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WESTRIDGE MARINE TERMINAL OFFSHORE GEOTECHNICAL INVESTIGATIONS - GEOTECHNICAL FACTUAL REPORT

APPENDIX E-8Organic Content Tests – 2015

23 December 2016Report No. 1403337-023-R-Rev0

Project No.:Project: Sample:Location: Depth (m):Client: Lab ID No:Method:Oven TemperatureFurnace Temperature

Organic Matter % 5.0 N/A

UCS Description CLAYEY SILT, trace shells, grey, w > PL, soft

Average Organic Matter % 5.3

1 2

Ash Content % 95.0 N/A

DATE

SJ July 25, 2016 LH August 5, 2016

TESTED BY DATE CHECKED BY

Moisture, Ash, and Organic Matter of Peat and Other Organic Soils ReferenceASTM D2974-131403337/13000 Borehole: BH15-17

* The test data given herein pertain to the sample provided only. This report constitutes a testing service only. Interpretationof the data can be provided upon request.

Westridge Marine Terminal 2

Burnaby, BC 12.19 - 12.80

Trans Mountain Pipeline L.P. 152Other Remarks:Method C

110±5°C440±40°C

(W% as percent of oven dried mass)

78.1Moisture Content %

Trial #

Golder Associates Ltd. - Burnaby Lab#300 - 3811 North Fraser WayBurnaby, B.C. Canada V5J 5J2

Project No.:

Project: Sample:

Location: Depth (m):

Client: Lab ID No:Method:Oven TemperatureFurnace Temperature

* The test data given herein pertain to the sample provided only. This report constitutes a testing service only. Interpretation of the data can be provided upon request.


Burnaby, BC 18.46 - 19.07


110±5°C440±40°C



Trial #

Moisture, Ash, and Organic Matter of Peat and Other Organic SoilsReference

ASTM D2974-131403337/13000 Test Pit: BH15-17B

DATE

SJ August 8, 2016 LH August 12, 2016


1 0



UCS Description SILTY CLAY, dark grey, w > PL, firm






Burnaby, BC 24.28-24.89


110±5°C440±40°C



Trial #

Moisture, Ash, and Organic Matter of Peat and Other Organic Soils ReferenceASTM D2974-131403337/13000 Borehole: BH15-17B

DATE

SJ August 2, 2016 LH August 5, 2016


1 2

Ash Content % 97.6 97.7

Organic Matter % 2.4 2.3

UCS Description SILTY CLAY, some shells, trace organics, grey, w>PL, soft to firm.





UCS Description CLAYEY SILT, trace shells, grey, w > PL, soft to firm


1 2


DATE



Moisture, Ash, and Organic Matter of Peat and Other Organic Soils ReferenceASTM D2974-131403337/13000 Borehole: BH15-17B



Burnaby, BC 30.68 - 31.29


110±5°C440±40°C



Trial #





Burnaby, BC 35.07 - 35.69


110±5°C440±40°C



Trial #

Moisture, Ash, and Organic Matter of Peat and Other Organic Soils ReferenceASTM D2974-131403337/13000 Test Pit: BH15-17B

DATE



1 2



UCS Description SILTY CLAY, trace shells,dark grey, w > PL, firm





UCS Description SILTY CLAY, dark grey, w > PL, firm


1 2


DATE



Moisture, Ash, and Organic Matter of Peat and Other Organic Soils ReferenceASTM D2974-131403337/13000 Test Pit: BH15-17B



Burnaby, BC 41.05 - 41.66


110±5°C440±40°C



Trial #



APPENDIX FSpecialized Laboratory Testing Results



APPENDIX F-1One-dimensional (1-D) Consolidation Tests - 2014


Project No.:

Project: Westridge Marine Terminal - Offshore Geotechnical Investigation

Location: Burnaby, BC

Client: Trans Mountain Pipeline L.P.

Saturation (%):

Plasticity Index:Plastic Limit:Liquid Limit:

MH-OH323668

Sample Type:

SILTY CLAY; trace shell fragments, brown, moist.

Trimmed

Visual Description:

Special RemarksValues of coefficient of consolidation and hydraulic conductivity are computed for loading stages generating positive excess pore water pressures

Specific Gravity of Solids (-): 2.7 2.7

Unit Weight (kN/m³): 14.70 17.47Dry Unit Weight (kN/m³): 8.21 12.13

Strain After Seating (%):

5.0

1600Reload to (kPa):

Loading Rate (%/hr):Ru at end of Loading (-): -2.2

50Unload to (kPa):96 100Void Ratio (-): 2.228

Test ConditionsInitial load to (kPa):

Axial DCDT:Load Cell No.:Station No.:Machine:

Back Pressure (kPa):

2.89685.7

20Seating Load (kPa):

TM/MM September 8, 2014 MS October 1, 2014

TESTED BY DATE CHECKED BY DATE

Classification:

LP-908682884Diameter (mm):

Equipment

2Sigma-1Initial Final

Specimen Characteristics

14.9522.10Height (mm):63.47

0

3

6.71 - 7.32

289

One Dimensional Consolidation Test Using Controlled Strain Loading ReferenceASTM D4186/D4186M-12

BH14-03

Lab ID No:

Depth (m):

Sample No.:

Borehole No.:1403337 Phase: 3000

63.47

Area (cm²): 31.64 31.64Volume (cm³): 69.92 47.30Wet Weight (g): 104.79 84.23

1.184

Solids Weight (g): 58.49 58.49Water Content (%): 79.16 44.01

Height of solids (mm): 6.847 6.847

0.80

1.05

1.30

1.55

1.80

2.05

2.30

1 10 100 1000 10000Average Vertical Effective Stress, 'v (kPa)

Loading 1

Loading 2

Golder Associates Ltd. - Burnaby LabUnit 300 3811 North Fraser WayBurnaby, B.C. Canada V5J 5J2

Project No.:

Project: Sample No.:


Client: Lab ID No:

One Dimensional Consolidation Test Using Controlled Strain Loading ReferenceASTM D4186/D4186M-121403337 Phase: 3000 Borehole No.: BH14-03

Summary of Consolidation Results

Westridge Marine Terminal - Offshore Geotechnical Investigation 3

Burnaby, BC 6.71 - 7.32

Trans Mountain Pipeline L.P. 289

DATE



1.0E05

1.0E04

1.0E03

1.0E02

1.0E01

1.0E+00

1.0E+01


Loading 1

Loading 2

3.00

2.50

2.00

1.50

1.00

0.50

0.00

0.50

1.00


1.0E09

1.0E08

1.0E07

1.0E06

1.0E05

1.0E04

1.0E03

0.80 1.05 1.30 1.55 1.80 2.05 2.30

Void Ratio, e


Project No.:


Location: Burnaby, BC

Client: Trans Mountain Pipeline L.P.

Saturation (%):


ML183149

Sample Type:

SILTY CLAY; trace shell fragments, brown, moist.

Trimmed

Visual Description:





5.0

1600Reload to (kPa):





Back Pressure (kPa):

11.99686.8

500Seating Load (kPa):



Classification:


Equipment



17.7822.43Height (mm):63.50

0

6

27.43 - 28.04

289


BH14-03

Lab ID No:

Depth (m):

Sample No.:

Borehole No.:1403337 Phase: 3000

63.50

Area (cm²): 31.67 31.67Volume (cm³): 71.03 56.29Wet Weight (g): 113.57 100.58

1.127




0.55

0.80

1.05

1.30

1.55


Loading 1

Loading 2

Project No.:

Project: Sample No.:


Client: Lab ID No:

One Dimensional Consolidation Test Using Controlled Strain Loading ReferenceASTM D4186/D4186M-121403337 Phase: 3000 Borehole No.: BH14-03


Westridge Marine Terminal - Offshore Geotechnical Investigation 6

Burnaby, BC 27.43 - 28.04


DATE




1.0E04

1.0E03

1.0E02

1.0E01

1.0E+00

10 100 1000 10000Average Vertical Effective Stress, 'v (kPa)

Loading 1

Loading 2

0.80

0.60

0.40

0.20

0.00

0.20

0.40

10 100 1000 10000Average Vertical Effective Stress, 'v (kPa)

1.0E11

1.0E10

1.0E09

1.0E08

1.0E07

1.0E06

1.0E05

1.0E04

1.0E03

0.55 0.80 1.05 1.30 1.55

Void Ratio, e

Golder Associates Ltd. - Burnaby Laboratory

Unit 300 - 3811 North Fraser Way

Burnaby, B.C. Canada V5J 5J2

Project No. : Client : Borehole: BH14-11Sch No. Project : Sample:Lab Work: Location: Depth (m) : 2.60 - 2.63

#DIV/0!

Advanced to 15kPa due to swelling.

April 26, 2016 May 20, 2016


MM DL/MS

Reference(s)One-Dimensional Consolidation Properties of Soils

1403337/13000152MM

ASTM D 2435/D 2435M-11Trans Mountain Pipeline L.P.Westridge Marine TerminalBurnaby, BC

2

1.000

1.100

1.200

1.300

1.400

1.500

1.600

1 10 100 1000 10000

Vertical Stress - kPa

Vold Ratio vs Stress

1.00E-04

1.00E-03

1.00E-02

1.00E-01

1.00E+00

1 10 100 1000 10000

Average Vertical Stress - kPa

Coefficient of Consolidation vs Stress

1.00E-08

1.00E-07

1.00E-06

1.00E-05

1 10 100 1000 10000


Coefficient of Permeability vs Stress





Machine: Initial Final Initial FinalMach No. Height (mm) = 22.21 16.97 115.05 99.04

Ring No. Diameter (mm) = 63.38 63.38 73.04 73.04

Drainage: Area (cm2) = 31.55 31.55 w (%) = 57.52 35.60

Volume (cm3) = 70.08 53.55 e = 1.543 0.943

wet (kg/m3) = 1642 1849

dry (kg/m3) = 1042 1364

ASTM Method: Gs = 2.65 Calculated S (%) = 99 100

Method for Cv : Hs (mm) = 8.74 Havg :

Time Increment: Liquid Limit:Plastic Limit:

N/A Plasticity Index:

Soil Classification:

t 90

(min)

1 5 0.03 22.18 0.07 13.45 1.539

2 12 0.11 22.14 0.26 13.41 1.535 8 1.54 11.08 1.24 1.4E-02 3.6E-07

3 24 0.16 22.02 0.83 13.28 1.520 18 1.53 11.04 1.01 1.7E-02 8.1E-07

4 48 0.34 21.71 2.19 12.98 1.485 36 1.50 10.93 1.65 1.0E-02 5.8E-07

5 96 0.67 21.09 5.01 12.35 1.414 72 1.45 10.70 2.02 8.0E-03 4.8E-07

6 192 0.80 20.36 8.30 11.62 1.330 144 1.37 10.36 1.81 8.4E-03 3.0E-07

7 383 0.46 19.97 10.07 11.23 1.285 287 1.31 10.08 1.43 1.0E-02 1.0E-07

8 766 0.79 19.29 13.11 10.55 1.208 575 1.25 9.81 1.52 8.9E-03 7.9E-08

9 1532 1.31 18.10 18.46 9.37 1.072 1149 1.14 9.35 0.89 1.4E-02 1.1E-07

10 766 -0.17 18.19 18.05 9.46 1.082

11 192 -0.27 18.34 17.36 9.61 1.100

12 48 -0.30 18.55 16.44 9.81 1.123

13 12 -0.40 18.94 14.70 10.20 1.168

Comments: Void Ratio Vs. Stress computed for end of primary consolidation. Final height calculated to 100% saturation.

Description: CLAYEY SILT; trace organics, brown, w > PL, soft to firm.

eavg

Burnaby, BC

MH

Remarks Sample Properties

Equipment

Stn1

Phase Relationships

Estimated Preconsolidation Stress:

Specimen GeometrySigma-1

4 Wet Wt (g) =

35

B - Constant Time Increment @ EOP

Taylor

Dry Wt (g) =

Double-sided

Atterberg Limits

53

Cv (cm2/sec)

Havg (mm)

k (cm/sec)

18

Half the specimen height

Stress avg (kPa)

H (mm)

360 min / 600 min

Stress (kPa)

Corrected d f

(mm)

H-Hs (mm)

One-Dimensional Consolidation Properties of Soils Reference(s)ASTM D 2435/D 2435M-11Trans Mountain Pipeline L.P.Westridge Marine Terminal

1403337/13000152MM

2

May 20, 2016


Load #

MM April 26, 2016

e(H-Hs)/Hs

DL/MS

Project No.:Project: Westridge Marine TerminalLocation: Burnaby, BCClient: Trans Mountain Pipeline L.P.

Saturation (%):

2655

Sample Type:

SILTY CLAY; some sand, greenish grey, moist, soft to firm.

Trimmed

Visual Description:





2.0 - 5.0

N/AReload to (kPa):





Back Pressure (kPa):0.11

685.8

8.0Seating Load (kPa):

TM/MM/CS April 27, 2016 MS May 20, 2016


Classification:


Equipment



15.4922.35Height (mm):63.58

1600


63.58Area (cm²): 31.75 31.75Volume (cm³): 70.96 49.18

3

6.12 - 6.15

152

BH14-11

Lab ID No:Depth (m):Sample No.:Borehole No.:1403337 Phase: 3000


CH29

Wet Weight (g): 112.39 92.16

0.952



Golder Associates Ltd. - Burnaby Lab#300 3811 North FraserwayBurnaby, B.C. Canada V5J 5J2

0.80

1.00

1.20

1.40

1.60

1.80

2.00


Project No.:Project: Sample No.:Location: Depth (m):Client: Lab ID No:

1403337 Phase: 3000 Borehole No.: BH14-11




Burnaby, BC 6.12 - 6.15


DATE

TM/MM/CS April 27, 2016 MS May 20, 2016



1.0E 05

1.0E 04

1.0E 03

1.0E 02

1.0E 01

1.0E+00


0.60

0.40

0.20

0.00

0.20

0.40


1.0E 09

1.0E 08

1.0E 07

1.0E 06

1.0E 05

1.0E 04

0.50 0.75 1.00 1.25 1.50 1.75 2.00Void Ratio, e







1403337/13000152MM/CS


4

April 26, 2016 May 20, 2016


MM/CS DL/MS

1.100

1.200

1.300

1.400

1.500

1.600

1.700

1 10 100 1000 10000



1.00E-04

1.00E-03

1.00E-02

1.00E-01

1 10 100 1000 10000



1.00E-09

1.00E-08

1.00E-07

1.00E-06

1.00E-05

1 10 100 1000 10000










Volume (cm3) = 69.32 51.76 e = 1.646 0.976

wet (kg/m3) = 1627 1855

dry (kg/m3) = 1017 1361






t 90

(min)

1 5 0.12 21.82 0.55 13.53 1.631

2 12 0.12 21.72 1.03 13.43 1.619

3 24 0.15 21.59 1.63 13.29 1.603 18 1.61 10.83 1.85 8.9E-03 4.5E-07

4 48 0.23 21.37 2.61 13.08 1.577 36 1.59 10.74 2.49 6.6E-03 2.7E-07

5 96 0.60 20.82 5.14 12.52 1.510 72 1.54 10.55 5.17 3.0E-03 1.6E-07

6 192 0.93 19.95 9.10 11.65 1.405 144 1.46 10.19 5.20 2.8E-03 1.2E-07

7 383 0.88 19.14 12.78 10.85 1.308 287 1.36 9.77 3.32 4.1E-03 8.6E-08

8 766 0.87 18.38 16.27 10.08 1.215 575 1.26 9.38 2.34 5.3E-03 5.6E-08

9 1532 0.87 17.68 19.43 9.39 1.132 1149 1.17 9.01 2.34 4.9E-03 2.4E-08

10 766 -0.26 17.79 18.96 9.49 1.144

11 192 -0.42 18.08 17.63 9.78 1.179

12 48 -0.41 18.43 16.01 10.14 1.222

13 12 -0.33 18.75 14.55 10.46 1.261


Description: SILTY CLAY, trace shell fragments, grey, w>PL, soft.

May 20, 2016


Load #

MM/CS April 26, 2016

e(H-Hs)/Hs

DL/MS


1403337/13000152MM/CS

4


Stress avg (kPa)

H (mm)

360 min / 600 min

Stress (kPa)

Corrected d f

(mm)

H-Hs (mm)

Dry Wt (g) =

Double-sided

Atterberg Limits

37

Cv (cm2/sec)

Havg (mm)

k (cm/sec)

15

Sigma-13 Wet Wt (g) =

22


Taylor

eavg

Burnaby, BC

CI


Equipment

AC2

Phase Relationships


Specimen Geometry

Project No.:Project: Westridge Marine TerminalLocation: Burnaby, BCClient: Trans Mountain Pipeline L.P.

Saturation (%):0.815



63.45Area (cm²): 31.62 31.62Volume (cm³): 69.63 52.65Wet Weight (g): 115.39 100.96

5

15.27 - 15.30

152

One Dimensional Consolidation Test Using Controlled Strain Loading ReferenceSTM D4186/D4186M-BH14-11

Lab ID No:Depth (m):Sample No.:Borehole No.:1403337 Phase: 3000

TM/MM/CS May 4, 2016 MS June 9, 2016


Classification:


Equipment



16.6522.02Height (mm):63.45

1600Test Conditions

Initial load to (kPa):


Back Pressure (kPa):-0.10683.9

6.0Seating Load (kPa):

Special RemarksValues of coefficient of consolidation and hydraulic conductivity are computed for loading stages generating positive excess pore water pressures. Final dimensions measured after dissembling sample




5.0 - 10.0

N/AReload to (kPa):




CI232548

Sample Type:

SILTY CLAY; some sand, greenish grey, soft to firm.

Trimmed from intact sample

Visual Description:


0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50


Project No.:Project: Sample No.:Location: Depth (m):Client: Lab ID No:

DATE

TM/MM/CS May 4, 2016 MS June 9, 2016




Burnaby, BC 15.27 - 15.30


One Dimensional Consolidation Test Using Controlled Strain Loading ReferenceSTM D4186/D4186M-1403337 Phase: 3000 Borehole No.: BH14-11


1.0E 05

1.0E 04

1.0E 03

1.0E 02

1.0E 01

1.0E+00

1.0E+01


1.401.201.000.800.600.400.200.000.200.40


1.0E 09

1.0E 08

1.0E 07

1.0E 06

1.0E 05

1.0E 04

1.0E 03

0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50Void Ratio, e






April 26, 2016 May 20, 2016


CS DL/MS


1403337/13000152CS


6

1.000

1.050

1.100

1.150

1.200

1.250

1.300

1.350

1.400

1.450

1 10 100 1000 10000



1.00E-04

1.00E-03

1.00E-02

1.00E-01

1.00E+00

1 10 100 1000 10000



1.00E-09

1.00E-08

1.00E-07

1.00E-06

1.00E-05

1 10 100 1000 10000










Volume (cm3) = 69.52 56.45 e = 1.402 0.951

wet (kg/m3) = 1694 1882

dry (kg/m3) = 1132 1394






t 90

(min)

1 5 0.07 21.98 0.32 12.80 1.396

2 12 0.08 21.92 0.56 12.75 1.390

3 24 0.09 21.88 0.77 12.70 1.385 18 1.39 10.95 1.01 1.7E-02 3.0E-07

4 48 0.13 21.80 1.14 12.62 1.376 36 1.38 10.92 1.27 1.3E-02 2.0E-07

5 96 0.18 21.66 1.78 12.48 1.361 72 1.37 10.86 1.05 1.6E-02 2.1E-07

6 192 0.37 21.35 3.18 12.17 1.327 144 1.34 10.75 2.05 8.0E-03 1.2E-07

7 383 1.01 20.42 7.38 11.25 1.226 287 1.28 10.44 4.70 3.3E-03 7.4E-08

8 766 1.01 19.51 11.51 10.34 1.127 575 1.18 9.98 3.47 4.1E-03 4.7E-08

9 1532 0.96 18.75 14.97 9.57 1.044 1149 1.09 9.56 2.28 5.7E-03 2.9E-08

10 766 -0.25 18.84 14.56 9.66 1.053

11 192 -0.40 19.09 13.40 9.92 1.081

12 48 -0.43 19.45 11.77 10.28 1.120

13 12 -0.43 19.84 10.02 10.66 1.162


Description: SILTY CLAY, some shells, greyish brown, w > PL, firm to stiff.

eavg

Burnaby, BC

CI


Equipment

C1

Phase Relationships


Specimen GeometrySigma-1

5 Wet Wt (g) =

22


Taylor

Dry Wt (g) =

Double-sided

Atterberg Limits

35

Cv (cm2/sec)

Havg (mm)

k (cm/sec)

13


Stress avg (kPa)

H (mm)

360 min / 600 min

Stress (kPa)

Corrected d f

(mm)

H-Hs (mm)


1403337/13000152CS

6

May 20, 2016


Load #

CS April 26, 2016

e(H-Hs)/Hs

DL/MS


APPENDIX F-2Laboratory Vane Shear Tests - 2014


O:\Active\_2014\1447\1403337 KMC Offshore Geotech Westridge\9.0 Lab Testing\9.3 Lab Testing Reports\Lab Vane\1403337 Lab vanes.xlsx

Project No.:


Location:

Client: Lab ID No:

* The test data given herein pertain to the sample provided only. This report constitutes a testing service only. Interpretation of the data can be provided upon request.

(kPa) (kPa) (kPa)

58.6 11.4 Large vane used on the top, and small used for the bottom.

DATE

MM/TM September 10, 2014 LP October 3, 2014


289Trans Mountain Pipeline L.P.

3.4 Large vane

BH14-03 6 90-92 30.6 4.8

BOREHOLE

BH14-03 3 22-24 11.4 3.4 15.8

Laboratory VaneReference

ASTM D 4648-10

1403337 Phase 3000

Burnaby, BC

SAMPLE DEPTH (ft):TOP BOTTOM

REMARKSPeak Remoulded Peak Remoulded(kPa)



APPENDIX F-3Triaxial Compression CK0U tests - 2014


Golder Associates Ltd - Burnaby Lab

Unit 300- 3811 North Fraser Way


Trans Mountain Pipeline L.P. Drillhole: BH14-05

Westridge Marine Terminal - Offshore Geotechnical Investigation Sample: TP-3

Burnaby, BC Depth (m): 8.02 - 8.20

1403337 Phase 3000 Lab ID No: 109

Test

Sample

Ho (cm)

Do (cm)

Gs (calculated)

w (%)

o dry (kN/m3)

Sat. (%)

eo

BValue

CELL (kPa)

'3_final (kPa)

'1_final (kPa)

(cc)

K0_final

Hc (cm)

Dc (cm)

Ac (cm2)

Vc (cm3)

c dry (kN/m3)

ec

w (%)

Sat (%)

1'- 3' (kPa) :

f (%)

u (kPa)

3' (kPa)

' (kPa)

Initial Dimensions

15.27

31

9.10

100

100

79

1.75

-30.6

7.00

38.43

0.49

After Consolidation Dimensions

15.07

TM/MMDATE TESTED BY

March 26, 2015 MS April 16, 2015CHECKED BY DATE

10.06

579.1

60.2

1.61

7

Failure At Maximum Deviator Stress 1'- 3' :

75

67

0.96

7.13

2.68

69.6

9.56

731

39

Anisotropic Consolidation Results

Vc

Consolidated Undrained Triaxial Compression Test for SoilsReference

ASTM D4767-11

CKoU

Client:

Project:

Location:

Project No.:







1403337 Phase 3000 Lab ID No: 109

Location:


ASTM D4767-11

Client:

Project:

Project No.:

TM/MM March 26, 2015 MS April 16, 2015TESTED BY DATE CHECKED BY DATE

0

10

20

30

40

50

0 10 20 30 40 50 60 70 80 90

s'1 (kPa)

Anisotropic Consolidation

CKoU

-6.0

-5.0

-4.0

-3.0

-2.0

-1.0

0.0

0 20000 40000 60000 80000 100000

Time (min)







1403337 Phase 3000 Lab ID No: 109


ASTM D4767-11


TM/MM March 26, 2015 MS April 16, 2015

Client:

Project:

Location:

Project No.:

0

20

40

60

80

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0

Axial Strain (%)

Deviator Stress

CKoU

0

10

20

30

40

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0

Axial Strain (%)







1403337 Phase 3000 Lab ID No: 109

nooo


ASTM D4767-11

Project No.:

Client:

Project:

Location:

March 26, 2015CHECKED BY

MSTM/MM April 16, 2015DATE DATETESTED BY

0

10

20

30

40

50

0 10 20 30 40 50 60 70 80

p' = ( '1 + '3) / 2 (kPa)

Stress Paths

CKoU

0

20

40

60

0 20 40 60 80 100 120

Effective Principal Stress (kPa)

Mohr Circles Deviator Stress

Figure not to natural scale


Note: Plot shows Mohr circles of principal effective stresses at failure. Mohr circles of total stresses can be calculated using U reported in summary page. Failure criterion used is maximum deviator stress.







1403337 Phase 3000 Lab ID No: 109

Type : Undisturbed Soil Classification: N/A

Saturation Method: Back Pressure Saturation Material Type

Visual Description

Other Remarks:

Machine:

Chamber:

Height (cm): Load Cell:

Diameter (cm): Axial DCDT:

Area (cm2): Cell Pressure:

Volume (cm3): Back Pressure:

dry (kN/m3): Pore Pressure:

sat (kN/m3): Feed Rate (%/hr):

Water content, w (%):

Saturation (%):

Void ratio, e:

Gs (calculated):

t50 (min):

Project:


ASTM D4767-11

Client:

Location:

Project No.:

Sample Data Equipment

Before Consolidation

After Consolidation

Truepath Load Frame - Stn.4

KW

Soil

15.27 15.07 717074

7.13 7.00 LP-175

39.92 38.43 PS-3322

610 579 PS-3146

PS-3190

16.21 16.12 0.20

69.6 60.2 PHOTO AT END OF TEST

9.56 10.06

100 100

1.75 1.61

1' - 3' MAX: 67

pwp (kPa): 692

Strength Results

2.68 2.68

MS

31u (kPa):

Consolidation Results

'c = cell - pwp (kPa): 39

1' (kPa): 75

B value: 0.96

Volume Change (cc): -30.6

N/A

SILT; some clay; some sand, brown, moist, firm.

9.10


3' (kPa): 7

April 16, 2015TM/MM March 11, 2014

Strain, f:

Golder Associates Ltd - Burnaby LabUnit 300- 3811 North Fraser Way


Trans Mountain Pipeline L.P. Borehole: BH14-11

Westridge Marine Terminal Sample: 6


Lab ID No: 152

Test

Sample

Ho (cm)

Do (cm)

Gs (calculated)

w (%)

o dry (kN/m3)

Sat. (%)

eoBValue

CELL (kPa)

'3_final (kPa)

'1_final (kPa)

(cc)

K0_final

Hc (cm)

Dc (cm)

Ac (cm2)

Vc (cm3)

c dry (kN/m3)

ec

w (%)

Sat (%)

1'- 3' (kPa) :

f (%)

u (kPa)

3' (kPa)

' (kPa)

Initial Dimensions

14.94

29

0.62

100

205


-43.6

7.24

41.11

0.42

May 11, 2016 MS May 27, 2016

13.86

569.9

44.4

TM/MMDATE TESTED BY CHECKED BY DATE

62


7.23

2.69

50.4

11.18

86

Ko-Consolidation Results

209

147

1.19

12.03

1.00

100

1.36

Vc


ASTM D4767-11

CKoU

789

215 kPa

Client:

Project:

Location:

Project No.: 1403337/13000






Lab ID No: 152

CHECKED BY DATE

Location:


ASTM D4767-11

Client:

Project:

1403337/13000Project No.:

TM/MM May 11, 2016 MS May 27, 2016TESTED BY DATE

0

20

40

60

80

100

0 50 100 150 200 250

s'1 (kPa)

Ko-Consolidation

CKoU

-8.0

-6.0

-4.0

-2.0

0.0

0 1000 2000 3000 4000 5000 6000 7000Time (min)

Volumetric Strain vs Time






Lab ID No: 152


ASTM D4767-11


TM/MM May 11, 2016 MS May 27, 2016

Client:

Project:

Location:

Project No.: 1403337/13000

0

50

100

150

200

0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5Axial Strain (%)

Deviator Stress

CKoU

0

15

30

45

60

75

0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5Axial Strain (%)

Excess Pore Water Pressure






Lab ID No: 152

nooo


ASTM D4767-11

Project No.:

Client:

Project:

Location:

1403337/13000

May 11, 2016CHECKED BY

MSTM/MM May 27, 2016DATE DATETESTED BY

0

50

100

150

0 50 100 150 200 250 300

p' = ( '1 + '3) / 2 (kPa)

Stress Paths

CKoU

0

50

100

150

0 50 100 150 200 250 300


Mohr Stress Circles



Note: Plot shows Mohr circles of principaleffective stresses at failure. Mohr circles oftotal stresses can be calculated using Ureported in summary page. Failure criterionused is maximum deviator stress.






Lab ID No: 152

Type : Intact Soil Classification: CI


Visual Description

Other Remarks: LL=37, PL=22, PI=15.

Machine:

Chamber:








Saturation (%):

Void ratio, e:

Gs (calculated):

t50 (min):

Project:


ASTM D4767-11

Client:

Location:

Project No.:



After Consolidation

Truepath Load Frame - Stn. 5

KW

Soil

1403337/13000

14.94 13.86 245132

7.23 7.24 LP-175

41.05 41.11 PS-3373

614 570 PS-3278

PS-3127

16.81 17.37 0.20


11.18 12.03

100 100

1.36 1.19

1' - 3' MAX: 147

pwp (kPa): 698

Strength Results

2.69 2.69

MS

29u (kPa):



1' (kPa): 209

B value: 1.00


N/A

SILTY CLAY, some shells, dark grey, w > PL, firm.

0.62

3' (kPa): 62

May 27, 2016TM/MM May 11, 2016

Strain, f (%):



APPENDIX F-4Triaxial Compression CIU Tests - 2014








Lab ID No: 152

Test

Sample

Ho (cm)

Do (cm)

Gs (Assumed)

w (%)

o dry (kN/m3)

Sat. (%)

eo

BValue

CELL (kPa)

OCR

3c (kPa)

(cc)

Hc (cm)

Dc (cm)

Ac (cm2)

Vc (cm3)

c dry (kN/m3)

ec

w (%)

Sat (%)

1'- 3' (kPa) :

f (%)

u (kPa)

3' (kPa)

' (kPa)

430 kPa

1.00

Note: Stage consolidation results represent values at end of each loading.

Stage 5 (430 kPa)

1117

N/A

423

Client:

Project:

Location:

Project No.: 1403337/13000

29474

Stage 2 (80 kPa)

Vc

Stage 3 (150 kPa)

34


ASTM D4767-11

CIU

N/AN/A

728

Stage 1 (40 kPa)

N/A

768 838

370

296

1.07

12.82

7.24

2.70

56.8

10.46

Stage Consolidation Results

1.53

100

74


Stage 4 (300 kPa)

-38.6


-22.5

15.60

524.0

-1.0

June 4, 2016 MS June 23, 2016

39.5

-31.9 -19.3

144


33.59

100

6.54

341

13.02

988

Initial Dimensions

15.60

N/A







Lab ID No: 152Project No.:

TM/MM June 4, 2016 MS June 23, 2016TESTED BY DATE CHECKED BY DATE

Location:


ASTM D4767-11

Client:

Project:

1403337/13000

1.00

1.10

1.20

1.30

1.40

1.50

1.60

0.0 100.0 200.0 300.0 400.0 500.0

Total Stress (kPa)

Void Ratio vs Total Stress

Stage 1 (40 kPa)

Stage 2 (80 kPa)

Stage 3 (150 kPa)

Stage 4 (300 kPa)

Stage 5 (430 kPa)

1.00

1.10

1.20

1.30

1.40

1.50

1.60

0 1000 2000 3000 4000 5000 6000 7000 8000

Time (min)

Void Ratio vs Time







Lab ID No: 152


ASTM D4767-11

Client:

Project:

Location:

Project No.: 1403337/13000

TM/MM June 4, 2016 MS June 23, 2016TESTED BY DATE CHECKED BY DATE

1.00

1.10

1.20

1.30

1.40

1.50

1.60

10.0 100.0 1000.0

Total Stress (kPa)


-140

-120

-100

-80

-60

-40

-20

0

0 1000 2000 3000

Time (min)

Volume Change vs Time

Stage 1 (40 kPa)

Stage 2 (80 kPa)

Stage 3 (150 kPa)

Stage 4 (300 kPa)

Stage 5 (430 kPa)

Note: points represent values at end of each loading.







Lab ID No: 152

June 23, 2016

Client:

Project:

Location:

Project No.: 1403337/13000


ASTM D4767-11


TM/MM June 4, 2016 MS

0

50

100

150

200

250

300

350

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0Axial Strain (%)

Deviator Stress

CIU

0

100

200

300

400

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0Axial Strain (%)








Lab ID No: 152

nooo

DATETESTED BY

June 4, 2016CHECKED BY

MSTM/MM June 23, 2016DATE


ASTM D4767-11

Project No.:

Client:

Project:

Location:

1403337/13000

0

50

100

150

200

250

0 50 100 150 200 250 300 350 400 450 500

p' = ( '1 + '3) / 2 (kPa)

Stress Paths

CIU

0

50

100

150

200

250

0 50 100 150 200 250 300 350 400 450 500


Mohr Stress Circles










Lab ID No: 152

Type : Intact Soil Classification: CH


Visual Description

Other Remarks: Small sand cracks observed on the side of sample due to shells. Cracks patched.

LL=53, PL=27, PI=26. Sample taken from 28cm to 45cm.

Machine:

Chamber:








Saturation (%):

Void ratio, e:

Gs (Assumed):

t50 (min):

TM/MM June 4, 2016

Strain, f (%):


1.00


N/A

SILTY CLAY; some sand; trace shells, brown, moist, firm.

13.02

3' (kPa): 74

June 23, 2016

2.70

MS

341u (kPa):



1' (kPa): 370

B value:

100 100

1.53 1.07

1' - 3' MAX: 296

pwp (kPa): 702

Strength Results

2.70

PS-3134

16.39 17.88 0.20


10.46 12.82

41.18 33.59 PS-3265

642 524 PS-3264

15.60 15.60 227408

7.24 6.54 LP-1215

Project No.:



After Consolidation


KW

Soil

1403337/13000

Project:


ASTM D4767-11

Client:

Location:







Lab ID No: 152

Test

Sample

Ho (cm)

Do (cm)

Gs (calculated)

w (%)

o dry (kN/m3)

Sat. (%)

eo

BValue

CELL (kPa)

OCR

3c (kPa)

(cc)

Hc (cm)

Dc (cm)

Ac (cm2)

Vc (cm3)

c dry (kN/m3)

ec

w (%)

Sat (%)

1'- 3' (kPa) :

f (%)

u (kPa)

3' (kPa)

' (kPa)

Initial Dimensions

15.10

N/A

904

165

9.70

100

6.88

-17.8

169


37.22

May 11, 2016 MS June 16, 2016

-12.5

15.10

562.2

-9.1

39.5


Stage 4 (215 kPa)

-10.7

48


7.18

2.72

46.3

11.80


1.26

226

179

1.08

12.85

N/A

740

Stage 1 (50 kPa)

N/A

789 859

Vc

Stage 3 (170 kPa)

50


ASTM D4767-11

CIU

N/A

21499

Stage 2 (100 kPa)

100

Client:

Project:

Location:

Project No.: 1403337/13000


215 kPa

0.98







Lab ID No: 152

CHECKED BY DATE

Location:


ASTM D4767-11

Client:

Project:

1403337/13000Project No.:

TM/MM May 11, 2016 MS June 16, 2016TESTED BY DATE

1.05

1.10

1.15

1.20

1.25

1.30

0.0 50.0 100.0 150.0 200.0 250.0

Total Stress (kPa)


Stage 1 (50 kPa)

Stage 2 (100 kPa)

Stage 3 (170 kPa)

Stage 4 (215 kPa)

1.05

1.10

1.15

1.20

1.25

1.30

0 1000 2000 3000 4000 5000 6000

Time (min)

Void Ratio vs Time







Lab ID No: 152


ASTM D4767-11

Client:

Project:

Location:

Project No.: 1403337/13000

TM/MM May 11, 2016 MS June 16, 2016TESTED BY DATE CHECKED BY DATE

1.05

1.10

1.15

1.20

1.25

1.30

10.0 100.0 1000.0

Total Stress (kPa)



-60

-50

-40

-30

-20

-10

0

0 500 1000 1500 2000 2500 3000

Time (min)


Stage 1 (50 kPa)

Stage 2 (100 kPa)

Stage 3 (170 kPa)

Stage 4 (215 kPa)







Lab ID No: 152


ASTM D4767-11


TM/MM May 11, 2016 MS June 16, 2016

Client:

Project:

Location:

Project No.: 1403337/13000

0

50

100

150

200

250

0.0 2.0 4.0 6.0 8.0 10.0 12.0Axial Strain (%)

Deviator Stress

CIU

0

50

100

150

200

0.0 2.0 4.0 6.0 8.0 10.0 12.0Axial Strain (%)








Lab ID No: 152

nooo


ASTM D4767-11

Project No.:

Client:

Project:

Location:

1403337/13000

May 11, 2016CHECKED BY

MSTM/MM June 16, 2016DATE DATETESTED BY

0

50

100

150

0 50 100 150 200 250 300

p' = ( '1 + '3) / 2 (kPa)

Stress Paths

CIU

0

50

100

150

0 50 100 150 200 250 300


Mohr Stress Circles










Lab ID No: 152

Type : Intact Soil Classification: CI


Visual Description

Other Remarks: Small sand cracks observed on the side of sample. Cracks patched.

LL=37, PL=22, PI=15.

Machine:

Chamber:








Saturation (%):

Void ratio, e:

Gs (calculated):

t50 (min):

Project:


ASTM D4767-11

Client:

Location:

Project No.:



After Consolidation


KW

Soil

1403337/13000

15.10 15.10 682884

7.18 6.88 LP-174

40.54 37.22 PS-3322

612 562 PS-3146

PS-3190

17.27 17.94 0.2 and 1.0


11.80 12.85

100 100

1.26 1.08

1' - 3' MAX: 179

pwp (kPa): 692

Strength Results

2.72 2.72

MS

165u (kPa):



1' (kPa): 226

B value: 0.98


N/A

SILTY CLAY, trace shells, greyish brown, w > PL, firm.

9.70

3' (kPa): 48

June 16, 2016TM/MM May 11, 2016

Strain, f (%):





Client: Trans Mountain Pipeline L.P. Borehole: BH14-12

Project: Sample: TP-2

Location: Burnaby, BC Depth (m): 6.50-6.65

Project No.: Lab ID No:

Test

Sample

Ho (cm)

Do (cm)

Gs (assumed)

w (%)

o dry (kN/m3)

Sat. (%)

eo

BValue

CELL (kPa)

OCR

3c' (kPa)

(cc)

t50 (min)

Hc (cm)

Dc (cm)

Ac (cm2)

Vc (cm3)

c dry (kN/m3)

ec

w (%)

Sat (%)

1'- 3' (kPa) :

f (%)

u (kPa)

3' (kPa)

' (kPa)

Initial Dimensions

16.30

49

12.49

100

100

53

1.63

-52.1

6.81

36.44

N/A


16.30

TM/MMDATE TESTED BY

April 27, 2015 L.LeeCHECKED BY

May 13, 2015DATE

11.00

593.8

52.3

1.42

3


60

57

1.00

7.10

2.71

60.0

10.12

752

n/a


Vc


ASTM D4767-11

CIU-1

64.2 kPa

1091403337

Westridge Marine Terminal - Offshore Geotechnical Investigation





Sample: TP-2

Burnaby, BC Depth (m): 6.50-6.65

Lab ID No: 109


ASTM D4767-11


TM/MM April 27, 2015 L.Lee May 13, 2015

Client:

Project:

Location:

Project No.: 1403337


0

10

20

30

40

50

60

70

0 5 10 15 20 25

Axial Strain (%)

Deviator Stress

64.2 kPa

0

10

20

30

40

50

60

0 5 10 15 20 25

Axial Strain (%)






Sample: TP-2


Lab ID No: 109

nooo


ASTM D4767-11

Project No.:

Client:

Project:

Location:

1403337


April 27, 2015CHECKED BY

L.LeeTM/MM May 13, 2015DATE DATETESTED BY

0

10

20

30

40

50

0 10 20 30 40 50 60 70 80 90 100

p' = ( '1 + '3) / 2 (kPa)

Stress Paths

64.2 kPa

0

10

20

30

40

50

0 10 20 30 40 50 60 70 80 90 100


Mohr Circles Deviator Stress


Figure not to natural





Trans Mountain Pipeline L.P. BoreHole: BH14-12

Sample: TP-2


Lab ID No: 109

Type : Undisturbed Soil Classification: N/A

Saturation Method: Back Pressure Saturation Material Type:

Visual Description:

Other Remarks:

Machine:

Chamber:






wet (kN/m3): Feed Rate (%/hr):


Saturation (%):

Void ratio, e:

Gs (assumed):

t50 (min):

Project:


ASTM D4767-11

Client:


Location:

Project No.:



After Consolidation

Truepath Load Frame - Stn.2

KW

Soil

1403337

16.30 16.30 210894

7.10 6.81 LP-267

39.63 36.44 PS-3327

646 594 PS-3278

PS-3127

16.19 16.75 0.20


10.12 11.00

100 100

1.63 1.42

1' - 3' MAX: 57

pwp (kPa): 699

Strength Results

2.71 2.71

L.Lee

49u (kPa):


'eff = cell - pwp (kPa) 53

1' (kPa): 60

B value: 1.00


N/A

SILTY CLAY; trace sand, grey, moist, very soft.

12.49


3' (kPa): 3

May 13, 2015TM/MM April 27, 2015

Strain, f:


APPENDIX F-5Isotropic Compression tests - 2014








Lab ID No: 152

Ho (cm)

Do (cm)

Gs (calculated)

w (%)

o dry (kN/m3)

Sat. (%)

eo

BValue

CELL (kPa)

3c (kPa)

(cc)

CELL (kPa)

3c (kPa)

(cc)

CELL (kPa)

3c (kPa)

(cc)

CELL (kPa)

3c (kPa)

(cc)

Hc (cm)

Dc (cm)

Ac (cm2)

Vc (cm3)

c dry (kN/m3)

ec

w (%)

Sat (%)


15.10

1.22

7.18

2.67

46.3

11.80

0.98

100

4.2

Client:

Project:

Location:

Project No.: 1403337/13000

Isotropic Compression Test for SoilsReference

ASTM D4767-11

216

789

101

730

Stage 1 (40 kPa)

41

767

Stage 5 (100 kPa)

838

Stage 3 (150 kPa)


102

6.88

37.22

15.10

562.2

1.04

12.85

39.5

-6.3

740

-19.4

907 791

1489 1086

Stage 4 (215 kPa)Stage 2 (80 kPa)

989

Vc 3.4 -2.5

148

Vc -40.5

935

52 246 297 429

-15.1 -13.8 -20.9

907


May 30, 2016 MS June 29, 2016

Stage 10 (430 kPa)

1119


100

Stage 6 (50 kPa) Stage 7 (100 kPa)

905

-23.9


1120 1290

889 1098

Initial Dimensions

77

789

217 100 216 429 599

Stage 11 (215 kPa) Stage 12 (100 kPa) Stage 13 (215 kPa) Stage 14 (430 kPa) Stage 15 (600 kPa)

Vc 2.4 4.3 -2.8 -7.5 -14.5

-5.9

1490

798 395 198 406 799

Stage 16 (800 kPa) Stage 17 (400 kPa) Stage 18 (200 kPa) Stage 19 (400 kPa) Stage 20 (800 kPa)

Vc -17.9 2.7 2.6 -1.7







Lab ID No: 152Project No.:


Location:


ASTM D4767-11

Client:

Project:

1403337/13000

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

0.0 100.0 200.0 300.0 400.0 500.0 600.0 700.0 800.0 900.0

Total Stress (kPa)












0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

0 5000 10000 15000 20000 25000 30000 35000

Time (min)

Void Ratio vs Time







Lab ID No: 152


ASTM D4767-11

Client:

Project:

Location:

Project No.: 1403337/13000


0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

10.0 100.0 1000.0

Total Stress (kPa)


-180

-160

-140

-120

-100

-80

-60

-40

-20

0

0 500 1000 1500 2000 2500 3000 3500 4000 4500

Time (min)


Stage 1 (40 kPa) Stage 2 (80 kPa)Stage 3 (150 kPa) Stage 4 (215 kPa)Stage 5 (100 kPa) Stage 6 (50 kPa)Stage 7 (100 kPa) Stage 8 (245 kPa)Stage 9 (300 kPa) Stage 10 (430 kPa)Stage 11 (215 kPa) Stage 12 (100 kPa)Stage 13 (215 kPa) Stage 14 (430 kPa)Stage 15 (600 kPa) Stage 16 (800 kPa)Stage 17 (400 kPa) Stage 18 (200 kPa)Stage 19 (400 kPa) Stage 20 (800 kPa)



APPENDIX F-6Cyclic Direct Simple Shear tests (CDSS) – 2014

Note: The asymmetric cyclic shear stress-strain loops shown in the CDSS test reports were inferred to be caused by the localized sand and/or shell fragments inside the tested samples.


Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions

NORSOK G-001

Vertical LVDT Serial No.:Vertical Load Cell Serial No.:Shear Load Cell Serial No.:

Equipment Description: GDS - Station 2

Max. DU at N= n/a (zero load)

Min. DU at N= n/a (zero load)

Initial Vertical Stress (kPa)

Initial Shear Stress (kPa)

Applied Shear Bias (kPa)

Rate of Shearing (%/hr)

Peak Shear Strength (kPa)

CSR

Cycles to 3.75% Shear Strain


Max Cyclic Shear Stress (kPa)

Max. Shear Strain at N= n/a (zero load)

Min. Shear Strain at N= n/a (zero load)

Moist Tamping

23.20

70.54

39.08

64.79

8.09

Post Cyclic Monotonic Test Results

46.47

-0.79

0.017

Project No.:Project:Location:Client:

1403337/3000

Westridge Marine Terminal

Burnaby, BC

Trans Mountain Pipeline L.P.

Sample Number:Test ID:Depth (m):Lab ID No:

BH14-12 Sa 2

64.2kPa, 8kPa 1min Cyclic

6.10-6.70

109

Comments / Special InstructionsComments / Special InstructionsOnly 100 cycles requested

Maximum Shear Strain MAX (%) 20.00

Shear Strength at MAX (kPa) 20.80

3.75% not reached

3.75% not reached

Excess Pore Pressure at Peak (kPa) 29.35

Ratio of Peak / 'v 0.33

3.75% not reached

3.75% not reached

0.00

1.00

21.16

3.75% not reached

0.12

Cyclic Test Results

Frequency (Hz)

N/A

Axial Strain at end of Consol. % 7.05

Change in Height Hc (mm) 1.64

64.92

64.69Max Applied Vertical Stress (kPa)Vertical Stress at end of Consol (kPa)

Consolidation

Max. Axial Strain % 7.05N/AEffective Overburden Pressure (kPa)

>100

16.37

10.40

Weight Volume Relationships

Initial Wet Mass (g) Initial Water Content (%) 57.44

Dry Mass (g) Initial Saturation (%) 99.96

151.27

15.1 Liquid Limit 61

Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

Golder Associates Ltd.300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2

Volume (cm3) Shear Strength est. (kPa) N/A

Specific Gravity (Measured) Sensitivity N/A

90.67Area (cm2) Fines Fraction (%) 84.9 Plastic Limit 29

Initial Wet Unit Weight (kN/m3) Final Water Content (%) 53.54

Initial Dry Unit Weight (kN/m3) Final Saturation (%)

General Remarks11897

38408

158877

Sample Properties

Preparation Method


The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

G. Patton May 7, 2015 M. Sanin April 6, 2016

2.71

96.08

Laboratory OCR

Visual Description Clayey SILT, grey, moist, soft, some shells, some sand

Height (mm)

Diameter (mm) Sand Fraction (%)


NORSOK G-001Project No.:Project: Test ID:Location: Depth (m):Client: Lab ID No:

DATE




G. Patton April 6, 2016

TESTED BY DATE

M. Sanin

CHECKED BY

May 7, 2015

Load (kN) 0.101 0.2537

Axial Strain (%) 1.89 7.05

Duration (min) 240 5328

Increment (kPa) 25

Stress at end of Consolidation (kPa)

Axial Strain at end of Consolidation (%)

OCR

Change in Height Hc (mm)

64.69

7.05

N/A

1.64

CommentsVolumetric strains during consolidation may not be comparable to those measured in an oedometer test due to seating of the platens and possible lateral sample deformation during loading.

64.2

1403337/3000 Sample Number: BH14-12 Sa 2Westridge Marine Terminal 64.2kPa, 8kPa 1min Cyclic

Consolidation Summary

Burnaby, BC 6.10-6.70


0.000.200.400.600.801.001.201.401.601.80

0 1000 2000 3000 4000 5000 6000Time (min)

0

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700 1000 2000 3000 4000 5000 6000

Time (min)











0.20

0.15

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0.00

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0.6 0.4 0.2 0 0.2 0.4 0.6Shear Strain (%)

N = 1

N = 100

10

8

6

4

2

0

2

4

6

8

10

0 10 20 30 40 50 60 70Effective Vertical Stress (kPa)

N = 1

N = 100











0.50

0.40

0.30

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0.10

0.00

0.10

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0.30

0.40

0.50

0 20 40 60 80 100 120Number of Cycles (N)

N = 1

N = 100

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0.45

0.5


N = 1

N = 100











2

0

2

4

6

8

10

12

14

16

18

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22

2 0 2 4 6 8 10 12 14 16 18 20Shear Strain (%)

0

5

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30

35

2 0 2 4 6 8 10 12 14 16 18 20Shear Strain (%)











5

0

5

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25

0 10 20 30 40 50 60Vertical Stress (kPa)

0.05

0.00

0.05

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0.25

0.30

0.35

2 0 2 4 6 8 10 12 14 16 18 20Shear Strain (%)


NORSOK G-001


General Remarks11897

38408

158877

Sample Properties

Preparation Method




2.71

89.16

Laboratory OCR

Visual Description Clayey SILT, grey, moist, soft, some shells, some sand

Height (mm)

Diameter (mm) Sand Fraction (%) 15.1 Liquid Limit 61



Volume (cm3) Shear Strength est. (kPa) N/A

Specific Gravity (Measured) Sensitivity N/A

91.36Area (cm2) Fines Fraction (%) 84.9 Plastic Limit 29

Initial Wet Unit Weight (kN/m3) Final Water Content (%) 59.46

Initial Dry Unit Weight (kN/m3) Final Saturation (%) >100

15.96

9.57


Initial Wet Mass (g) Initial Water Content (%) 66.68

Dry Mass (g) Initial Saturation (%) >100

148.61

Consolidation

Max. Axial Strain % 8.75N/AEffective Overburden Pressure (kPa)

0.12

Cyclic Test Results

Frequency (Hz)

N/A

Axial Strain at end of Consol. % 8.75

Change in Height Hc (mm) 2.05

65.01

64.54Max Applied Vertical Stress (kPa)Vertical Stress at end of Consol (kPa)

BH14-12 Sa 2

64.2kPa, 8kPa 5min Cyclic

6.10-6.70

109

Comments / Special InstructionsPost cyclic monotonic test not requested

Comments / Special InstructionsOnly 100 cycles requested

Maximum Shear Strain MAX (%)

Shear Strength at MAX (kPa)

44.41

43.91

Excess Pore Pressure at Peak (kPa)

Ratio of Peak / 'v

2.41

0.16

84

Project No.:Project:Location:Client:

1403337/3000

Westridge Marine Terminal

Burnaby, BC

Trans Mountain Pipeline L.P.

Sample Number:Test ID:Depth (m):Lab ID No:

Equipment Description: GDS - Station 2

Max. DU at N=84 (zero load)

Min.


Initial Shear Stress (kPa)

Applied Shear Bias (kPa)

Rate of Shearing (%/hr)


CSR

Cycles to 3.75% Shear Strain


Max Cyclic Shear Stress (kPa)

Max. Shear Strain at N=84 (zero load)

Min. Shear Strain at N=84 (zero load)

Moist Tamping

23.39

70.52

39.06

65.18

7.96

Post Cyclic Monotonic Test Results

0.003







Increment (kPa) 25



OCR


64.54

8.75

N/A

2.05


64.2Load (kN) 0.1005 0.2539

Axial Strain (%) 1.47 8.75


DATE





TESTED BY DATE

M. Sanin

CHECKED BY

May 15, 2015

0.00

0.50

1.00

1.50

2.00

2.500 2000 4000 6000 8000 10000 12000 14000 16000

Time (min)

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0.20

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0.05

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0.20

8 6 4 2 0 2 4 6 8Shear Strain (%)

N = 1

N = 100

10

8

6

4

2

0

2

4

6

8

10

0 10 20 30 40 50 60 70Effective Vertical Stress (kPa)

N = 1

N = 100











8.00

6.00

4.00

2.00

0.00

2.00

4.00

6.00

8.00


N = 1

N = 100

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1


N = 1

N = 100


APPENDIX F-7Monotonic Direct Simple Shear tests (DSS) - 2014


Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions

NORSOK G-001



Location: Burnaby, BC Depth (m): 7.90-7.95Client: Trans Mountain Pipeline L.P. Lab ID No: 109

Project No.: 1403337/3000 Sample Number: BH14-05 Sa 3Project: Westridge Marine Terminal-Offshore Invest. Test ID: 79.3kPa, Static (11%/hr)

Sample Properties

Preparation Method Trim from Undisturbed Visual Description Clayey SILT, grey, moist, soft, some shells

Height (mm) 23.57

General Remarks Equipment Description: GDS - Station 1113179

89612

30465

Area (cm2) 39.19 Fines Fraction (%) 90.4 Plastic Limit 36Diameter (mm) 70.64 Sand Fraction (%) 9.6 Liquid Limit 74

Volume (cm3) 92.37 Shear Strength est. (kPa) N/A

Specific Gravity (Measured) 2.68 Sensitivity N/A


Initial Wet Mass (g) 143.95 Initial Water Content (%) 76.28

Dry Mass (g) 81.66 Initial Saturation (%) >100

Max Applied Vertical Stress (kPa) 79.35 Axial Strain at end of Consol. % 12.08

Vertical Stress at end of Consol (kPa) 79.20 Change in Height Hc (mm)

Initial wet (kN/m3) 15.29 Final Water Content (%) 65.67

Initial dry (kN/m3) 8.67 Final Saturation (%) >100

Consolidation

Effective Overburden Pressure (kPa) N/A Max. Axial Strain % 12.09

2.85

Initial Shear Stress (kPa) 0.23

Applied Shear Bias (kPa) 0.00

Maximum Shear Strain MAX (%) 20.00

Shear Strength at MAX (kPa) 23.27

Initial Vertical Stress (kPa) 79.12

Direct Simple Shear Test Results

23.78

Laboratory OCR N/A

Excess Pore Pressure at Peak (kPa) 35.57

Comments / Special Instructions





G. Patton March 26, 2015 M. Sanin April 6, 2016

Ratio of Peak / 'v 0.30

Rate of Shearing (%/hr) 11.00

Test Condition Undrained



DATE





TESTED BY DATE

M. Sanin

CHECKED BY

March 26, 2015

9306

Load (kN) 0.0982 0.1959 0.311

Axial Strain (%) 2.36 5.89 12.09


Increment (kPa) 25



OCR


79.20

12.08

N/A

2.85


50 79.3

1403337/3000 Sample Number: BH14-05 Sa 3Westridge Marine Terminal-Offsh 79.3kPa, Static (11%/hr)




0.00

0.50

1.00

1.50

2.00

2.50

3.000 2000 4000 6000 8000 10000 12000 14000

Time (min)

01020304050

60708090

0 2000 4000 6000 8000 10000 12000 14000Time (min)


NORSOK G-001Project No.:Project: Test ID:Location: Depth

port of vancouver | - c:usersmbellamydesktoptemp ......furnace temperature organic matter % 4.2 n/a...

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