(0)(6)

(0)




(3)

(0)

(6)

(0)




G.L. : 0.00 m

1.50 m Predrilled

u2

cm² cm² 150 10


CPT no. :



11/12/2017S10CFIIP.S16083

DF17GE038CPT_25 15/15


epth

in m

to re

fere

nce

leve

l ()

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

1.45

G.L. : 0.00 m

1.50 m Predrilled

EOH: MAX PUSH 8T

SWL: -1.72M

Table D-1: Laboratory Testing Register

Bore-

hole

Depth

from

(m

BGL)

Depth

to (m

BGL)

Sample

Type

Layer

Code

Testing

Lab

Testing

Tu

be

Lo

g +

SV

Bu

lk D

en

sit

y +

MC

PS

D -

Hy

dro

mete

r

PS

D -

We

t S

ieve

Att

erb

erg

Lim

it

Tri

ax

ial

(UU

)

Tri

ax

ial

(CU

)

UC

S

Petr

og

rap

hy

BH01 19.9 20.12 HQ3 EUz2 Opus

Y

BH01 22.04 22.2 HQ3 EUz2 Opus

Y

BH01 27 27.47 HQ3 EUs2 Opus

Y

BH04 3.89 4.1 HQ3 EUs2 Opus

Y

BH04 5.25 5.41 HQ3 EUs2 Opus

Y

BH04 5.75 6 HQ3 EUz Opus

Y

BH04 13.3 13.49 HQ3 EUs Opus

Y

BH06 20.12 20.36 HQ3 EUs Opus

Y

BH06 20.63 20.86 HQ3 EUs Opus

Y

BH06 21.87 22.02 HQ3 EUs Opus

Y

BH07B

6.63 6.77 HQ3 EUs2 Opus

Y

BH07B

8.94 9.1 HQ3 EUs Opus

Y

BH07B

1.3 1.5 HA150 Fg Babbage

Y

BH08 4.22 4.5 HQ3 EWs Opus

Y

BH08 5.27 5.43 HQ3 EUs Opus

Y

BH08 6.95 7.13 HQ3 EUs Opus

Y

BH08 3 3.45 U54 Fg Babbage Y

Y Y

Y

BH08 13.5 13.69 HQ3 EUs3 Opus

Y

BH08 12.41 12.57 HQ3 EUs3 Opus

Y

BH08 14.07 14.31 HQ3 EUs3 Apsar

Y Y*

BH09A

1.5 1.65 HQ3 Fc Babbage

BH09A

1.8 2.25 SPT Fc Babbage

Y

BH09A

3 3.45 SPT Fc Babbage

Y

BH20 1.6 1.75 HQ3 ERc Babbage

Y

BH20 3.45 3.62 HQ3 ERz Babbage

Y

Y

BH24 1.85 1.97 HQ3 Fg Babbage

Y

BH24 11.5 11.65 HQ3 EUs Babbage

Y

BH26 3 3.5 U54 TLs Babbage Y Y

Y

BH26 13.11 13.29 HQ3 EUs2 Babbage

Y

BH26 12.88 12.83 HQ3 EUs2 Apsar

Y*

BH26 13.82 13.95 HQ3 EUs3 Apsar

Y*

BH26 12.88 13.11 HQ3 EUs2 Opus

Y

Bore-

hole

Depth

from

(m

BGL)

Depth

to (m

BGL)

Sample

Type

Layer

Code

Testing

Lab

Testing

Tu

be

Lo

g +

SV

Bu

lk D

en

sit

y +

MC

PS

D -

Hy

dro

mete

r

PS

D -

We

t S

ieve

Att

erb

erg

Lim

it

Tri

ax

ial

(UU

)

Tri

ax

ial

(CU

)

UC

S

Petr

og

rap

hy

BH27 7.5 7.95 SPT ERs Babbage

Y

BH27 7.95 8.1 HQ3 ERs Babbage

Y

BH27 8.4 8.67 HQ3 EWs Babbage

Y Y Y


Y


Y

BH30 6.79 7.01 HQ3 EWz Babbage

Y

Y

BH30 11.41 11.52 HQ3 EUz Babbage

Y

BH30 12.6 12.77 HQ3 EUz Opus

Y

BH30 11.52 11.66 HQ3 EUz Apsar

Y*

MA01 1.45 1.65 HQ3 TLs Babbage

Y

MA01 1.7 2.2 U54 TLs Babbage Y

Y

Y

MA01 2.2 2.7 U54 TLs/TLz

Babbage Y Y

Y

MA03 0.5 1 U54 TLs Babbage Y Y

Y

MA03 1 1.5 U54 TLs/TLc

Babbage Y Y

Y

MA03 2.3 2.8 U54 TAc Babbage Y Y

Y

MA03 8.2 8.48 HQ3 EUs Opus

Y

Triaxial Tests: UU = Unconsolidated Undrained Triaxial; CU = Consolidated Undrained Triaxial *Currently awaiting Rock Petrography report – will be included in future revision.

Aurecon

Currently awaiting Rock Petrography report – will be included in future revision.

Babbage Geotechnical Laboratory Level 4 68 Beach Road P O Box 2027 Auckland 1010 New Zealand Telephone 64-9-367 4954 E-mail [email protected]

200010725 Hackett Diversion Tube Log Report.docx

BGL is an operating division of Babbage Consultants Limited

Please reply to: W.E. Campton Page 1 of 2

Aurecon New Zealand Limited PO Box 9762 Newmarket Auckland 1149 Attention: JAMES ELVY

Job Number: 60770#L BGL Registration Number: 2439 Checked by: WEC

24th July 2017

DESCRIPTION & LOG OF PUSH-TUBE SOILS Dear Sir, Re: HACKETT DIVERSION

BGL Report Number: 60770#L/Hackett Diversion Tube Log The following report presents visual descriptions, lab test results and photographs of the soils contained within a 54mm diameter undisturbed push-tube sample delivered to this laboratory on the 12th of July 2017. These descriptions were made in accordance with the following standards, and are presented on a form based upon a design supplied by Aurecon. Field Description of Soil and Rock: Guideline for the Field Classification and Description of NZ Geotechnical Society Inc. December 2005 Soil and Rock for Engineering Purposes: Vane Shear Strength: NZ Geotechnical Society Guideline 2001 Thank you for the opportunity to carry out these sample descriptions. If you have any queries regarding the content of this report please contact the undersigned at your convenience. Yours faithfully, Justin Franklin Assistant Laboratory Manager Babbage Geotechnical Laboratory

UNDISTURBED (THIN TUBE / PISTON SAMPLE) SHEET

JOB NAME: HACKETT DIVERSION

Sample Type / Diameter: U54 / 54mm Hole Number: BH08 Recorded Depth of

Top of Sample: 3.00m Recorded Depth of Bottom of Sample: 3.45m

Length of Soil in Tube: 530mm Length of Tube: 600mm

Distance Tube was Pushed: 450mm Recovery %: 118 %

Sampled By: AURECON Date Sampled: 10/05/2017

Peak Shear Vane (top): not suitable for vane -

sand

Peak Shear Vane (bottom): not suitable for vane - sand Remoulded Shear Vane (top): Remoulded Shear Vane (bottom):

Sample Condition: undisturbed Material Type: SAND, SHELLS, CLAY

EXTRUDED MATERIAL DESCRIPTION (visual observation and behaviour)

Depth

(m) Material Description Lab Testing

TOP OF TUBE

WET SIEVE SAMPLE 2.90 2.91 – 2.98m

water content = 28.2 % SAND, fine to medium, non- Gravel = 0 % plastic, mottled grey & dark grey, Sand = 86 % slightly moist. Silt & Clay fractions = 14 %

3.00 CLAY, soft to firm, highly plastic, grey & light grey, very moist. LIMITS SAMPLE Intermixed fine to medium SAND 2.98 – 3.09m & 3.20 – 3.25m & CLAY, grey with black spots, water content = 56.5 % slightly moist to moist. liquid limit = 59

3.10 SAND, fine to medium, non- plastic limit = 21 3.10m plastic, grey with thin black plasticity index = 38 bands, slightly moist. CUM TRIAXIAL Thin yellowish brown band. 3.09 – 3.20m

3.20 CLAY, soft to firm, highly plastic, water content = 50.5 % 3.20m grey, very moist, complete bulk density = 1.75 t/m3 cockle shell in centre of sample. dry density = 1.16 t/m3 CLAY, soft to firm, highly plastic, blackish dark grey, very moist, minor fine

3.30 shell material. Mix of highly plastic CLAY & finely comminuted shells, dark grey with white speckles.

Clean, finely comminuted shells

with occasional larger shell fragments.

3.40 SAND, fine to coarse, very weakly cemented, non-plastic, grey & dark orange, slightly moist.

1cm of WAX BOTTOM OF TUBE

3.50

Page 2 of 2

TR

IA

XIA

L S

AM

PLE


200016649 Tube Log Report St Marys Bay.docx



Aurecon New Zealand Limited PO Box 9762 Newmarket Auckland 1149 Attention: ISABELLA MERSCHDORF


14th March 2018

DESCRIPTION & LOG OF PUSH-TUBE SOILS Dear Isabella,

Re: ST MARYS BAY Report Number: 61256#L/St Marys Bay Tube Logs The following report presents visual descriptions, lab test results and photographs of the soils contained within 54mm diameter undisturbed push-tube samples delivered to this laboratory on the 13th of February 2018. These descriptions were made in accordance with the following standards, and are presented on a form based upon a design supplied by Aurecon. Field Description of Soil and Rock: Guideline for the Field Classification and Description of NZ Geotechnical Society Inc. December 2005 Soil and Rock for Engineering Purposes: Vane Shear Strength: NZ Geotechnical Society Guideline 2001 Thank you for the opportunity to carry out these sample descriptions. If you have any queries regarding the content of this report please contact the undersigned at your convenience. Yours faithfully, Justin Franklin Assistant Laboratory Manager Babbage Geotechnical Laboratory


JOB NAME: ST MARYS BAY

Sample Type / Diameter: U54 / 54mm Hole Number: BH26 Recorded Depth of





Peak Shear Vane (top): not carried out – sand in top of

tube

Peak Shear Vane (bottom): not carried out – sand in bottom of

tube Remoulded Shear Vane (top): Remoulded Shear Vane (bottom):

Sample Condition: disturbed down to 3.26m ? undisturbed below 3.26m Material Type: CLAY & SAND


Photos (not to scale)

Depth (m)

Material Description Lab Testing

2.90 TOP OF TUBE

EMPTY SPACE

3.00

Intermixed CLAY, soft to firm,

3.10 highly plastic, grey, moist, AND

SAND, fine to coarse, non-

plastic, dark grey, moist,

common shell fragments,

(disturbed ?).

3.20

Small clast of orange & light grey

clay at 3.20m

DENSITY SAMPLE

3.28 – 3.38m

3.30 SAND, fine to coarse, non- water content = 30.5 %

plastic, dark grey with white bulk density = 1.72 t/m3

mottles, moist, common finely dry density = 1.32 t/m3

comminuted shells. air voids = 9.6 %

3.40 Thinly banded CLAY, firm, highly WET SIEVE SAMPLE

plastic, grey & light brownish 3.28 – 3.38m

grey, moist, trace organics, AND water content = 30.5 %

SAND, fine, silty, non-plastic, Gravel = 1 %

dark grey, moist. Sand = 97 %

3.50 EMPTY SPACE Silt & clay fractions = 2 %

BOTTOM OF TUBE

Page 2 of 7



Sample Type / Diameter: U54 / 54mm Hole Number: MA01 Recorded Depth of






tube



Sample Condition: undisturbed Material Type: SAND


Depth

(m) Material Description Lab Testing

1.60 TOP OF TUBE

EMPTY SPACE

1.70

1.80

1.90 SAND, fine to coarse, some silt,

trace organics, slightly plastic, WET SIEVE SAMPLE

dark grey with grey patches, 1.88 – 2.06m

moist to very moist, occasional water content = 40.9 %

pockets & lenses of highly Gravel = 0 %

2.00 plastic, grey clay. Sand = 81 %

Silt & clay fractions = 19 %

2.10 CUM TRIAXIAL

2.08 – 2.19m

water content = 37.2 %

bulk density = 1.82 t/m3

dry density = 1.32 t/m3

2.20

BOTTOM OF TUBE

Page 3 of 7









tube

Peak Shear Vane (bottom): 12 kPa

Remoulded Shear Vane (top): Remoulded Shear Vane (bottom): 6 kPa

Sample Condition: undisturbed Material Type: SAND & CLAY



Depth (m)


SHEAR VANE

2.10 TOP OF TUBE kPa peak / kPa remoulded

EMPTY SPACE

2.20

SAND, fine to medium, trace

coarse grains, trace comminuted

shells, dark grey with white

2.30 mottles, very moist.

LIMITS SAMPLE

2.40 2.40 – 2.50m & 2.60 – 2.70m


liquid limit = 62

Intermixed CLAY, soft, highly plastic limit = 19

plastic, grey, very moist, AND plasticity index = 43

2.50 SAND, fine to medium, trace

coarse grains, trace comminuted DENSITY SAMPLE

shells, dark grey with white 2.50 – 2.60m

mottles, very moist. water content = 42.9 %


2.60 dry density = 1.24 t/m3

air voids = 0.0 %

LIMITS SAMPLE

SHEAR VANE

2.70 12kPa peak / 6kPa remoulded

BOTTOM OF TUBE

Page 4 of 7









tube






Depth (m)


0.40 TOP OF TUBE

EMPTY SPACE

0.50

0.60

SAND, fine to coarse, minor silt,

minor fine to medium gravel,

0.70 occasional comminuted shells

from 0.50 – 0.70m & common WET SIEVE SAMPLE

comminuted shells from 0.70 – 0.70 – 0.85m & 0.95 – 1.00m

1.00m, rare wood fragments, water content = 33.4 %

non-plastic, dark grey with white Gravel = 5 %

0.80 mottles, moist to wet. Sand = 82 %


DENSITY SAMPLE

0.85 – 0.95m

0.90 water content = 31.5 %



air voids = 2.2 %

1.00 WET SIEVE SAMPLE

BOTTOM OF TUBE

Page 5 of 7









tube






Depth (m)


0.90 TOP OF TUBE

EMPTY SPACE

1.00

1.10

1.20

SAND, fine to medium, minor silt, WET SIEVE SAMPLE

trace siltstone inclusions, non- 1.16 – 1.36m

plastic, grey, very moist to wet. water content = 32.7 %

Gravel = 0 %

1.30 Sand = 88 %


DENSITY SAMPLE

1.40 1.36 – 1.46m




air voids = 1.5 %

1.50

BOTTOM OF TUBE

Page 6 of 7








Peak Shear Vane (top): 89 kPa Peak Shear Vane (bottom): 62 kPa

Remoulded Shear Vane (top): 35 kPa Remoulded Shear Vane (bottom): 32 kPa

Sample Condition: undisturbed Material Type: CLAY



Depth (m)


2.20 TOP OF TUBE

2.30 EMPTY SPACE

2.40

LIMITS SAMPLE

2.40 – 2.60m

2.50 water content = 38.0 %

SHEAR VANE liquid limit = 72

89kPa peak / 35kPa remoulded plastic limit = 22

plasticity index = 50

2.60 CLAY, minor fine to medium

sand, stiff, highly plastic, light DENSITY SAMPLE

grey, slightly moist. 2.60 – 2.70m



2.70 dry density = 1.34 t/m3

air voids = 0.0 %

SHEAR VANE

2.80 62kPa peak / 32kPa remoulded

BOTTOM OF TUBE

Page 7 of 7


200016648 Tube Density Report St Marys Bay.docx





2nd March 2018

IN SITU DENSITY BY SAMPLING TUBE METHOD

Dear Isabella,

Re: ST MARYS BAY Report Number: 61256#L/TUBE DENSITY The following report presents the results of density testing of 54mm diameter undisturbed push-tube soil samples delivered to this laboratory on the 13th of February 2018. Test standards used were: Water Content: NZS4402:1986:Test 2.1

Sampling Tube in situ Density: NZS4402:1986:Test 5.1.3

Borehole Number

Sample Number

Depth (m)

Bulk Density (t/m3)

Dry Density (t/m3)

Water Content

(%)

Air Voids

(%)

MA01 TUBE 2.20 – 2.70 1.78 1.24 42.9 0.0

MA03 TUBE 0.50 – 1.00 1.86 1.42 31.5 2.2

MA03 TUBE 1.00 – 1.50 1.86 1.40 32.5 1.5

MA03 TUBE 2.30 – 2.80 1.84 1.34 36.8 0.0

BH26 TUBE 3.00 – 3.50 1.72 1.32 30.5 9.6

As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. As per the reporting requirements of NZS4402: 1986: Test 5.1.3: sampling tube density, all density values have been reported to the nearest 0.02t/m3 and air voids have been reported to two significant figures.

Job Number: 61256#L

2nd March 2018

Page 2 of 2

200016648 Tube Density Report St Marys Bay.docx


The soils tested were natural undisturbed soils. For calculating the air voids percentages a solid density of 2.65 t/m3 was assumed for these tests. Note that this assumed value is not part of the IANZ endorsement for this report. Sample Descriptions (not part of BGL IANZ Accreditation) MA01 / TUBE / 2.20 – 2.70m: Intermixed CLAY, soft, highly plastic, grey, very moist, & SAND, fine to medium, trace coarse grains, trace comminuted shells, dark grey with white mottles, very moist. MA03 / TUBE / 0.50 – 1.00m: SAND, fine to coarse, minor silt, minor fine to medium gravel, common comminuted shells, rare wood fragments, non-plastic, dark grey with white mottles, moist to wet. MA03 / TUBE / 1.00 – 1.50m: SAND, fine to medium, minor silt, trace siltstone inclusions, non-plastic, grey, very moist to wet. MA03 / TUBE / 2.30 – 2.80m: CLAY, minor fine to medium sand, stiff, highly plastic, light grey, slightly moist. BH26 / TUBE / 3.00 – 3.50m: SAND, fine to coarse, non-plastic, dark grey with white mottles, moist, common finely comminuted shells. Please note that the test results relate only to the samples tested. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience.

Yours faithfully, Justin Franklin Signatory (Assistant Laboratory Manager) Babbage Geotechnical Laboratory

All tests reported herein have been performed in accordance with the laboratory’s scope of accreditation. This report may not be reproduced except in full & with written approval from BGL.


200010727 Hackett Diversion PSD Report.docx





20th July 2017

WET SIEVE PARTICLE-SIZE DISTRIBUTION TESTING Dear Sir,

Re: HACKETT DIVERSION Report Number: 60770#L/PSD The following report presents the results of wet sieve particle-size distribution testing of soil samples delivered to this laboratory on the 12th of July 2017. Test results are summarised below, with the following pages showing graphs and detailed results. Test standards used were: Water Content: NZS4402:1986:Test 2.1

Wet Sieve Test: NZS4402:1986:Test 2.8.1

Borehole Number

Sample Number

Depth (m)

Fraction of Sample (% of Dry Mass)

GRAVEL (2 – 60mm)

SAND (0.06 – 2mm)

SILT & CLAY FRACTIONS (< 0.06mm)

BH07B BAG 1.30 – 1.50 0 84 16

BH08 TUBE 3.00 – 3.45 0 86 14

Please note that the results table immediately above with the various particle-size fractions is included for your information only, and is not included in the IANZ endorsement for this report. As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. Test 2.8.1: wet sieve the percentages passing the sieves are reported to nearest 1%.

Job Number: 60770#L

20th July 2017

Page 2 of 4

200010727 Hackett Diversion PSD Report.docx


Please note that the test results relate only to the samples under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience. Yours faithfully, Justin Franklin Signatory (Assistant Laboratory Manager) Babbage Geotechnical Laboratory


Job Number: 60770#L Sheet 1 of 1 Page 3 of 4

Reg. Number: 2439 Version No: 4

Report No: 60770#L/PSD Issue Date: March 2016

Tested By: JF 14-Jul-17

Compiled By: JF 14-Jul-17

Checked By: WEC 17-Jul-17

BH: BH07B Sample No: BAG

Depth: 1.30 - 1.50m Water Content: 21.0 % (material < 37.5mm)

TEST METHOD:Sieve Percentage Sample weighed wet, then oven-dried and re-weighed. Sample then

Size (mm) Passing washed over a 63µm sieve. Sample then oven dried, weighed & sieved

0.600 100 over a stack of test sieves. The percentage passing the 63µm was obtained

0.425 99 by difference.

0.300 990.212 97 SIEVE ANALYSIS (% of dry mass)0.150 85 TOTAL0.090 34 COBBLES: 200 - 60mm 0 %0.063 16

(Coarse) 60 - 20mm 0GRAVEL: (Medium) 20 - 6mm 0 0 %

(Fine) 6 - 2mm 0

(Coarse) 2.0 - 0.6mm 0SAND: (Medium) 0.6 - 0.2mm 5 84 %

(Fine) 0.2 - 0.06mm 79

SILT & CLAY FRACTIONS: < 0.06mm 16 %100%

HACKETT DIVERSIONProject:

PARTICLE-SIZE DISTRIBUTION BY WET SIEVETest Methods: NZS4402: 1986: Test 2.1, Test 2.8.1

Please note that the various particle-size fractions shown above is included for your information only, and is not included in the IANZ endorsement for this report.

SILT & CLAY FRACTIONS

Fine

SAND

Medium Coarse Fine Medium

GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Per

cen

tag

e P

assi

ng

Sieve Size (mm)

WET SIEVE PARTICLE-SIZE DISTRIBUTION

20/07/2017 Hackett Diversion Wet Sieve BH07B 1.30 - 1.50m.xlsx



Report No: 60770#L/PSD Issue Date: March 2016

Tested By: WEC 17-Jul-17

Compiled By: WEC 18-Jul-17

Checked By: JD 18-Jul-17

BH: BH08 Sample No: TUBE


TEST METHOD:Sieve Percentage Sample weighed wet, then oven-dried and re-weighed. Sample then




0.600 980.425 97 SIEVE ANALYSIS (% of dry mass)0.300 95 TOTAL0.212 92 COBBLES: 200 - 60mm 0 %0.150 750.090 31 (Coarse) 60 - 20mm 00.063 14 GRAVEL: (Medium) 20 - 6mm 0 0 %

(Fine) 6 - 2mm 0

(Coarse) 2.0 - 0.6mm 2SAND: (Medium) 0.6 - 0.2mm 10 86 %

(Fine) 0.2 - 0.06mm 74

SILT & CLAY FRACTIONS: < 0.06mm 14 %100%

HACKETT DIVERSIONProject:

PARTICLE-SIZE DISTRIBUTION BY WET SIEVETest Methods: NZS4402: 1986: Test 2.1, Test 2.8.1

Please note that the various particle-size fractions shown above is included for your information only, and is not included in the IANZ endorsement for this report.


Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Per

cen

tag

e P

assi

ng

Sieve Size (mm)


20/07/2017 Hackett Diversion Wet Sieve BH08 3.00 - 3.45m.xlsx


200016650 Wet Sieve Report St Marys Bay.docx





6th March 2018

WET SIEVE PARTICLE-SIZE DISTRIBUTION TESTING Dear Isabella,

Re: ST MARYS BAY Report Number: 61256#L/Wet Sieve The following report presents the results of wet sieve particle-size distribution testing of soil samples delivered to this laboratory on the 13th of February 2018. Test results are summarised below, with the following pages showing graphs and detailed results. Test standards used were: Water Content: NZS4402:1986:Test 2.1


Borehole Number

Sample Number

Depth (m)

Fraction of Sample (% of Dry Mass)

GRAVEL (2 – 60mm)

SAND (0.06 – 2mm)

SILT & CLAY FRACTIONS (< 0.06mm)

MA01 BAG 1.45 – 1.65 1 79 20

MA01 TUBE 1.70 – 2.20 0 81 19

MA03 TUBE 0.50 – 1.00 5 82 13

MA03 TUBE 1.00 – 1.50 0 88 12

BH24 BAG 11.50 – 11.65 0 73 27

BH26 CORE 13.11 – 13.29 0 83 17

BH26 TUBE 3.00 – 3.50 1 97 2

BH27 CORE 8.40 – 8.67 0 84 16

Job Number: 61256#L

6th March 2018

Page 2 of 10

200016650 Wet Sieve Report St Marys Bay.docx


Please note that the results table immediately above with the various particle-size fractions is included for your information only, and is not included in the IANZ endorsement for this report. As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. Test 2.8.1: wet sieve the percentages passing the sieves are reported to nearest 1%. Please note that the test results relate only to the samples under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience.





Report No: 61256#L/Wet Sieve Issue Date: March 2016

Tested By: WEC 27-Feb-18

Compiled By: WEC 27-Feb-18

Checked By: JD 27-Feb-18

BH: MA01 Sample No: BAG


TEST METHOD:

Sieve Percentage Sample weighed wet, then oven-dried and re-weighed. Sample then




1.18 99

0.600 99 SIEVE ANALYSIS (% of dry mass)

0.425 98 TOTAL

0.300 98 COBBLES: 200 - 60mm 0 %

0.212 96

0.150 81 (Coarse) 60 - 20mm 0

0.090 31 GRAVEL: (Medium) 20 - 6mm 0 1 %

0.063 20 (Fine) 6 - 2mm 1

(Coarse) 2.0 - 0.6mm 1

SAND: (Medium) 0.6 - 0.2mm 5 79 %

(Fine) 0.2 - 0.06mm 73

SILT & CLAY FRACTIONS: < 0.06mm 20 %

100%

ST MARYS BAYProject:

PARTICLE-SIZE DISTRIBUTION BY

WET SIEVETest Methods: NZS4402: 1986: Test 2.1, Test 2.8.1

Please note that the various particle-size fractions shown above is included for your information only, and is not

included in the IANZ endorsement for this report.


Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)


6/03/2018 St Marys Bay Wet Sieve MA01 1.45 - 1.65m.xlsx




Tested By: JD 6-Mar-18

Compiled By: JD 6-Mar-18

Checked By: JF 6-Mar-18

BH: MA01 Sample No: TUBE


TEST METHOD:





0.425 99


0.212 96 TOTAL

0.150 80 COBBLES: 200 - 60mm 0 %

0.090 28

0.063 19 (Coarse) 60 - 20mm 0

GRAVEL: (Medium) 20 - 6mm 0 0 %

(Fine) 6 - 2mm 0

(Coarse) 2.0 - 0.6mm 1

SAND: (Medium) 0.6 - 0.2mm 6 81 %

(Fine) 0.2 - 0.06mm 74


100%







Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)






Tested By: WEC / JF 2-Mar-18

Compiled By: WEC 2-Mar-18




TEST METHOD:





4.75 97


1.18 94 TOTAL

0.600 92 COBBLES: 200 - 60mm 0 %

0.425 89

0.300 80 (Coarse) 60 - 20mm 0

0.212 60 GRAVEL: (Medium) 20 - 6mm 2 5 %

0.150 38 (Fine) 6 - 2mm 3

0.090 17

0.063 13 (Coarse) 2.0 - 0.6mm 3

SAND: (Medium) 0.6 - 0.2mm 36 82 %

(Fine) 0.2 - 0.06mm 43


100%







Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)











TEST METHOD:





0.300 99


0.150 78 TOTAL

0.090 25 COBBLES: 200 - 60mm 0 %

0.063 12

(Coarse) 60 - 20mm 0

GRAVEL: (Medium) 20 - 6mm 0 0 %

(Fine) 6 - 2mm 0

(Coarse) 2.0 - 0.6mm 0

SAND: (Medium) 0.6 - 0.2mm 7 88 %

(Fine) 0.2 - 0.06mm 81


100%







Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)









BH: BH24 Sample No: BAG


TEST METHOD:





0.600 97


0.300 93 TOTAL

0.212 87 COBBLES: 200 - 60mm 0 %

0.150 76

0.090 44 (Coarse) 60 - 20mm 0

0.063 27 GRAVEL: (Medium) 20 - 6mm 0 0 %

(Fine) 6 - 2mm 0

(Coarse) 2.0 - 0.6mm 3

SAND: (Medium) 0.6 - 0.2mm 12 73 %

(Fine) 0.2 - 0.06mm 58


100%







Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)


6/03/2018 St Marys Bay Wet Sieve BH24 11.50 - 11.65m.xlsx







BH: BH26 Sample No: CORE


TEST METHOD:





0.600 96


0.300 91 TOTAL

0.212 84 COBBLES: 200 - 60mm 0 %

0.150 69

0.090 31 (Coarse) 60 - 20mm 0

0.063 17 GRAVEL: (Medium) 20 - 6mm 0 0 %

(Fine) 6 - 2mm 0

(Coarse) 2.0 - 0.6mm 4

SAND: (Medium) 0.6 - 0.2mm 14 83 %

(Fine) 0.2 - 0.06mm 65


100%







Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)








Checked By: JF 28-Feb-18

BH: BH26 Sample No: TUBE


TEST METHOD:





1.18 98


0.425 94 TOTAL

0.300 89 COBBLES: 200 - 60mm 0 %

0.212 80

0.150 58 (Coarse) 60 - 20mm 0

0.090 9 GRAVEL: (Medium) 20 - 6mm 0 1 %

0.063 2 (Fine) 6 - 2mm 1

(Coarse) 2.0 - 0.6mm 3

SAND: (Medium) 0.6 - 0.2mm 20 97 %

(Fine) 0.2 - 0.06mm 74


100%







Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)









BH: BH27 Sample No: CORE


TEST METHOD:





0.600 97


0.300 89 TOTAL

0.212 80 COBBLES: 200 - 60mm 0 %

0.150 63

0.090 29 (Coarse) 60 - 20mm 0

0.063 17 GRAVEL: (Medium) 20 - 6mm 0 0 %

(Fine) 6 - 2mm 0

(Coarse) 2.0 - 0.6mm 3

SAND: (Medium) 0.6 - 0.2mm 20 84 %

(Fine) 0.2 - 0.06mm 61


100%







Fine

SAND


GRAVEL

Coarse CO

BB

LE

S

0

10

20

30

40

50

60

70

80

90

100

0.01 0.10 1.00 10.00 100.00

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)




200016651 Hydrometer Report St Marys Bay.docx





2nd March 2018

HYDROMETER PARTICLE-SIZE DISTRIBUTION TESTING Dear Isabella,

Re: ST MARYS BAY Report Number: 61256#L/HYD The following report presents the results of hydrometer particle-size distribution testing of soil samples delivered to this laboratory on the 13th of February 2018. Test results are summarised below, with the following pages showing graphs and detailed results. Test standards used were: Water Content: NZS4402:1986:Test 2.1


Hydrometer Test: NZS4402:1986:Test 2.8.4

Borehole Number

Sample Number

Depth (m)

Hydrometer Grading (% of Dry Mass)

GRAVEL (2 –

<9.50mm)

SAND (0.06 – 2mm)

SILT FRACTION

(0.002 – 0.06mm)

CLAY FRACTION (< 0.002mm)

BH20 BAG 3.45 – 3.62 0 1 50 49

BH24 BAG 1.85 – 1.97 0 51 31 18

BH27 BAG 7.95 – 8.10 0 40 41 19

*BH30 BAG 6.79 – 7.01 0 4 79 17

*This sample was prepared from weakly cemented siltstone rock core by scraping the core and breaking down the shavings into the constituent particles by prolonged agitation in a water / sodium hexametaphosphate solution, as per the hydrometer test standard.

Job Number: 61256#L

2nd March 2018

Page 2 of 6

200016651 Hydrometer Report St Marys Bay.docx


The whole soil was used for these hydrometer tests. As the organic content of the soil was very low, peroxide pretreatment was not carried out. A solid density of 2.65t/m3 was assumed for these hydrometer tests, and is not part of the IANZ endorsement for this report. As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. Test 2.8.1: wet sieve & Test 2.8.4: hydrometer, the ‘percentages passing’ and ‘percentages fine than’ are reported to nearest 1%. Please note that the test results relate only to the samples under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience.





Report No: 61256#L/HYD Issue Date: Feb 2016




BH No: BH20 Sample No: BAG Depth: 3.45 - 3.62m

Particle Size (mm) % Finer Than Water Content (%): 44.3

0.212 100 Sample History: Natural / Air Dried / Oven Dried / Unknown

0.063 99 pH of sedimentation suspension: 8.0

0.037 98

0.027 95 TOTAL

0.019 93

0.014 89

0.010 85 GRAVEL: (Medium) < 9.5 - 6mm 0 0 %

0.0076 78 (Fine) 6 - 2mm 0

0.0056 72

0.0041 65 (Coarse) 2.0 - 0.6mm 0

0.0030 58 SAND: (Medium) 0.6 - 0.2mm 0 1 %

0.0022 51 (Fine) 0.2 - 0.06mm 1

0.0013 39

(Coarse) 0.06 - 0.02mm 6

(Medium) 0.02 - 0.006mm 20 50 %

(Fine) 0.006 - 0.002mm 24

CLAY FRACTION: < 0.002mm 49 %

100%

HYDROMETER TEST WAS CARRIED OUT ON THE WHOLE SOIL / SOIL FRACTION PASSING A 9.50mm SIEVE


Test Methods: NZS4402: 1986: Test 2.1, Test 2.8.1, Test 2.8.4


HYDROMETER

SILT

FRACTION:

HYDROMETER ANALYSIS (% of dry mass)

Fine

SILT

Medium Coarse Fine

SAND

Medium Coarse Fine

GRAVELCLAY

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Perc

en

tag

e o

f S

am

ple

Fin

er

Th

an

Particle Size (mm)

HYDROMETER PARTICLE-SIZE DISTRIBUTION

2/03/2018 St Marys Bay Hydrometer BH20 3.45 - 3.62m.xlsx











0.212 98

0.063 50 TOTAL

0.048 45

0.035 37

0.025 34 GRAVEL: (Medium) < 9.5 - 6mm 0 0 %

0.018 31 (Fine) 6 - 2mm 0

0.013 28

0.0094 26 (Coarse) 2.0 - 0.6mm 1

0.0067 24 SAND: (Medium) 0.6 - 0.2mm 4 51 %

0.0047 22 (Fine) 0.2 - 0.06mm 46

0.0034 20

0.0024 19 (Coarse) 0.06 - 0.02mm 17

0.0014 17 (Medium) 0.02 - 0.006mm 8 31 %

(Fine) 0.006 - 0.002mm 6


100%





HYDROMETER

SILT

FRACTION:


Fine

SILT

Medium Coarse Fine

SAND

Medium Coarse Fine

GRAVELCLAY

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Perc

en

tag

e o

f S

am

ple

Fin

er

Th

an

Particle Size (mm)













0.063 61

0.041 52 TOTAL

0.031 47

0.022 45

0.016 40 GRAVEL: (Medium) < 9.5 - 6mm 0 0 %

0.012 37 (Fine) 6 - 2mm 0

0.0087 33

0.0062 30 (Coarse) 2.0 - 0.6mm 0

0.0045 27 SAND: (Medium) 0.6 - 0.2mm 4 40 %

0.0032 24 (Fine) 0.2 - 0.06mm 36

0.0024 21

0.0014 16 (Coarse) 0.06 - 0.02mm 17

(Medium) 0.02 - 0.006mm 13 41 %

(Fine) 0.006 - 0.002mm 11


100%





HYDROMETER

SILT

FRACTION:


Fine

SILT

Medium Coarse Fine

SAND

Medium Coarse Fine

GRAVELCLAY

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Perc

en

tag

e o

f S

am

ple

Fin

er

Th

an

Particle Size (mm)













0.063 97

0.035 91 TOTAL

0.026 85

0.020 77

0.015 67 GRAVEL: (Medium) < 9.5 - 6mm 0 0 %

0.011 57 (Fine) 6 - 2mm 0

0.0085 47

0.0062 39 (Coarse) 2.0 - 0.6mm 0

0.0045 31 SAND: (Medium) 0.6 - 0.2mm 1 4 %

0.0033 24 (Fine) 0.2 - 0.06mm 3

0.0024 19

0.0014 13 (Coarse) 0.06 - 0.02mm 19

(Medium) 0.02 - 0.006mm 39 79 %

(Fine) 0.006 - 0.002mm 21


100%





HYDROMETER

SILT

FRACTION:


Fine

SILT

Medium Coarse Fine

SAND

Medium Coarse Fine

GRAVELCLAY

0

10

20

30

40

50

60

70

80

90

100

0.001 0.010 0.100 1.000 10.000

Perc

en

tag

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f S

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Fin

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Th

an

Particle Size (mm)




200010726 Hackett Diversion Limits Report.docx





20th July 2017

ATTERBERG LIMITS TESTING Dear Sir, Re: HACKETT DIVERSION Report Number: 60770#L/AL The following report presents the results of Atterberg Limits testing of a soil sample delivered to this laboratory on the 12th of July 2017. Test results are summarised below, with page 3 showing where the sample plots on the Unified Soil Classification System (Casagrande) Chart. Test standards used were: Water Content: NZS4402:1986:Test 2.1

Liquid Limit: NZS4402:1986:Test 2.2

Plastic Limit: NZS4402:1986:Test 2.3

Plasticity Index: NZS4402:1986:Test 2.4

Borehole Number

Sample Number Depth (m) Water

Content (%) Liquid Limit

Plastic Limit

Plasticity Index

BH08 TUBE 3.00 – 3.45 56.5 59 21 38

As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. Test 2.2: liquid limit and test 2.3: plastic limit are reported to the nearest whole number. The whole soil was used for these tests, and was wet up and dried where required for the plastic limit and liquid limit tests.

Job Number: 60770#L

20th July 2017

Page 2 of 3

200010726 Hackett Diversion Limits Report.docx


Please note that the test results relate only to the sample under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience. Yours faithfully, Justin Franklin Signatory (Assistant Laboratory Manager) Babbage Geotechnical Laboratory


Job Number:

Reg. Number:

Report No:

Tested By: WEC / JD

Compiled By: WEC

Checked By: JF

BH08 TUBE 3.00 - 3.45 59 21 38

CL = CLAY, low plasticity ('lean' clay) CH = CLAY, high plasticity ('fat' clay)OL = ORGANIC CLAY or ORGANIC SILT, low liquid limit OH = ORGANIC CLAY or ORGANIC SILT, high liquid limitML = SILT, low liquid limit MH = SILT, high liquid limit ('elastic silt')CL - ML = SILTY CLAY

60770#L

2439

60770#L/AL

19-Jul-17

20-Jul-17

Sheet 1 of 1

Version No:

Version Date:

Page 3 of 3

4

April 2014

Test Methods: NZS4402: 1986: Test 2.2, Test 2.3 and Test 2.4

SUMMARY OF TESTING

HACKETT DIVERSION

Borehole Number

July 2017

Project:

DETERMINATION OF THE LIQUID LIMIT, PLASTIC LIMIT & THE PLASTICITY INDEX

The chart below & soil classification terminology is taken from ASTM D2487-11 "Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)", June 2011, & is based on the classification scheme developed by A. Casagrande in the 1940's (Casagrande, A., 1948: Classification and identification of soil. Transactions of the American Society of Civil Engineers, v. 113, p. 901-930). The chart below & the soil classification given in the table above are included for your information only, and are not included in the IANZ endorsement for this report.

CHART LEGEND

Sample Number

Depth (m) Liquid Limit Plastic LimitPlasticity

IndexSoil Classification Based on

USCS Chart Below

CH

0

20

40

60

80

100

0 20 40 60 80 100 120 140 160

PL

AS

TIC

ITY

IN

DE

X

LIQUID LIMIT

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) PLASTICITY (CASAGRANDE) CHART

BH08 / TUBE / 3.00 - 3.45m

A - LINE

MH or OH

CH or OH

CL or OL

ML or OL

CL - ML

20/07/2017 Hackett Diversion LIMIT.xlsx


200016652 Limits Report St Marys Bay.docx





2nd March 2018

ATTERBERG LIMITS TESTING Dear Isabella,

Re: ST MARYS BAY Report Number: 61256#L/AL The following report presents the results of Atterberg Limits testing of soil samples delivered to this laboratory on the 13th of February 2018. Test results are summarised below, with pages 3 and 4 showing where the samples plot on the Unified Soil Classification System (Casagrande) Chart. Test standards used were: Water Content: NZS4402:1986:Test 2.1

Liquid Limit: NZS4402:1986:Test 2.2

Plastic Limit: NZS4402:1986:Test 2.3

Plasticity Index: NZS4402:1986:Test 2.4

Borehole Number

Sample Number

Depth (m) Water

Content (%) Liquid Limit

Plastic Limit

Plasticity Index

BH09A SPT 1.80 – 2.25 30.6 50 � 18 � 32

BH09A SPT 3.00 – 3.45 33.9 39 � 16 � 23

BH20 CORE 1.60 – 1.75 50.3 110 29 81

BH20 BAG 3.45 – 3.62 44.1 110 23 87

BH27 SPT 7.50 – 7.95 30.5 42 16 26

BH27 CORE 8.40 – 8.67 24.1 46 � 15 � 31

Job Number: 61256#L

2nd March 2018

Page 2 of 4

200016652 Limits Report St Marys Bay.docx


Borehole Number

Sample Number

Depth (m) Water

Content (%)

Liquid Limit

Plastic Limit

Plasticity Index

BH30 BAG 4.95 – 5.10 42.5 47 20 27

BH30 BAG 5.80 – 5.90 28.2 53 19 34

BH30* BAG 6.79 – 7.01 29.2 63 � 22 � 41

BH30* BAG 11.41 – 11.52 18.6 50 � 23 � 27

MA01 TUBE 2.20 – 2.70 51.6 62 � 19 � 43

MA03 TUBE 2.30 – 2.80 38.0 72 22 50

*These samples were prepared from weakly cemented rock core. The soil was wet up and sieved through a

425µm sieve, with more water added if necessary to obtain the liquid limit. The sample was then dried back to the plastic limit moisture content. As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. Test 2.2: liquid limit and test 2.3: plastic limit are reported to the nearest whole number. The whole soil was used for all water content tests (the soils were in a natural state), and for the plastic limit

and liquid limit tests without a diamond beside them. The soil fraction passing a 425µm sieve was used for the plastic limit and liquid limit tests with a diamond (�) beside them. The soil was wet up and dried where required for the plastic limit and liquid limit tests. Please note that the test results relate only to the samples under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience. Yours faithfully, Wayne Campton Signatory (Laboratory Manager) Babbage Geotechnical Laboratory


Job Number:

Reg. Number:

Report No:

Tested By: WC / JD / TJ

Compiled By: JF

Checked By: JF

BH09A SPT 1.80 - 2.25 50 18 32

BH09A SPT 3.00 - 3.45 39 16 23

BH20 CORE 1.60 - 1.75 110 29 81

BH20 BAG 3.45 - 3.62 110 23 87

BH27 SPT 7.50 - 7.95 42 16 26

BH27 CORE 8.40 - 8.67 46 15 31

BH30 BAG 4.95 - 5.10 47 20 27

BH30 BAG 5.80 - 5.90 53 19 34

BH30 BAG 6.79 - 7.01 63 22 41

BH30 BAG 11.41 - 11.52 50 23 27

CL = CLAY, low plasticity ('lean' clay) CH = CLAY, high plasticity ('fat' clay)

OL = ORGANIC CLAY or ORGANIC SILT, low liquid limit OH = ORGANIC CLAY or ORGANIC SILT, high liquid limit

ML = SILT, low liquid limit MH = SILT, high liquid limit ('elastic silt')

CL - ML = SILTY CLAY

The chart below & soil classification terminology is taken from ASTM D2487-11 "Standard Practice for Classification of Soils for

Engineering Purposes (Unified Soil Classification System)", June 2011, & is based on the classification scheme developed by A.

Casagrande in the 1940's (Casagrande, A., 1948: Classification and identification of soil. Transactions of the American Society of Civil

Engineers, v. 113, p. 901-930). The chart below & the soil classification given in the table above are included for your information only,

and are not included in the IANZ endorsement for this report.

CHART LEGEND

Sample

NumberDepth (m) Liquid Limit Plastic Limit

Plasticity

Index

Soil Classification Based on

USCS Chart Below

CL - CH

CH

CL - CH

CL

CH

CL

CL

CH

CH

CL

SUMMARY OF TESTING

ST MARYS BAY

Borehole

Number

Feb / Mar 2018

Project:

DETERMINATION OF THE LIQUID LIMIT, PLASTIC

LIMIT & THE PLASTICITY INDEX

61256#L

2520

61256#L/AL

2/03/2018

2/03/2018

Sheet 1 of 1

Version No:

Version Date:

Page 3 of 4

5

July 2017


0

20

40

60

80

100

0 20 40 60 80 100 120 140 160

PL

AS

TIC

ITY

IN

DE

X

LIQUID LIMIT


BH09A / SPT / 1.80 - 2.25m BH09A / SPT / 3.00 - 3.45m BH20 / CORE / 1.60 - 1.75m BH20 / BAG / 3.45 - 3.62m

BH27 / SPT / 7.50 - 7.95m BH27 / CORE / 8.40 - 8.67m BH30 / BAG / 4.95 - 5.10m BH30 / BAG / 5.80 - 5.90m

BH30 / BAG / 6.79 - 7.01m BH30 / BAG / 11.41 - 11.52m

A - LINE

MH or OH

CH or OH

CL or OL

ML or OL

CL - ML

2/03/2018 St Marys Bay Limits 1.xlsx

Job Number:

Reg. Number:

Report No:

Tested By: WC / JD / TJ

Compiled By: JF

Checked By: JF

MA01 TUBE 2.20 - 2.70 62 19 43

MA03 TUBE 2.30 - 2.80 72 22 50

CL = CLAY, low plasticity ('lean' clay) CH = CLAY, high plasticity ('fat' clay)

OL = ORGANIC CLAY or ORGANIC SILT, low liquid limit OH = ORGANIC CLAY or ORGANIC SILT, high liquid limit

ML = SILT, low liquid limit MH = SILT, high liquid limit ('elastic silt')

CL - ML = SILTY CLAY

The chart below & soil classification terminology is taken from ASTM D2487-11 "Standard Practice for Classification of Soils for

Engineering Purposes (Unified Soil Classification System)", June 2011, & is based on the classification scheme developed by A.

Casagrande in the 1940's (Casagrande, A., 1948: Classification and identification of soil. Transactions of the American Society of Civil

Engineers, v. 113, p. 901-930). The chart below & the soil classification given in the table above are included for your information only,

and are not included in the IANZ endorsement for this report.

CHART LEGEND

Sample

NumberDepth (m) Liquid Limit Plastic Limit

Plasticity

Index

Soil Classification Based on

USCS Chart Below

CH

CH

SUMMARY OF TESTING

ST MARYS BAY

Borehole

Number

Feb / Mar 2018

Project:

DETERMINATION OF THE LIQUID LIMIT, PLASTIC

LIMIT & THE PLASTICITY INDEX

61256#L

2520

61256#L/AL

2/03/2018

2/03/2018

Sheet 1 of 1

Version No:

Version Date:

Page 4 of 4

5

July 2017


0

20

40

60

80

100

0 20 40 60 80 100 120 140 160

PL

AS

TIC

ITY

IN

DE

X

LIQUID LIMIT


MA01 / TUBE/ 2.20 - 2.70m MA03 / TUBE / 2.30 - 2.80m

A - LINE

MH or OH

CH or OH

CL or OL

ML or OL

CL - ML

2/03/2018 St Marys Bay Limits 2.xlsx


200010728 Hackett Diversion Triaxial Report.docx





25th July 2017

CONSOLIDATED, UNDRAINED (CU), MULTI-STAGE TRIAXIAL COMPRESSIVE STRENGTH TESTING

Dear Sir,

Re: HACKETT DIVERSION Report Number: 60770#L/CU Triaxial BH08 3.00 – 3.45m

Borehole No: BH08 Sample No: TUBE Depth: 3.00 – 3.45m The following report presents the results of triaxial compressive strength testing of a 54mm diameter undisturbed push-tube soil sample delivered to this laboratory on the 12th of July 2017. The client request was to measure the consolidated, undrained compression of the sample in a triaxial apparatus under known conditions of effective stress, with measurement of porewater pressure. We were instructed to test a single sample at effective pressures of 30kPa, 60kPa, and 120kPa by carrying out a 3-point multi-stage test. Please note that the multi-stage method described below is commonly carried out by soils testing laboratories, but is not part of BS1377:1990: Part 8: Section 7 (in which a number of specimens taken from one soil sample are each tested to failure at different effective pressures). The method described below is therefore a departure from BS1377:1990: Part 8: Section 7. Test standards used were: Water Content: NZS4402: 1986: Test 2.1

Preparation of specimen: BS1377: 1990: Part 8: Section 4

Saturation: BS1377: 1990: Part 8: Section 5

Consolidation: BS1377: 1990: Part 8: Section 6

Consolidated-undrained triaxial compression test with measurement of pore pressure: BS1377: 1990: Part 8: Section 7

Test Procedure The sample was extruded from the push-tube and trimmed to length. The sample was then set up in a triaxial cell & saturation was achieved in distinct stages by 30kPa increments of cell pressure and back pressure, with a differential pressure of 10kPa (cell pressure 10kPa greater than back pressure) in order to maintain a small positive effective stress.

Job Number: 60770#L

25th July 2017

Page 2 of 7

200010728 Hackett Diversion Triaxial Report.docx


The final saturation stage used a cell pressure of 400kPa and a back pressure of 390kPa. Saturation was then confirmed by increasing the cell pressure to 450kPa, and observing the increase in porewater pressure. A porewater pressure coefficient (B) of 0.99 was achieved, confirming saturation of the sample. The cell pressure was then lowered to 420kPa, and the porewater pressure was allowed to stabilise before the first consolidation cycle was begun. Excess porewater pressure was then dissipated during the first consolidation cycle, resulting in an effective stress of 30kPa. The sample was then compressed at a set rate of 0.010mm per minute (actual rate of 0.009mm per minute) until the deviator stress was close to maximum. Compression was then stopped and the load taken off the sample. Cell pressure was increased to 450kPa and the resulting increased porewater pressure was dissipated in the second consolidation cycle, resulting in an effective pressure of 60kPa acting on the same sample. Once consolidated, the 2nd compression cycle was compressed at a set rate of 0.010mm per minute (actual rate of 0.009mm per minute) until the deviator stress was close to maximum. Compression was again stopped and the load taken off the sample. Cell pressure was increased to 510kPa and the resulting increased porewater pressure was dissipated in the third consolidation cycle, resulting in an effective pressure of 120kPa acting on the same sample. Once consolidated, the 3rd compression cycle was compressed at a set rate of 0.010mm per minute (actual rate of 0.010mm per minute) until complete failure of the sample had occurred. Mohr circle plots for each cycle are presented on page 4 of this report. We leave the determination of the angle of resistance and the cohesion to our clients, but as a guide to this we tabulate each tangent to sets of circles on the graph. This test was carried out in a laboratory in which the temperature is controlled between 18°C and 22°C. Each test result is data obtained at a specific test location. The nature and continuity of subsoil conditions away from the test area could vary from the data recovered during this testing. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report please contact the undersigned at your convenience. Yours faithfully, Justin Franklin Signatory (Assistant Laboratory Manager) Babbage Geotechnical Laboratory


Version No: 3

Issue Date: Jan-15

Report No: Auth. By: WEC

CU MULTI-STAGE TRIAXIAL COMPRESSION TEST Tested By: JF / WEC 17-Jul-17

Compiled By: JF 24-Jul-17

Checked By: WEC 25-Jul-17

Borehole: BH08 Sample No: TUBE Depth: 3.00 - 3.45mSample History: undisturbed / remoulded / compacted / other

Sample Description (not part of BGL IANZ accreditation):

Test Procedure: single sample with side drains at different effective consolidation pressures.

Initial Diameter: 53.6 mm Initial Moisture Content: 50.5 %

Initial Length: 108.5 mm Final Moisture Content: 43.0 %

Initial Mass: 428.85 g Initial Dry Density: 1.16 t/m3

Initial Bulk Density: 1.75 t/m3 Final Dry Density: 1.24 t/m3

Saturation Procedure: 30kPa increments of cell pressure and back pressure, differential pressure of 10kPa.

At End of Saturation: Cell Pressure Increase: 50.0 kPa Final Cell Pressure: 420 kPa

Resulting Increase in Pore Pressure: 49.3 kPa Final Pore Pressure: 409.6 kPa

Pore Pressure Coefficient B : 0.99

Test Cycles:

Cell Pressure kPa

Back Pressure kPa

Effective Pressure kPaPore Pressure at Start of Consolidation kPa

Pore Pressure to Dissipate kPa

Dissipation %

Pore Pressure at End of Consolidation kPa

Rate of Strain (set) mm/min

Rate of Strain (actual) mm/min

Pore Pressure at Start of Compression kPa

Axial Strain at Failure (*cumulative) % * 2.95 * 12.33Axial Strain at Failure (*cumulative) mm * 3.14 * 12.81Deviator Stress at Failure kPa

Pore Pressure at Failure kPa

Effective Major Principal Stress at Failure kPa

Effective Minor Principal Stress at Failure kPa

Effective Principal Stress Ratio at Failure

Failure Type:

Membrane Restraining Effect Correction kPa

Vertical Side Drain Correction kPa

HACKETT DIVERSION

2 3

420 510

SATURATION CYCLE

SAMPLE DETAILS

TOP 2/3 of sample: SAND, fine to medium, non-plastic, grey with thin black bands, slightly moist.

Bottom 1/3 of sample: CLAY, soft to firm, highly plastic, grey with black spots, very moist.

BS 1377: 1990: Part 8: Section 7: Consolidated-undrained triaxial compression test with measurement of pore pressure / NZS4402:1986: Test 2.1 - Water Content

390

1

120

88.8

450

30

19.6

39060

43.2

390

0.0100.009390.0

0.010

98.9

0.0100.010391.0

100.0100.0

423.387.026.7

467.9

0.009390.0

Criteria Used to Determine Failure:

1.261.3642.2

maximum deviator stress / maximum effective principal stress ratio

Job Number:

60770#LRegistration No:

243960770#L/CU Triaxial BH08 3.00 - 3.45m

Page 3 of 7

0.3 1.0

0.0

409.6 433.2 478.8

390.0 390.0 391.0

122.4

164.5

60.3

42.1

405.856.414.2

6.6 6.6

PLASTIC

COMPRESSION CYCLES

CONSOLIDATION CYCLES

FAILURE CONDITIONS

CORRECTIONS APPLIED TO MEASURED DEVIATOR STRESS

Effective Major Principal Stress at Start of Compression

kPa

3.962 3.9043.261

30.0 60.0 119.0

0.1

25/07/2017 Hackett Diversion Triaxial BH08 3.00 - 3.45m.xlsx

Version No: 3Issue Date: Jan-15

Auth. By: WECInitials Date

Tested By: JF / WEC 17-Jul-17Job No: 60770#L Plotted By: JF 24-Jul-17

Reg. No: 2439 Checked By: WEC 25-Jul-17

Effective Effective From Graph Below:Major Minor

Mohr Circle Plot: Principal Principal Angle of Shear Resistance φ'= degreesStress Stress s' t'

(σ1') (σ3') (σ1' + σ3')/2 (σ1' - σ3')/2 Cohesion c'= kPacycle kPa kPa kPa kPa

1 56 14 35 21 (Values to be decided upon by Geotechnical Engineer)2 87 27 57 303 165 42 103 61

Effective Stress Path Parameters

Borehole Number: BH08Depth:

TUBE

Page 4 of 7

3.00 - 3.45mSample Number:

3-POINT MULTI-STAGE TRIAXIAL COMPRESSION TEST

HACKETT DIVERSIONBS 1377: 1990: Part 8: Section 7: Consolidated-undrained with Porewater Pressure Measurement

PROJECT:

0

20

40

60

80

100

0 20 40 60 80 100 120 140 160 180 200

SH

EA

R S

TR

ES

S (

kPa)

NORMAL STRESS (kPa)

MOHR CIRCLE PLOTCycle 1 - Mohr Circle

Cycle 2 - Mohr Circle


Tangent to Circles 1 & 2: slope angle = 25° / y-intercept = 7kPa

Tangent to Circles 2 & 3: slope angle = 42° / y-intercept = -10kPa

Tangent to Circles 1 & 3: slope angle = 36° / y-intercept = 0kPa





Reg. No: 2439 Checked By: WEC 25-Jul-17TUBE


PROJECT: HACKETT DIVERSIONBS 1377: 1990: Part 8: Section 7: Consolidated-undrained with Porewater Pressure Measurement

Page 5 of 7

Borehole Number: BH08Depth: 3.00 - 3.45m

Sample Number:

0

20

40

60

80

100

120

140

0 2 4 6 8 10 12 14

Dev

iato

r S

tres

s (

kPa)

Cumulative Strain %

Stress vs Strain

Cycle 1 - 30 kPa

Cycle 2 - 60 kPa

Cycle 3 - 120 kPa

0

20

40

60

80

100

0 2 4 6 8 10 12 14

Por

ewat

er P

ress

ure

Cha

nge

(kP

a)

Cumulative Strain %

PWP Change vs Strain

Cycle 1 PWP Change

Cycle 2 PWP Change

Cycle 3 PWP Change

1.0

2.0

3.0

4.0

5.0

0 2 4 6 8 10 12 14

Str

ess

Rat

io

Cumulative Strain %

Stress Ratio vs Strain

Cycle 1 - 30 kPa

Cycle 2 - 60 kPa

Cycle 3 - 120 kPa

0

10

20

30

40

50

60

70

0 20 40 60 80 100 120 140

t'

s'

Stress Path

Cycle 1 - 30 kPa

Cycle 2 - 60 kPa

Cycle 3 - 120 kPa




Tested By: JF / WEC 17-Jul-17

Job No: 60770#L Plotted By: JF 24-Jul-17

Reg. No: 2439 Checked By: WEC 25-Jul-17TUBE


PROJECT: HACKETT DIVERSION

Page 6 of 7

BS 1377: 1990: Part 8: Section 7: Consolidated-undrained with Porewater Pressure Measurement


Sample Number:

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 100 200 300 400 500

B-V

alu

e

Applied Cell Pressure (kPa)

SATURATION

B-Value

B = 0.95

0

10

20

30

40

50

60

70

80

90

100

0 2 4 6 8 10 12 14 16

Dis

sip

atio

n (

%)

Square Root of Time (minutes)

CONSOLIDATION

Cycle 1

Cycle 2

Cycle 3

0

10

20

30

40

50

60

70

80

90

100

0.0 0.1 1.0 10.0 100.0 1000.0

Dis

sip

atio

n (

%)

Log of Time (minutes)

CONSOLIDATION

Cycle 1

Cycle 2

Cycle 3





Reg. No: 2439 Checked By: WEC 25-Jul-17

3-POINT MULTI-STAGE TRIAXIAL COMPRESSION TEST Page 7 of 7

BS 1377:1990: Test 8: Section 7: Consolidated Undrained with Porewater Pressure Measurement

PROJECT: HACKETT DIVERSION

SAMPLE BEFORE TEST SAMPLE AFTER TEST


Sample Number: TUBE



200016645 CU Triaxial Report St Marys Bay.docx





14th March 2018

CONSOLIDATED, UNDRAINED (CU), MULTI-STAGE TRIAXIAL COMPRESSIVE STRENGTH TESTING

Dear Isabella,

Re: ST MARYS BAY Report Number: 61256#L/CU Triaxial MA01 1.70 – 2.20m

Borehole No: MA01 Sample No: TUBE Depth: 1.70 – 2.20m

The following report presents the results of triaxial compressive strength testing of a core sample delivered to this laboratory on the 13th of February 2018. The client request was to measure the consolidated, undrained compression of the sample in a triaxial apparatus under known conditions of effective stress, with measurement of porewater pressure. We were instructed to test a single sample at effective pressures of 10kPa, 20Pa, and 40kPa by carrying out a 3-point multi-stage test. Based on our experience, however, these pressures were considered far too low to give a reliable test result, so effective stresses of 40kPa, 80kPa and 160kPa were agreed with the client. Please note that the multi-stage method described below is commonly carried out by soils testing laboratories, but is not part of BS1377:1990: Part 8: Section 7 (in which a number of specimens taken from one soil sample are each tested to failure at different effective pressures). The method described below is therefore a departure from BS1377:1990: Part 8: Section 7. Test standards used were: Water Content: NZS4402: 1986: Test 2.1

Preparation of specimen: BS1377: 1990: Part 8: Section 4

Saturation: BS1377: 1990: Part 8: Section 5

Consolidation: BS1377: 1990: Part 8: Section 6

Consolidated-undrained triaxial compression test with measurement of pore pressure: BS1377: 1990: Part 8: Section 7

Test Procedure The core sample was removed from the core box and trimmed to length. The sample was then set up in a triaxial cell & saturation was achieved in distinct stages by 50kPa increments of cell pressure and back pressure, with a differential pressure of 10kPa (cell pressure 10kPa greater than back pressure) in order to maintain a small positive effective stress.

Job Number: 61256#L

14th March 2018

Page 2 of 7

200016645 CU Triaxial Report St Marys Bay.docx


The final saturation stage used a cell pressure of 400kPa and a back pressure of 390kPa. Saturation was then confirmed by increasing the cell pressure to 430kPa, and observing the increase in porewater pressure. A porewater pressure coefficient (B) of 1.00 was achieved, confirming saturation of the sample. Excess porewater pressure was then dissipated during the first consolidation cycle, resulting in an effective stress of 40kPa. The sample was then compressed at a set rate of 0.015mm per minute (actual rate of 0.015mm per minute) until the stress ratio was close to maximum. Compression was then stopped and the load taken off the sample. Cell pressure was increased to 470kPa and the resulting increased porewater pressure was dissipated in the second consolidation cycle, resulting in an effective pressure of 80kPa acting on the same sample. Once consolidated, the 2nd compression cycle was compressed at a set rate of 0.015mm per minute (actual rate of 0.014mm per minute) until the stress ratio was close to maximum. Compression was again stopped and the load taken off the sample. Cell pressure was increased to 550kPa and the resulting increased porewater pressure was dissipated in the third consolidation cycle, resulting in an effective pressure of 160kPa acting on the same sample. Once consolidated, the 3rd compression cycle was compressed at a set rate of 0.015mm per minute (actual rate of 0.014mm per minute) until complete failure of the sample had occurred. Mohr circle plots for each cycle are presented on page 4 of this report. We leave the determination of the angle of resistance and the cohesion to our clients, but as a guide to this we tabulate each tangent to sets of circles on the graph. This test was carried out in a laboratory in which the temperature is controlled between 18°C and 22°C. Each test result is data obtained at a specific test location. The nature and continuity of subsoil conditions away from the test area could vary from the data recovered during this testing. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report please contact the undersigned at your convenience.



Version No: 4

Issue Date: Aug-17

Report No: Auth. By: WEC

CU MULTI-STAGE TRIAXIAL COMPRESSION TEST Tested By: JF March 2018

Compiled By: JF 14-Mar-18

Checked By: WEC 14-Mar-18

Borehole: MA01 Sample No: TUBE Depth: 1.70 - 2.20mSample History: undisturbed / remoulded / compacted / other

Sample Description (not part of BGL IANZ accreditation):

Test Procedure: single sample with side drains at different effective consolidation pressures.

Initial Diameter: 54.0 mm Initial Moisture Content: 37.2 %

Initial Length: 109.0 mm Final Moisture Content: 31.0 %

Initial Mass: 453.53 g Initial Dry Density: 1.32 t/m3

Initial Bulk Density: 1.82 t/m3 Final Dry Density: 1.43 t/m

3

Saturation Procedure: 50kPa increments of cell pressure and back pressure, differential pressure of 10kPa. Saturated from top and base of sample.

At End of Saturation: Cell Pressure Increase: 30.0 kPa Final Cell Pressure: 430 kPa

Resulting Increase in Pore Pressure: 29.9 kPa Final Pore Pressure: 420.0 kPa

Pore Pressure Coefficient B : 1.00

Test Cycles:

Cell Pressure kPa

Back Pressure kPa

Effective Pressure kPaPore Pressure at Start of Consolidation kPa

Pore Pressure to Dissipate kPa

Dissipation %

Pore Pressure at End of Consolidation kPa

Rate of Strain (set) mm/min

Rate of Strain (actual) mm/min

Pore Pressure at Start of Compression kPa

Axial Strain at Failure (*cumulative) % * 5.59 * 12.86

Axial Strain at Failure (*cumulative) mm * 5.93 * 13.23

Deviator Stress at Failure kPa

Pore Pressure at Failure kPa

Effective Major Principal Stress at Failure kPa

Effective Minor Principal Stress at Failure kPa

Effective Principal Stress Ratio at Failure

Failure Type:

Membrane Restraining Effect Correction kPa

Vertical Side Drain Correction kPa

ST MARYS BAY

2 3

430 550

SATURATION CYCLE

SAMPLE DETAILS

BS 1377: 1990: Part 8: Section 7: Consolidated-undrained triaxial compression test with measurement

of pore pressure / NZS4402:1986: Test 2.1 - Water Content

SAND, fine to coarse, some silt, trace organics, slightly plastic, dark grey with grey patches, moist to

very moist, occasional pockets & lenses of highly plastic, grey clay.

390

1

160

134.4

470

40

30.3

390

80

67.3

390

0.015

0.015

391.2

0.015

99.8

0.015

0.014

390.3

100.195.9

435.1

123.4

34.9

476.2

0.014

390.0

Criteria Used to Determine Failure:

2.80

3.03

30.0

maximum deviator stress / maximum effective principal stress ratio

Job Number:

61256#L

Registration No:

252061256#L/CU Triaxial MA01 1.70 - 2.20m

Page 3 of 7

0.5 1.0

6.6

420.3 457.3 524.4

391.2 390.0 390.3

195.2

268.9

88.6

73.8

412.9

47.0

17.1

6.6 6.6

PLASTIC

COMPRESSION CYCLES

CONSOLIDATION CYCLES

FAILURE CONDITIONS

CORRECTIONS APPLIED TO MEASURED DEVIATOR STRESS

Effective Major Principal Stress at Start of

CompressionkPa

2.754 3.6463.541

38.8 80.0 159.7

0.3

14/03/2018 St Marys Bay CU Triaxial MA01 1.70 - 2.20m.xlsx

Version No: 4Issue Date: Aug-17


Tested By: JF March 2018

Job No: 61256#L Plotted By: JF 14-Mar-18

Reg. No: 2520 Checked By: WEC 14-Mar-18

Effective Effective From Graph Below:Major Minor

Mohr Circle Plot: Principal Principal Angle of Shear Resistance φ'= degrees

Stress Stress s' t'

(σ1') (σ3') (σ1' + σ3')/2 (σ1' - σ3')/2 Cohesion c'= kPacycle kPa kPa kPa kPa

1 47 17 32 15 (Values to be decided upon by Geotechnical Engineer)

2 123 35 79 44

3 269 74 171 98

Effective Stress Path

Parameters

Borehole Number: MA01Depth:

TUBE

Page 4 of 7

1.70 - 2.20mSample Number:


ST MARYS BAYBS 1377: 1990: Part 8: Section 7: Consolidated-undrained with Porewater Pressure Measurement

PROJECT:

0

20

40

60

80

100

120

140

0 100 200 300

SH

EA

R S

TR

ES

S

(kP

a)

NORMAL STRESS (kPa)

MOHR CIRCLE PLOTCycle 1 - Mohr Circle







Version No: 4

Issue Date: Aug-17Auth. By: WEC

Initials Date



Reg. No: 2520 Checked By: WEC 14-Mar-18TUBE


PROJECT: ST MARYS BAYBS 1377: 1990: Part 8: Section 7: Consolidated-undrained with Porewater Pressure Measurement

Page 5 of 7

Borehole Number: MA01Depth: 1.70 - 2.20m

Sample Number:

0

50

100

150

200

250

300

0 5 10 15 20 25

Devia

tor

Str

ess

(kP

a)

Cumulative Strain %

Stress vs Strain

Cycle 1 - 40 kPa

Cycle 2 - 80 kPa

Cycle 3 - 160 kPa

0

10

20

30

40

50

60

70

80

90

100

0 5 10 15 20 25

Po

rew

ate

r P

ressu

re C

han

ge

(kP

a)

Cumulative Strain %

PWP Change vs Strain

Cycle 1 PWP Change

Cycle 2 PWP Change

Cycle 3 PWP Change

1.0

2.0

3.0

4.0

0 5 10 15 20 25

Str

ess

Rati

o

Cumulative Strain %

Stress Ratio vs Strain

Cycle 1 - 40 kPa

Cycle 2 - 80 kPa

Cycle 3 - 160 kPa

0

20

40

60

80

100

120

140

0 100 200 300

t'

s'

Stress Path

Cycle 1 - 40 kPa

Cycle 2 - 80 kPa

Cycle 3 - 160 kPa


Version No: 4

Issue Date: Aug-17




Reg. No: 2520 Checked By: WEC 14-Mar-18TUBE


PROJECT: ST MARYS BAY

Page 6 of 7

BS 1377: 1990: Part 8: Section 7: Consolidated-undrained with Porewater Pressure Measurement


Sample Number:

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 100 200 300 400 500

B-V

alu

e

Applied Cell Pressure (kPa)

SATURATION

B-Value

B = 0.95

0

10

20

30

40

50

60

70

80

90

100

0 1 2 3 4 5 6 7 8

Dis

sip

ati

on

(%

)

Square Root of Time (minutes)

CONSOLIDATION

Cycle 1

Cycle 2

Cycle 3

0

10

20

30

40

50

60

70

80

90

100

0.0 0.1 1.0 10.0 100.0

Dis

sip

ati

on

(%

)

Log of Time (minutes)

CONSOLIDATION

Cycle 1

Cycle 2

Cycle 3


Version No: 4

Issue Date: Aug-17


Tested By: JF Feb 2018


Reg. No: 2520 Checked By: WEC 14-Mar-18

3-POINT MULTI-STAGE TRIAXIAL COMPRESSION TEST Page 7 of 7

BS 1377:1990: Test 8: Section 7: Consolidated Undrained with Porewater Pressure Measurement


SAMPLE BEFORE TEST SAMPLE AFTER TEST


Sample Number: TUBE



200016646 UU Triaxial Report St Marys Bay.docx





26th February 2018

UNCONSOLIDATED, UNDRAINED, ‘QUICK’ (QU) TRIAXIAL COMPRESSIVE STRENGTH TESTING

Dear Isabella,

Re: ST MARYS BAY Report Number: 61256#L/UU Triaxial The following report presents the results of unconsolidated, undrained, ‘quick’ (QU) triaxial compression testing of a core sample delivered to this laboratory on the 13th of February 2018. Test results are summarised below, with the following pages showing detailed results. The samples were tested in accordance with the following standards:

Water Content: NZS4402:1986:Test 2.1 Determination of the undrained shear strength in triaxial compression without measurement of pore pressure BS1377:1990: Part 7: Section 8 (definitive method): The sample was set up in a triaxial cell with a single covering membrane (having a total thickness of 0.2mm), and the cell was then filled with water. The cell pressure was then raised to the required pressure of 180kPa (as per your instructions) and the axial load applied straight away. The loading machine was set at a rate of compression to induce failure within 5 to 15 minutes. The rate of compression was set at 0.50mm / minute. The load versus strain was measured until failure.

Sample Identification

Cell Pressure (kPa)

Maximum Deviator

Stress (kPa)

Shear Strength (cu)

(kPa)

Strain (%)

Mode of Failure

BH27 / CORE / 8.40 – 8.67m

180 434 217 8.0 Plastic

Job Number: 61256#L

26th February 2018

Page 2 of 5

200016646 UU Triaxial Report St Marys Bay.docx


As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. As per the reporting requirements of BS1377:1990: Part 7: Section 8: the value of Cu is reported to the nearest whole number. Please note that the test results relate only to the sample under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience.



Job No: Reg. No:

61256#L 2520

Undrained Shear Strength in Triaxial Compression Tested By: JF 23/02/2018

Without Porewater Pressure Measurement Compiled By: JF 26/02/2018

Test Method: BS1377: 1990: Part 7: Section 8 / NZS4402:1986: Test 2.1 Checked By: WEC 26/02/2018

Bore Number: BH27 Sample Number: CORE Depth: 8.40 - 8.67m

Strain

0.00 4.656 0.000 0.000 7.847 0.0 2916.7 0

0.58 4.920 0.264 0.002 7.865 92.5 2922.9 31

1.17 5.198 0.542 0.004 7.878 155.3 2929.4 52

1.75 5.480 0.824 0.007 7.888 208.0 2936.0 70

2.33 5.756 1.100 0.009 7.897 255.0 2942.5 86

2.90 6.042 1.386 0.011 7.906 301.5 2949.2 102

3.48 6.327 1.671 0.013 7.914 341.6 2956.0 115

4.07 6.609 1.953 0.016 7.923 384.6 2962.7 129

4.65 6.891 2.235 0.018 7.931 425.4 2969.5 143

5.23 7.168 2.512 0.020 7.939 469.9 2976.2 157

5.82 7.441 2.785 0.022 7.948 514.8 2982.8 172

6.40 7.706 3.049 0.024 7.958 562.4 2989.2 188

6.98 7.974 3.318 0.026 7.967 612.8 2995.8 204

7.57 8.248 3.592 0.029 7.978 665.0 3002.5 221

8.13 8.520 3.864 0.031 7.988 716.4 3009.2 237

8.72 8.794 4.138 0.033 7.998 768.5 3015.9 254

9.33 9.084 4.428 0.035 8.008 821.7 3023.2 271

9.92 9.355 4.699 0.037 8.018 872.9 3029.9 287

10.48 9.620 4.964 0.039 8.028 923.4 3036.6 303

11.07 9.884 5.228 0.042 8.038 973.8 3043.2 319

11.65 10.149 5.493 0.044 8.047 1020.6 3049.9 334

12.23 10.424 5.768 0.046 8.056 1065.5 3056.9 348

12.82 10.710 6.053 0.048 8.064 1106.3 3064.2 360

13.40 10.995 6.339 0.050 8.072 1143.5 3071.5 372

13.98 11.284 6.628 0.053 8.078 1175.5 3079.0 381

14.57 11.574 6.917 0.055 8.084 1205.8 3086.5 390

15.13 11.863 7.207 0.057 8.089 1234.1 3094.0 398

15.72 12.136 7.480 0.059 8.095 1261.0 3101.2 406

16.30 12.408 7.752 0.062 8.099 1284.2 3108.3 413

16.88 12.683 8.027 0.064 8.103 1305.5 3115.6 418

17.47 12.960 8.304 0.066 8.107 1323.2 3122.9 423

18.05 13.241 8.585 0.068 8.110 1340.0 3130.4 427

18.63 13.529 8.872 0.071 8.112 1351.1 3138.1 430

19.22 13.828 9.172 0.073 8.114 1360.9 3146.2 432

19.78 14.109 9.453 0.075 8.116 1368.7 3153.8 433

20.37 14.387 9.731 0.077 8.117 1374.3 3161.3 434

20.95 14.666 10.010 0.080 8.118 1378.0 3168.9 43421.53 14.945 10.288 0.082 8.118 1378.6 3176.6 433

22.12 15.239 10.583 0.084 8.114 1360.8 3184.7 427

22.70 15.548 10.892 0.087 8.105 1315.7 3193.3 411

23.28 15.859 11.203 0.089 8.099 1280.8 3202.0 399

Report No: Page 3 of 5

Version 5, August 2017

kPa

61256#L/UU Triaxial

ST MARYS BAY

Axial Force

(N)

Corrected

Area

(mm2)

Measured

Deviator

Stress (kPa)

PROJECT:

Time

(minutes)

Compression

Gauge

(mm)

Specimen

Compression

(mm)

Load Gauge

(mm)

Maximum Deviator

Stress: 434 kPa Shear Strength (Cu): 217

26/02/2018 St Marys Bay UU Triaxial BH27 8.40 - 8.67m.xlsx

Reg. No:

2520



Test Method: BS1377: 1990: Part 7: Section 8 / NZS4402: 1986: Test 2.1 Checked By: WEC 26/02/2018


Test Performed on: Whole soil / Fraction passing 19mm test sieve

Sample History: Undisturbed / remoulded / recompacted / unknown

Sample Method & Type: from core sample / from tube sample / larger tube / block sample / pressed into tube

compacted with standard/heavy compactive effort

180 kPa Membrane Thickness (mm) 0.2

Membrane Correction (kPa) 0.6

Initial Diameter: 60.94 mm Failure Conditions:Initial Length: 125.77 mm

Initial Mass: 732.39 g Strain at failure: 8.0 %

Initial Bulk Density: 2.00 t/m3 Rate of Strain: 0.38 % / minute

Initial Dry Density: 1.61 t/m3 Compression at failure: 10.0 mm

Water Content Before Test: 24.3 % Rate of Compression: 0.48 mm / minute

Water Content After Test: 24.1 %

Mode of Failure: plastic

Page 4 of 5 Report No:

Version 5, August 2017

ST MARYS BAY

Job No:

61256#L

PROJECT:

61256#L/UU Triaxial

Cell Confining Pressure Set at:

0

100

200

300

400

500

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0

Devia

tor

Str

ess

(kP

a)

Axial Strain (%)

Stress - Strain Curve


Reg. No:

2520



Test Method: BS1377: 1990: Part 7: Section 8 / NZS4402: 1986: Test 2.1 Checked By: WEC 26/02/2018


Sample Description (not part of BGL IANZ Accreditation ):

SAMPLE BEFORE TEST

SAMPLE AFTER TEST

SANDSTONE, fine to medium, occasional coarse grains, extremely weak,

slightly to moderately weathered, grey with trace white speckles, very weakly

cemented.


Job No: Report No: Page 5 of 5

61256#L 61256#L/UU Triaxial Version 5, August 2017


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