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GEOTECHNICAL INVESTIGATION SEVEN BRIDGE SITES, PEACE DISTRICT

GEOTECHNICAL DATA REPORT

GOOD BRIDGE #07205 LILLICO BRIDGE #07737

KERCHER BRIDGE #07125 CLOSE BRIDGE #07277 IRVING BRIDGE #07124

HOPKINS/LIVINGSTONE BRIDGE #07123 THOMPSON/FIVE MILE BRIDGE #07142

Report

to

BC Ministry of Transportation and Infrastructure

David N. Regehr, M.Eng., P.Eng.Review Principal

Date: March 30, 2017 Andrew A. Chand, M.Eng., P.Eng.File: 16022 Project Engineer

VANCOUVER • VICTORIA • KAMLOOPS thurber.ca

i

TABLE OF CONTENTS

1. INTRODUCTION ............................................................................................................... 1

2. PROJECT DESCRIPTION ................................................................................................ 1

3. SURFICIAL GEOLOGY .................................................................................................... 1

3.1 Good and Lillico Bridges ....................................................................................... 1

3.2 Close, Irving, Thompson/Five Mile, and Lillico Bridges ......................................... 2

3.3 Kercher Bridge ...................................................................................................... 2

4. INVESTIGATIONS ............................................................................................................ 2

4.1 Drilling Investigation .............................................................................................. 2

4.2 Cone Penetration Testing ...................................................................................... 2

4.3 Laboratory Testing ................................................................................................ 3

5. SUBSURFACE CONDITIONS .......................................................................................... 3

5.1 Good Bridge .......................................................................................................... 4

5.2 Lillico Bridge .......................................................................................................... 4

5.3 Kercher Bridge ...................................................................................................... 4

5.4 Close Bridge .......................................................................................................... 5

5.5 Irving Bridge .......................................................................................................... 5

5.6 Hopkins/Livingstone Bridge ................................................................................... 5

5.7 Thompson/Five Mile Bridge ................................................................................... 5

6. INTERPRETED CPT RESULTS ....................................................................................... 6

STATEMENT OF LIMITATIONS AND CONDITIONS

LIST OF TABLES

Table 1 – Test Hole and CPT Locations

Table 2 – Elastic Moduli Estimated from CPT Data (Robertson 2015)

APPENDIX A

Unified Classification System for Soils (ASTM D2487)

Symbols and Terms Used on Test Logs

ii

Test Hole Logs

APPENDIX B

Atterberg Limit Determinations

APPENDIX C

CPT Plots

Client: BC Ministry of Transportation and Infrastructure Date: March 30, 2017 File No.: 16022 Page 1 of 6 E-File: doc1_2017.03.30_16022_Peace Bridge Replacements Geotechnical Data Report_FINAL

1. INTRODUCTION

This report presents the results of a geotechnical investigation carried out by Thurber Engineering Ltd. at seven existing bridges in the Peace District near Fort St. John and Dawson Creek, BC. The scope of work was outlined in our proposal letter dated November 7, 2016. Authorization to proceed with the work was received from the B.C. Ministry of Transportation and Infrastructure (MoTI) via email. This work is being performed under our “As and When” Geotechnical Services Contract - Northern Region (Contract No. 860 CS 0931).

It is a condition of this report that Thurber’s performance of its professional services is subject to the attached Statement of Limitations and Conditions.

2. PROJECT DESCRIPTION

We understand that MoTI is proposing to replace the following seven bridges within the Peace District:

Good (Cecil Lake Road), Structure 07205

Lillico (Rohrer Road), Structure 07737

Kercher (206 Road), Structure 07125

Close (269 Road), Structure 07277

Irving (208 Road), Structure 07124

Hopkins/Livingstone (251 Road), Structure 07123

Thompson/Five Mile (Fullerton Road), Structure 07142

The above bridges are two-lane, wood structures on wood piles and primarily service local roads. MoTI would like to consider sheet pile abutments for the replacement bridges depending on soil conditions, site geometry, span length, and bridge loading. Based on span length, it is anticipated that sheet pile abutments would be constructed for the Thompson/Five Mile, Irving, and Close bridges. The remainder of the bridges are anticipated to be constructed with pile supported abutments.

The approach to Good is asphalt paved; the remainder are gravel surfaced.

3. SURFICIAL GEOLOGY

3.1 Good and Lillico Bridges

The Geological Survey of Canada (GSC) Surficial Geology Map 1460A – Charlie Lake indicates that the soil deposits where these bridges are located consist of thick glaciolacustrine deposits (primarily silt and clay).


3.2 Close, Irving, Thompson/Five Mile, and Hopkins/Livingstone Bridges

GSC Surficial Geology Map 1467A – Dawson Creek indicates that the soil deposits where these bridges are located consist of lacustrine clays, silts, and sands with minor gravels.

3.3 Kercher Bridge

GSC Surficial Geology Map 1467A – Dawson Creek indicates that the soil deposits where this bridge is located consist of lacustrine clays, silts, and sands with minor gravels, as well as poorly sorted morainal deposits (till).

4. INVESTIGATIONS

4.1 Drilling Investigation

The field drilling program was carried out between December 3 and 16, 2016, and between January 13 and 14, 2017 under the supervision of Mr. Tim Bryan, Senior Geotechnical Technologist, of Thurber. A total of 14 test holes (TH16-1 to TH17-14) were drilled with a track-mounted, auger drill rig operated by Westech Drilling of Prince George. Two test holes were drilled at each bridge (one drilled at each abutment).

Standard Penetration Tests (SPTs) were performed in all test holes to assess soil strength and density. Vane shear tests were performed within cohesive soils with a torque wrench operated field vane. Disturbed samples were obtained from the test holes at selected depths and returned to our Kamloops laboratory for visual identification, moisture content determination, determination of Atterberg limits, and grain size analyses.

A BC One Call was completed prior to mobilizing to site to identify underground utilities. Once on site, a private utility locate company (D-Tech Line Locators) was retained to screen all proposed test hole locations for metal conduits and conductors. The locating work was performed under the supervision of Thurber personnel.

The test hole locations were obtained by hand-held GPS. We understand that a base plan for each bridge site is currently being prepared by MoTI; test hole location plans will be prepared once the base plans have been completed. Table 1 on the following page lists the test hole locations relative to each bridge abutment.

Test hole logs for all of the bridge sites are provided in Appendix A.

4.2 Cone Penetration Testing

Seven cone penetration tests (CPT17-1 through -7) were performed, with one cone penetration test performed at each bridge location. The CPTs were advanced between March 2 and 6, 2017 with a truck-mounted CPT unit operated by Geonorth CPT Investigations Ltd. of Prince George, B.C.


The CPT locations were obtained by hand-held GPS. CPT locations will be included on the test hole location plans for each bridge site once the MoTI base plan has been completed. Table 1 below lists the CPT locations relative to each bridge abutment.

The detailed CPT data and plots are provided in Appendix C.

TABLE 1 TEST HOLE AND CPT LOCATIONS

Bridge Test Hole/CPT Number Location

Good TH16-1 West Abutment TH16-2 East Abutment

CPT17-1 West Abutment

Lillico TH16-3 East Abutment TH16-4 West Abutment


Kercher TH16-5 East Abutment TH16-6 West Abutment


Close TH16-7 North Abutment TH16-8 South Abutment

CPT17-6 South Abutment

Irving TH16-9 East Abutment TH16-10 West Abutment CPT17-4 East Abutment

Hopkins/Livingstone TH16-11 South Abutment TH16-12 North Abutment CPT17-5 South Abutment

Thompson/Five Mile TH17-13 East Abutment TH17-14 West Abutment CPT17-7 East Abutment

4.3 Laboratory Testing

Laboratory testing consisted of visual identification (ASTM 2488) and moisture content determinations (ASTM D4959) on selected soil samples. Atterberg Limit determinations (ASTM D4318) were also performed on selected samples.

The results of the laboratory index testing are summarized on the test hole logs in Appendix A. The results of the Atterberg Limit determinations are provided in Appendix B.

5. SUBSURFACE CONDITIONS

General descriptions of the different soil types are given in the following subsections. The reader should refer to the actual test hole logs in Appendix A for a detailed description of the soil and groundwater conditions at each location. The test hole logs provide a complete, detailed


description of the conditions encountered in the investigation and must be used in preference to the generalized descriptions provided below.

5.1 Good Bridge

The subsurface conditions encountered at Good Bridge generally consisted of asphalt pavement structure overlying silty clay and sand. Both test holes (TH16-1 and -2) were drilled within the existing roadway and encountered 200 mm of asphalt, which was underlain by 200 mm to 300 mm of pavement structure aggregates. In TH16-2 there was a 400 mm thick layer of silty clay fill with some sand and gravel below the pavement structure.

In TH16-1, soft to firm, silty clay was encountered beneath the pavement structure and extended to 4.0 m depth. This silty clay deposit was underlain by loose sand with some silt to 6.9 m depth. The sand deposit was underlain by stiff, silty clay to the termination depth of 15.8 m.

In TH16-2, the clay fill was underlain by loose to compact, silty sand to 7.6 m depth. The silty sand deposit was underlain by stiff, silty clay to the termination depth of 14.3 m.

Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the sand deposit between depths of 5.6 m and 6.9 m in TH16-1, and between depths of 6.7 m and 7.6 m in TH16-2.

5.2 Lillico Bridge

The subsurface conditions encountered at Lillico Bridge generally consisted of gravel pavement structure overlying silt and silty clay. Both test holes (TH16-3 and -4) were drilled within the existing roadway and encountered 150 mm of sandy gravel fill (surfacing), which was underlain by firm to stiff, silty clay to 2.4 m depth in TH16-3, and to 4.9 m depth in TH16-4. The clay deposit was underlain by firm, clayey silt to the termination depth of 15.8 m in TH16-3, and to 7.0 m depth in TH16-4.

In TH16-4, the clayey silt deposit was underlain by a silty clay deposit that is possibly till. This deposit extended to the termination depth of 15.8 m.

Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the silt deposit between depths of 4.0 m and 7.6 m in TH16-3, and between depths of 4.9 m and 7.0 m in TH16-4.

5.3 Kercher Bridge

The subsurface conditions encountered at Kercher Bridge generally consisted of granular fill overlying silty clay. Both test holes (TH16-5 and -6) were drilled outside of the existing roadway and encountered 0.6 m to 2.4 m of sandy gravel fill (bridge end fill), which was underlain by stiff to very stiff, silty clay to the termination depth of 18.6 m in TH16-5, and 17.2 m depth in TH16-6.

Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the clay deposit between 4.0 m and 6.1 m depth in TH16-6.


5.4 Close Bridge

The subsurface conditions encountered at Close Bridge (TH16-7 and -8) generally consisted of stiff to very stiff, silty clay. The clay deposit was very stiff in TH16-7 and extended to the termination depth of 15.7 m. The clay deposit was stiff to very stiff in TH16-8 and extended to the termination depth of 15.7 m.

Neither stabilized groundwater levels nor seepage were observed in either test hole at the time of investigation.

5.5 Irving Bridge

The subsurface conditions encountered at Irving Bridge generally consisted of granular fill overlying silty clay. Both test holes (TH16-9 and -10) were drilled within the existing roadway and encountered 0.6 m to 1.7 m of sandy gravel fill (gravel surfacing and bridge end fill), which was underlain by stiff to very stiff, silty clay to the termination depth of 18.7 m in TH16-9, and the termination depth of 15.7 m in TH16-10.

Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the clay deposit at 7.6 m depth in TH16-9.

5.6 Hopkins/Livingstone Bridge

The subsurface conditions encountered at Hopkins/Livingstone Bridge generally consisted of granular fill overlying silt and silty clay. Both test holes (TH16-11 and -12) were drilled within the existing roadway and encountered 0.8 m to 3.2 m of sandy gravel fill (gravel surfacing and bridge end fill). In TH16-11, the fill is underlain by firm silt with some sand to 3.0 m depth, and firm, clayey silt to 3.4 m depth. In TH16-12, the fill is underlain by firm to stiff, clayey silt to 6.1 m depth. In both test holes, the clayey silt deposit is underlain by stiff to very stiff silty clay and extended to the termination depth of 17.2 m in TH16-11, and the termination depth of 18.7 m in TH16-12.

Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the silt deposits between 2.4 m and 3.4 m depth in TH16-11, and at 3.2 m depth in TH16-12.

5.7 Thompson/Five Mile Bridge

The subsurface conditions encountered at Thompson/Five Mile Bridge generally consisted of granular fill overlying silty clay. Both test holes (TH17-13 and -14) were drilled within the existing roadway and encountered 0.8 m to 1.1 m of sandy gravel fill (gravel surfacing and bridge end fill), which was underlain by stiff to very stiff, silty clay with low plasticity to 9.1 m depth in both test holes. The low plasticity clay was underlain by stiff, silty clay with medium to high plasticity to the termination depth of 18.9 m in TH17-13, and to the termination depth of 17.2 m in TH17-14.

Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the clay deposit between 6.1 m and 7.6 m depth in TH17-13.


6. INTERPRETED CPT RESULTS

We understand that sheet pile wall abutments are being contemplated for a number of the bridges (typically the shorter span bridges). To assist in the design of these abutments, MoTI has requested “soil springs” (Elastic Modulus) for the soils encountered at each bridge location. Elastic moduli were estimated from the CPT data using the software program CPeT-IT published by Geologismiki. This program uses a correlation between the constrained modulus and CPT data as published in “Guide to Cone Penetration Testing for Geotechnical Engineering” (Robertson 2015). We have assumed a Poisson’s ratio of 0.2 to estimate the elastic modulus (i.e. Young’s modulus) from the constrained modulus. Table 2 on the following page provides elastic moduli at 1 m depth intervals estimated from the CPTs carried out at each bridge.

Depth (m) Close Good Hopkins Irving Kercher Lillico Thompson0 - - - - - - -1 - - - - - - -2 23 47 20 10 - - 93 16 23 13 5 10 14 74 10 22 22 12 12 37 105 8 23 18 13 16 41 156 6 19 13 9 6 41 147 6 34 10 6 7 22 138 6 23 9 7 7 16 139 7 23 8 7 8 15 1310 12 18 6 7 12 12 1211 11 19 7 10 16 25 1012 9 22 9 9 7 83 713 6 23 11 10 7 49 714 6 20 9 11 8 33 715 9 15 9 12 7 42 616 12 24 9 12 9 57 617 11 45 18 12 9 49 618 13 36 9 12 5 59 619 11 33 9 12 5 12 620 12 19 9 13 6 621 15 13 8 13 6 622 16 11 10 13 6 623 25 14 14 6 624 29 15 14 7 625 34 14 13 6 626 28 12 22 6 627 26 11 10 8 628 12 10 7 629 10 11 10 630 9 12 7 5

Elastic Modulus (MPa)

Elastic Moduli Estimated from CPT Data (Robertson 2015)TABLE 2

STATEMENT OF LIMITATIONS AND CONDITIONS

1. STANDARD OF CARE

This Report has been prepared in accordance with generally accepted engineering or environmental consulting practices in the applicable jurisdiction. No other warranty, expressed or implied, is intended or made.

2. COMPLETE REPORT

All documents, records, data and files, whether electronic or otherwise, generated as part of this assignment are a part of the Report, which is of a summary nature and is not intended to stand alone without reference to the instructions given to Thurber by the Client, communications between Thurber and the Client, and any other reports, proposals or documents prepared by Thurber for the Client relative to the specific site described herein, all of which together constitute the Report.

IN ORDER TO PROPERLY UNDERSTAND THE SUGGESTIONS, RECOMMENDATIONS AND OPINIONS EXPRESSED HEREIN, REFERENCE MUST BE MADE TO THE WHOLE OF THE REPORT. THURBER IS NOT RESPONSIBLE FOR USE BY ANY PARTY OF PORTIONS OF THE REPORT WITHOUT REFERENCE TO THE WHOLE REPORT.

3. BASIS OF REPORT

The Report has been prepared for the specific site, development, design objectives and purposes that were described to Thurber by the Client. The applicability and reliability of any of the findings, recommendations, suggestions, or opinions expressed in the Report, subject to the limitations provided herein, are only valid to the extent that the Report expressly addresses proposed development, design objectives and purposes, and then only to the extent that there has been no material alteration to or variation from any of the said descriptions provided to Thurber, unless Thurber is specifically requested by the Client to review and revise the Report in light of such alteration or variation.

4. USE OF THE REPORT

The information and opinions expressed in the Report, or any document forming part of the Report, are for the sole benefit of the Client. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION THEREOF WITHOUT THURBER’S WRITTEN CONSENT AND SUCH USE SHALL BE ON SUCH TERMS AND CONDITIONS AS THURBER MAY EXPRESSLY APPROVE. Ownership in and copyright for the contents of the Report belong to Thurber. Any use which a third party makes of the Report, is the sole responsibility of such third party. Thurber accepts no responsibility whatsoever for damages suffered by any third party resulting from use of the Report without Thurber’s express written permission.

5. INTERPRETATION OF THE REPORT

a) Nature and Exactness of Soil and Contaminant Description: Classification and identification of soils, rocks, geological units, contaminant materials and quantities have been based on investigations performed in accordance with the standards set out in Paragraph 1. Classification and identification of these factors are judgmental in nature. Comprehensive sampling and testing programs implemented with the appropriate equipment by experienced personnel may fail to locate some conditions. All investigations utilizing the standards of Paragraph 1 will involve an inherent risk that some conditions will not be detected and all documents or records summarizing such investigations will be based on assumptions of what exists between the actual points sampled. Actual conditions may vary significantly between the points investigated and the Client and all other persons making use of such documents or records with our express written consent should be aware of this risk and the Report is delivered subject to the express condition that such risk is accepted by the Client and such other persons. Some conditions are subject to change over time and those making use of the Report should be aware of this possibility and understand that the Report only presents the conditions at the sampled points at the time of sampling. If special concerns exist, or the Client has special considerations or requirements, the Client should disclose them so that additional or special investigations may be undertaken which would not otherwise be within the scope of investigations made for the purposes of the Report.

b) Reliance on Provided Information: The evaluation and conclusions contained in the Report have been prepared on the basis of conditions in evidence at the time of site inspections and on the basis of information provided to Thurber. Thurber has relied in good faith upon representations, information and instructions provided by the Client and others concerning the site. Accordingly, Thurber does not accept responsibility for any deficiency, misstatement or inaccuracy contained in the Report as a result of misstatements, omissions, misrepresentations, or fraudulent acts of the Client or other persons providing information relied on by Thurber. Thurber is entitled to rely on such representations, information and instructions and is not required to carry out investigations to determine the truth or accuracy of such representations, information and instructions.

c) Design Services: The Report may form part of design and construction documents for information purposes even though it may have been issued prior to final design being completed. Thurber should be retained to review final design, project plans and related documents prior to construction to confirm that they are consistent with the intent of the Report. Any differences that may exist between the Report’s recommendations and the final design detailed in the contract documents should be reported to Thurber immediately so that Thurber can address potential conflicts.

d) Construction Services: During construction Thurber should be retained to provide field reviews. Field reviews consist of performing sufficient and timely observations of encountered conditions in order to confirm and document that the site conditions do not materially differ from those interpreted conditions considered in the preparation of the report. Adequate field reviews are necessary for Thurber to provide letters of assurance, in accordance with the requirements of many regulatory authorities.

6. RELEASE OF POLLUTANTS OR HAZARDOUS SUBSTANCES

Geotechnical engineering and environmental consulting projects often have the potential to encounter pollutants or hazardous substances and the potential to cause the escape, release or dispersal of those substances. Thurber shall have no liability to the Client under any circumstances, for the escape, release or dispersal of pollutants or hazardous substances, unless such pollutants or hazardous substances have been specifically and accurately identified to Thurber by the Client prior to the commencement of Thurber’s professional services.

7. INDEPENDENT JUDGEMENTS OF CLIENT

The information, interpretations and conclusions in the Report are based on Thurber’s interpretation of conditions revealed through limited investigation conducted within a defined scope of services. Thurber does not accept responsibility for independent conclusions, interpretations, interpolations and/or decisions of the Client, or others who may come into possession of the Report, or any part thereof, which may be based on information contained in the Report. This restriction of liability includes but is not limited to decisions made to develop, purchase or sell land.

HKH/LG_Dec 2014

APPENDIX A

Unified Classification System for Soils (ASTM D2487)

Symbols and Terms Used on Test Logs

Test Hole Logs

AS

GP

CL

SM

CL

CL

0.2m

0.5m

4.0m

6.9m

8.7m

1

2

3

4

5

6

7

8

9

10

11

12

13

ASPHALT (approximately 200 mm thick)

Moist, brown, sandy GRAVEL (Road baseFILL); sub-angular to angular gravel to25 mm diameter; trace silt

Soft to firm, moist, brown, silty CLAY;trace fine sand; low plasticity

Loose, moist, brown, fine grained SAND;some silt

- wood in SPT sample

Stiff, moist, grey-brown, silty CLAY; lowplasticity

Stiff, moist, grey, silty CLAY; trace finegravel; trace sand

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube

C-CoreA-Auger G-Grab V-Vane

1

2

3

4

5

6

7

8

9

Driller: Dave Schwartz

Drill Make/Model: Morooka B54

CLA

SSIF

ICAT

ION

Location: Good Bridge (Cecil Lake Road) - Northern Region

Date(s) Drilled: December 3, 2016

Drilling Method: Solid Stem AugerCoordinates taken with GPS

Project: Peace District Bridge Replacements

L#-Lab SampleW-Wash(mud return)

Elevation:

Thurber Engineering Ltd.Prepared by:

Logged by: TJB Reviewed by: AAC

SO

IL S

YM

BO

L

Drill Hole #: TH16-1

RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0

Final Depth of Hole: 15.8 mDepth to Top of Rock:

Station/Offset:

COMMENTSTESTING

Drillers Estimate{G % S % F %}

Drilling Company: Westech Drilling Corp.

16022

SUMMARY LOG

Datum: UTM 10V

Northing/Easting: 6246863 , 675879

DYNAMIC CONE (BLOWS/300 mm)

MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_GO

OD

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%

SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)

100 200 300 400 Pocket Penetrometer Shear Strength (kPa)

1245

2334

1122

1233

32610

3479

3469

SPT

CL

CL

10.1m

12.5m

15.8m

14

15

16

17

18

19

20

Stiff to very stiff, moist, grey, silty CLAY;low plasticity

Stiff, moist, grey, silty CLAY; low plasticity;trace fine gravel; trace sand

End of Test Hole at 15.8 m depth.Seepage zone at 5.6 to 6.9 m depth.

Upon completion of drilling:Hole backfilled with cuttings to 7.3 mdepth.Bentonite seal installed 6.4 to 7.3 m depth.Backfilled with cuttings 1.2 to 6.4 m depth.Bentonite seal installed 0.3 to 1.2 m depth.Aphalt cold patch installed at surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10V



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_GO

OD

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%



3488

4689

4589

13190

SPT

AS

GP

CL

SM

0.2m

0.4m

0.8m

7.6m

1

2

3

4

5

6

7

8

9

10

11

12

13

ASPHALT (approximately 200 mm thick)

Moist, brown, sandy GRAVEL (Road baseFILL); angular gravel to 25 mm diameterStiff, moist, brown, silty CLAY (FILL);some fine gravel; some sand; low plasticity

Loose to compact, moist, brown, silty, fineSAND; trace gravel

- some organics at 7.5 m depth

Stiff, moist, grey, silty CLAY; trace finegravel; trace sand; low plasticity

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION


Date(s) Drilled: December 3-4, 2016




Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10V



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_GO

OD

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%



2347

3565

1222

1222

4445

24710

SPT

CL

14.3m

14

15

16

17

18

19

Stiff, moist, grey, silty CLAY; trace finegravel; trace sand; low plasticity(continued)


Upon completion of drilling:Hole backfilled with cuttings to 7.6 mdepth.Bentonite seal installed 6.7 to 7.6 m depth.Backfilled with cuttings 1.5 to 6.7 m depth.Bentonite seal installed 0.6 to 1.5 m depth.Aphalt cold patch installed at surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10V



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_GO

OD

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%



2567

34810

45911

SPT

GP

CL

ML

ML

0.15m

2.4m

4.0m

7.6m

1

2

3

4

5

6

7

8

9

10

11

12

Moist, brown GRAVEL (FILL)

Firm to stiff, moist, brown, silty CLAY; lowplasticity

Firm, moist, brown, clayey SILT; trace finesand

Firm to stiff, wet, brown, clayey SILT; traceto some fine sand

Firm to stiff, wet, brown, clayey SILT

Atterberg (Sa#9):PL:21% LL:24%

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION

Location: Lillico Bridge (Rohrer Road) - Northern Region





Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10V



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_LIL

LIC

O B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2233

3355

2234

4445

1222

2345

SPT

ML

15.8m

13

14

15

16

17

18

19

20

Firm to stiff, wet, brown, clayey SILT(continued)


Upon completion of drilling:Hole caved to 5.2 m depth.Bentonite seal installed 4.3 to 5.2 m depth.Backfilled with cuttings 1.2 to 4.3 m depth.Bentonite seal installed 0.3 to 1.2 m depth.Backfilled with cuttings to surface.


DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10V



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_LIL

LIC

O B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



45710

4568

6101214

10101214

SPT

GP

CL

ML

0.15m

4.9m

7.0m

1

2

3

4

5

6

Moist, brown GRAVEL (FILL)

Firm to stiff, moist, brown, silty CLAY; lowplasticity; trace organics

Loose to compact, wet, brown SILT

Stiff, moist, brown, silty CLAY (till-like);trace fine gravel; trace sand

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION



Drilling Method: Hollow Stem AugerCoordinates taken with GPS



Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10V



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_LIL

LIC

O B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



1223

2266

3344

5654

3678

2456

SPT

CL

15.8m

7

8

9

10

Stiff, moist, brown, silty CLAY (till-like);trace fine gravel; trace sand (continued)


Upon completion of drilling:Backfilled with cuttings 5.8 to 15.8 mdepth.Bentonite seal installed 4.9 to 5.8 m depth.Backfilled with cuttings 1.2 to 4.9 m depth.Bentonite seal installed 0.3 to 1.2 m depth.Backfilled with cuttings to surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10V



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_LIL

LIC

O B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



3467

3678

471014

SPT

GP-GM

2.4m

1

2

3

4

5

Moist, brown, sandy GRAVEL (FILL);rounded gravel to 30 mm diameter; traceto some silt

Very stiff to stiff, moist, brown, silty CLAY;low plasticity

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION

Location: Kercher Bridge (206 Road) - Northern Region





Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_KE

RC

HE

R B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



3344

1121

1112

2234

11231

9832

SPT

CL

18.6m

6

7

8

Very stiff to stiff, moist, brown, silty CLAY;low plasticity (continued)

End of Test Hole at 18.6 m depth.No seepage observed while drilling.


DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_KE

RC

HE

R B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2235

2344

2356

9945

13564

SPT

GP-GM

CL

0.6m1

2

3

4

5

6

Moist, brown, sandy GRAVEL (FILL);sub-rounded gravel to 30 mm diameter;trace to some silt



DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_KE

RC

HE

R B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2232

1222

2246

1112

1122

8834

SPT

17.2m

7

8



Upon completion of drilling:Backfilled with cuttings 3.0 to 17.1 mdepth.Bentonite seal installed 2.1 to 3.0 m depth.Backfilled with sand to surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_KE

RC

HE

R B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2233

3346

9855

12465

17295

SPT

CL

1

2

3

4

Very stiff, moist, grey-brown, silty CLAY;low plasticity

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION

Location: Close Bridge (269 Road) - Northern Region





Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_CLO

SE

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%



2244

1223

1222

1224

11453

11958

SPT

15.7m

5

6

Very stiff, moist, grey-brown, silty CLAY;low plasticity (continued)


Upon completion of drilling:Hole caved to 8.5 m depth.Backfilled with cuttings 2.4 to 8.5 m depth.Bentonite seal installed 1.5 to 2.4 m depth.Backfilled with cuttings to surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_CLO

SE

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%



2234

1234

12160

15875

SPT

CL

1

2

3

4

Very stiff to stiff, moist, grey-brown, siltyCLAY; low plasticity


DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_CLO

SE

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%



2233

1232

1122

1112

9741

11551

SPT

15.7m

5

6

Very stiff to stiff, moist, grey-brown, siltyCLAY; low plasticity (continued)


Upon completion of drilling:Hole caved to 5.8 m depth.Backfilled with cuttings 2.1 to 5.8 m depth.Bentonite seal installed from surface to 2.1m depth.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_CLO

SE

BR

IDG

E_2

016

TE

ST

HO

LES

_MO

TI O

UT

PU

T F

OR

MA

T.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T 2

1/3/

17

LW %W %

20 40 60 80P W%



2233

2234

11653

15870

SPT

GP

CL

0.6m1

2

3

4

5

Moist, brown, sandy GRAVEL (FILL);rounded gravel to 30 mm diameter



DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION

Location: Irving Bridge (208 Road) - Northern Region





Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U

Northing/Easting: 61.352 , 645121


MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_IR

VIN

G B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



1121

1222

2223

1223

13880

6935

SPT

18.7m

6

7


End of Test Hole at 18.7 m depth.Seepage noted at 7.6 m depth whiledrilling.

Upon completion of drilling:Hole caved to 10.7 m depth.Backfilled with cuttings 8.5 to 10.7 mdepth.Bentonite seal installed 7.6 to 8.5 m depth.Backfilled with cuttings 1.2 to 7.6 m depth.Bentonite seal installed to surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U

Northing/Easting: 61.352 , 645121


MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_IR

VIN

G B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



1234

1334

9837

9343

11356

16861

SPT

GP

CL

1.7m

1

2

3

4

5

6

0

0

Moist, brown, sandy GRAVEL (FILL); tracesilt; rounded gravel to 75 mm diameter


DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_IR

VIN

G B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



3344

2233

2235

2223

1223

9049

SPT

15.7m

7




DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_IR

VIN

G B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2346

10746

11557

14771

SPT

GP

ML

ML

0.8m

3.0m

3.4m

1

2

3

4

5

6

Moist, brown, sandy GRAVEL (FILL); tracesilt; rounded gravel to 50 mm diameter

Firm, moist, brown SILT; some fine sand;trace clay

Firm, moist, brown, clayey SILT; some finesand



DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION

Location: Hopkins / Livingstone Bridge (251 Road) - Northern Region





Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_HO

PK

INS

_LIV

ING

ST

ON

E B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2234

2224

3555

2233

1122

11351

SPT

CL

17.2m

7



Upon completion of drilling:Hole caved to 9.1 m depth.Backfilled with cuttings 6.7 to 9.1 m depth.Bentonite seal installed 5.8 to 6.7 m depth.Backfilled with cuttings 1.8 to 5.8 m depth.Bentonite seal installed to surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_HO

PK

INS

_LIV

ING

ST

ON

E B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



1224

8145

10049

10253

12163

SPT

Broke offaugersdown-hole;moved hole1.5 m northandadvancedaugers to7.6 mdepth.

GP-GM

ML

3.2m

6.1m

1

2

3

4

5

6

7

Moist, brown, sandy GRAVEL (FILL); traceto some silt; gravel to 25 mm diameter

Firm to stiff, moist to wet, brown, clayeySILT


DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_HO

PK

INS

_LIV

ING

ST

ON

E B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2234

5223

1222

3466

1223

1223

10750

SPT

CL

18.7m

8

9


End of Test Hole at 18.7 m depth.Slight seepage at 3.2 m depth.


DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_HO

PK

INS

_LIV

ING

ST

ON

E B

RID

GE

_201

6 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



1223

1223

8849

11555

8846

11652

SPT

GP

CL

0.8m

9.1m

1

2

3

4

5

Moist, brown, sandy GRAVEL (FILL;frozen)

Very stiff becoming stiff, moist, brown, siltyCLAY; low plasticity; trace sand

Stiff, moist, brown, silty CLAY; medium tohigh plasticity

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION

Location: Thompson / Five Mile Bridge (Fullerton Road) - Northern Region

Date(s) Drilled: January 13, 2017




Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_TH

OM

PS

ON

_FIV

E M

ILE

_201

7 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



3444

2223

2234

1334

13274

12466

SPT

CH

18.9m

6

7

8

Stiff, moist, brown, silty CLAY; medium tohigh plasticity (continued)


Upon completion of drilling:Backfilled with cuttings 14.0 to 18.9 mdepth.Bentonite seal installed 13.1 to 14.0 mdepth.Backfilled with cuttings 7.9 to 13.1 mdepth.Bentonite seal installed 7.0 to 7.9 m depth.Backfilled with cuttings 1.5 to 7.0 m depth.Bentonite seal installed 0.3 to 1.5 m depth.Backfilled with cuttings to surface.

DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_TH

OM

PS

ON

_FIV

E M

ILE

_201

7 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



2354

1234

1344

10359

8648

7244

SPT

GP

CL

1.1m

9.1m

1

2

3

4

5

Moist, brown, sandy GRAVEL (FILL;frozen); rounded gravel to 50 mm diameter

Very stiff becoming stiff, moist, brown, siltyCLAY; low plasticity; trace sand

Stiff, moist, brown, silty CLAY; meidum tohigh plasticity

DE

PT

H (

m)

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_TH

OM

PS

ON

_FIV

E M

ILE

_201

7 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



4344

2233

2223

1234

194

10751

SPT

CH

16.65m

6

Stiff, moist, brown, silty CLAY; meidum tohigh plasticity (continued)




DE

PT

H (

m)

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19



CLA

SSIF

ICAT

ION






Elevation:



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 2

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10


Station/Offset:

COMMENTSTESTING



16022

SUMMARY LOG

Datum: UTM 10U



MO

T-S

OIL

-RE

V2-

TE

L M

OD

160

22_P

EA

CE

DIS

TR

ICT

BR

IDG

E R

EP

LAC

EM

EN

TS

_TH

OM

PS

ON

_FIV

E M

ILE

_201

7 T

ES

T H

OLE

S_M

OT

I OU

TP

UT

FO

RM

AT

.GP

J M

OT

-DR

AF

T-R

EV

2.G

DT

21/

3/17

LW %W %

20 40 60 80P W%



1233

7745

6932

6332

7236

SPT

APPENDIX B

Atterberg Limit Determinations

Client: MoTProject: Peace Bridges - LillicoProject No: Date Tested:Test Hole: TH16-3 Depth: Tested By:Sample No: Sa5 Checked By:

LIQUID LIMITTrial No: 1 2 3 4No of Blows: 41 24 15Container No. 4 5 8Wet Soil + Container 26.97 31.10 23.47Dry Soil + Container 22.14 25.29 18.90Wt. Of Container 0.96 1.01 1.00Moisture Content 22.8 23.9 25.5

PLASTIC LIMIT1 2 AVERAGE

Container No. B4 A8Wet Soil + Container 17.04 16.55Dry Soil + Container 14.24 13.83Wt. Of Container 0.96 0.99Moisture Content 21.1 21.2 21.1

REMARKS Liquid Limit: 24Plastic Limit: 21

Plasticity Index: 3USC Classification: ML

ATTERBERG LIMITSASTM D4318

January 5, 2017TJB

16022.6324'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

24.0

22.5

23.0

23.5

24.0

24.5

25.0

25.5

26.0

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45

104, 1383 McGill Road, Kamloops, BC V2C 6K7 T: 250 372 1058 thurber.ca

Client: MoTProject: Peace Bridges - LillicoProject No: Date Tested:Test Hole: TH16-3 Depth: Tested By:Sample No: Sa7 Checked By:

LIQUID LIMITTrial No: 1 2 3 4No of Blows: 35 22 14Container No. B3 B7 B12Wet Soil + Container 22.48 22.98 23.03Dry Soil + Container 18.52 18.80 18.68Wt. Of Container 1.00 0.97 0.98Moisture Content 22.6 23.4 24.6


Container No. C1 C2Wet Soil + Container 16.19 14.01Dry Soil + Container 13.70 11.92Wt. Of Container 0.98 0.99Moisture Content 19.6 19.1 19.3


Plasticity Index: 4USC Classification: ML


January 5, 2017TJB

16022.6334'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

23.0

22.0

22.5

23.0

23.5

24.0

24.5

25.0

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45


Client: MoTProject: Peace Bridges - KercherProject No: Date Tested:Test Hole: TH16-6 Depth: Tested By:Sample No: SPT5 Checked By:

LIQUID LIMITTrial No: 1 2 3 4No of Blows: 29 23 14Container No. E4 E6 E12Wet Soil + Container 21.27 23.46 23.54Dry Soil + Container 15.81 17.28 17.06Wt. Of Container 0.97 0.99 0.96Moisture Content 36.8 37.9 40.2


Container No. A3 A5Wet Soil + Container 10.57 9.24Dry Soil + Container 9.04 7.91Wt. Of Container 0.97 1.00Moisture Content 19.0 19.2 19.1


Plasticity Index: 19USC Classification: CL


January 5, 2017TJB

16022.5330 - 32'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

38.0

36.5

37.0

37.5

38.0

38.5

39.0

39.5

40.0

40.5

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45


Client: MoTProject: Peace Bridges - CloseProject No: Date Tested:Test Hole: TH16-8 Depth: Tested By:Sample No: SPT3 Checked By:

LIQUID LIMITTrial No: 1 2 3 4No of Blows: 39 25 15Container No. 4 5 8Wet Soil + Container 27.78 21.74 26.80Dry Soil + Container 19.51 15.13 18.33Wt. Of Container 0.97 1.01 1.07Moisture Content 44.6 46.8 49.1


Container No. B4 A8Wet Soil + Container 10.53 11.52Dry Soil + Container 8.84 9.64Wt. Of Container 0.97 0.99Moisture Content 21.5 21.7 21.6




January 9, 2017TJB

16022.1315 -17'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

47.0

44.044.545.045.546.046.547.047.548.048.549.049.5

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45


Client: MoTProject: Peace Bridges - IrvingProject No: Date Tested:Test Hole: TH16-9 Depth: Tested By:Sample No: SPT4 Checked By:

LIQUID LIMITTrial No: 1 2 3 4No of Blows: 40 27 17Container No.Wet Soil + Container 24.15 24.29 29.54Dry Soil + Container 17.69 17.49 20.90Wt. Of Container 1.02 1.00 1.00Moisture Content 38.8 41.2 43.4


Container No.Wet Soil + Container 15.70 14.38Dry Soil + Container 13.00 11.95Wt. Of Container 0.98 0.99Moisture Content 22.5 22.2 22.3




January 9, 2017TJB

16022.4330 - 32'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

41.0

38.0

39.0

40.0

41.0

42.0

43.0

44.0

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45


Client: MoTProject: Peace Bridges - HopkinsProject No: Date Tested:Test Hole: TH16-11 Depth: Tested By:Sample No: SPT4 Checked By:







January 9, 2017TJB

16022.3320 - 22'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

49.0

46.5

47.0

47.5

48.0

48.5

49.0

49.5

50.0

50.5

51.0

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45


Client: MoTProject: Peace Bridges - Thompson / Five MileProject No: Date Tested:Test Hole: TH17-13 Depth: Tested By:Sample No: SPT17-13 Checked By:





Plasticity Index: 35USC Classification: CH


January 20, 2017TJB

16022.7325 - 27'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

57.0

50.0

52.0

54.0

56.0

58.0

60.0

62.0

64.0

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45


Client: MoTProject: Peace Bridges - Thompson / Five mileProject No: Date Tested:Test Hole: TH17-14 Depth: Tested By:Sample No: SPT5 Checked By:





Plasticity Index: 27USC Classification: CH


January 18, 2017TJB

16022.7345 - 47'

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

(%)

Liquid Limit (%)

CL

CH

MH or OH

ML or OLCL-ML

51.0

49.0

49.5

50.0

50.5

51.0

51.5

52.0

52.5

53.0

MO

ISTU

RE

CO

NTE

NT

(%)

NO. OF BLOWS257 45


APPENDIX C

CPT Plots

GEONORTH CPT INVESTIGATIONS LTD.

Cone Penetration Test Results

Client: B.C. MoTI c/o Thurber Engineering Ltd. Job No.: K-4599 Location: UTM 10V 675882E 6246861N Date of Investigation: 2017-03-02

Project: Prop. Good Bridge Replacement, Goodlow, B.C. Hole No.: CPT17-1 Drilling Details: Drilled out to 1.5 m depth Plate no.: CPT17-1.1

Soil Behavior Type (SBT) 1 Sensitive Fine-Grained 3 Clay to Silty Clay 5 Silty Sand to Sandy Silt 7 Gravelly Sand to Dense Sand 9 Very Stiff, Fine-grained*

(Robertson 1990) 2 Organic Soil - Peat 4 Silty Clay to Clayey Silt 6 Silty Sand to Clean Sand 8 Very Stiff Sand to Clayey Sand* * Heavily Overconsolidated or Cemented

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 25 50 75 100

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 25 50 75 100

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 1000 2000 3000 4000

(kPa)

qt - Tip Stress



Client: B.C. MoTI c/o Thurber Engineering Ltd. Job No.: K-4599 Location: UTM 10V 626310E 6295156N Date of Investigation: 2017-03-03

Project: Prop. Lillico Bridge Replacement Hole No.: CPT17-2 Drilling Details: Drilled out to 2.1 m depth Plate no.: CPT17-1.1



0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 70 140 210 280

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 25 50 75 100

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 1500 3000 4500 6000

(kPa)

qt - Tip Stress



Client: B.C. MoTI c/o Thurber Engineering Ltd. Job No.: K-4599 Location: UTM 10U 651485E 6177902N Date of Investigation: 2017-03-04

Project: Prop. Kercher Bridge Replacement Hole No.: CPT17-3 Drilling Details: Drilled out to 2.1 m depth Plate no.: CPT17-1.1



0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 20 40 60 80

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 750 1500 2250 3000

(kPa)

qt - Tip Stress




Project: Prop. Irving Bridge Replacement Hole No.: CPT17-4 Drilling Details: Drilled out to 1.5 m depth Plate no.: CPT17-1.1



0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 20 40 60 80

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 750 1500 2250 3000

(kPa)

qt - Tip Stress




Project: Prop. Hopkins/Livingstone Bridge Replacement Hole No.: CPT17-5 Drilling Details: Drilled out to 1.5 m depth Plate no.: CPT17-1.1



0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 20 40 60 80

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 750 1500 2250 3000

(kPa)

qt - Tip Stress




Project: Prop. Close Bridge Replacement Hole No.: CPT17-6 Drilling Details: Drilled out to 1.5 m depth Plate no.: CPT17-1.1



0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 25 50 75 100

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 750 1500 2250 3000

(kPa)

qt - Tip Stress




Project: Prop. Thompson/Five Mile Bridge Replacement Hole No.: CPT17-7 Drilling Details: Drilled out to 1.5 m depth Plate no.: CPT17-1.1



0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 20 40 60 80

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 750 1500 2250 3000

(kPa)

qt - Tip Stress

Documents

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