20170119 amecfw lower cache creek gravel borrow final...change of investigation methodology to that...

Technical Memorandum

Amec Foster Wheeler Environment & Infrastructure, 3456 Opie Crescent, Prince George, B.C. V2N 2P9

phone: (250) 564-3243 fax: (250) 562-7045 www.amecfw.com

FROM: Peter O’Sullivan, EIT. (Amec Foster Wheeler) Our ref: KX052805.2.G110

TO: Gordon Wagner P.Eng. (R.F. Binnie) [email protected] Eddie Ballarin (R.F. Binnie) [email protected] James Norris (R.F. Binnie) [email protected] Don Gillespie, P.Eng. [email protected]

DATE: 19 January 2017

SUBJECT: Gravel Investigation – Lower Cache Creek Gravel Borrow Prospect Highway 29: Bear Flat - Cache Creek

1.0 Introduction

This memo summarizes the results Amec Foster Wheeler’s investigation for granular construction borrow at the Lower Cache Creek Gravel Borrow Prospect in support the geometric design for the Bear Flat – Cache Creek segment of Highway 29. This area is essentially the 62 ha agricultural field on a low elevation (elev. 427 to 428 m) river terrace adjacent to the Peace River, located south of Highway 29 and east of Cache Creek (refer to Figure 1). 2.0 Site Investigation This area was originally planned for an extensive test pit investigation. However, concerns regarding potential crop disturbance and indications of an excessive thickness of fine-grained soil cover resulted in a change of investigation methodology to that of an initial auger drill screening-type investigation. On 21 and 22 April 2016, Amec Foster Wheeler supervised the drilling of five widely spaced (>400 m apart) auger test holes (TH16-C-301, -319, -325, -343, -349) across the site, to depths ranging between 6.1 and 9.8 m below surface. Selected samples were retrieved and send to the Amec Foster Wheeler’s Prince George lab for moisture content (ASTM D2216), grain size distribution (ASTM D422/C136/C117) and Atterberg limit (ASTM D4318). Lab test results are appended, as are summary logs for the drilling. The locations of the completed test holes are shown on Figure 1. 2.1 Geology The soil deposits encountered can be separated into four distinct units, in descending stratigraphic order; topsoil, silt, dirty sand, sand and gravel. Topsoil: Encountered at surface with a thickness of 0.2 to 0.3 m, consisting of organic rich silt and sands. Silt: Encountered below the topsoil. The silt was light brown, layered, low to non-plastic with a natural moisture content generally below its plastic limit. The natural moisture content typically ranged from 3 to

19 January 2017 KX052805.2.G110

8 %, except at TH16-C-301 where the moisture was 20 %. The silt’s plastic limit ranged from 18 to 25 %, and its liquid limit from 21 to 25 %. Sand content ranged from 14 to 48 %, with the sand content increasing with closer proximity to the river and creek, and with depth. Thickness varied from 0.6 m to 4.0 m, with the thickness tapering out closer to the Peace River. Dirty Sand: Beneath the silt deposit there was a variable thickness unit of fine grained, layered sand extending to depths between 4.4 and 7.0 m below ground surface. The sand had a silt content ranging from 10 to 30 %. Moisture ranged from 2 to 15 %. Groundwater was encountered generally at or just below the bottom of this unit. Gravel and Sand: Encountered below the dirty sand at depths ranging from 4.4 to 7.0 m (below elevation 421.2 to 422.5 m), except at TH16-C-349 where it was encountered at a shallower depth of 1.2 m (elevation of 425.9 m). The gravel clasts were rounded, with a maximum diameter encountered of 50 mm. The material had a variable gradation, with fines (passing 0.075 mm sieve) ranging from 5 to 15% depending on location. The gravel and sand was wet to saturated where coincident with the groundwater table. 2.2 Groundwater Groundwater was encountered at by the drilling at depths ranging from 4.9 to 6.2 m (elevations between 420.9 to 423.2 m). Groundwater levels can be expected to vary seasonally and in response to precipitation and snow melt events. 3.0 Conclusion The preliminary drill results were somewhat unfavourable, as a thickness of 4.6 to 7.0 m of overburden consisting of topsoil, silt and/or dirty sand was encountered over material potentially suitable for granular borrow. The groundwater table was also encountered at depths ranging between 4.9 and 5.2 m, limiting the likely extractable granular borrow zone to at most a 1 m thickness of sand and gravel above the groundwater table over the majority of the site, where investigated. Only one drill location (TH16-C-349, completed in an area close to the river bank) encountered better granular borrow potential. This local area had 1.2 m of silt over a 5 m thickness of gravel and sand located above the groundwater table. That material as sampled was gap graded and had fines in excess of 5%. However, that result may not be truly representative of the in-situ deposit as it could be an artifact of the auger drilling method used. The encountered silt and/or dirty sand overburden is not considered a favourable material for general construction borrow, mostly due to its dominant silt content and sensitivity to erosion, frost and moisture.

Based on these preliminary results, further field and laboratory assessment of this area was not considered warranted. 4.0 Closure If you have any questions or require further information, please do not hesitate to contact the undersigned. The commentary above is based on preliminary results of five widely spaced test holes conducted over a significant area. Subsurface conditions can be expected to vary with time, and vary below and between the areas investigated. This document was prepared for the exclusive use of the R.F.Binnie, BC Hydro and their project team for specific application to the project area described herein. Any use which a third party makes of this report, or any reliance on or decisions made based on it, are the responsibility of such third parties. Amec Foster Wheeler accepts no responsibility for damages suffered by any third party as a result of decisions made or actions based on this report.

Photos 1 to 4

PROJECT No: KX052805.2.G110

PREPARED BY: P. O’Sullivan

SCALE: NTS

DATE PREPARED: January 2017 BC HYDRO C/O

R.F. BINNIE & ASSOCIATES LTD

SITE C- HIGHWAY 29 – Lower Cache Creek Gravel Borrow Prospect

Taken: April 2016

Photo 3: TH16-C-301: 0.0 m to 1.5 m. Silt, moisture near plastic limit Wp . Photo 4: TH16-C-325: 0.0 m to 1.5 m. Dry silt and sand.

Amec Foster Wheeler

Environment & Infrastructure

3456 Opie Crescent Prince George, BC, CANADA, V2N 2P9

Tel. (250) 564-3243 Fax. (250) 562-7045

Photo 1: View south across lower Cache Creek gravel borrow investigation area, taken at TH16-C-325; relatively flat agricultural land / old river terrace.

Photo 2: View northeast towards TH16-C-349. B54 drill and support Morooka.

0.0 m

1.5 m

0.0 m

1.5 m

Photos 5 to 7

PROJECT No: KX052805.2.G110

PREPARED BY: P. O’Sullivan

SCALE: NTS

DATE PREPARED: January 2017 BC HYDRO C/O

R.F. BINNIE & ASSOCIATES LTD

SITE C- HIGHWAY 29 – Lower Cache Creek- Gravel Borrow Prospect

Taken: April 2016

Photo 5: TH16-C-343: 3.0 m to 4.6 m. Wet sand, some silt to silty. Photo 6: TH16-C-325: 4.6 m to 6.1 m. Wet sand and gravel, some silt. Photo 7: TH16-C-349: 3.0 m to 4.6 m. Moist gravel and sand, trace silt.

Amec Foster Wheeler

Environment & Infrastructure

3456 Opie Crescent Prince George, BC, CANADA, V2N 2P9

Tel. (250) 564-3243 Fax. (250) 562-7045

3.0 m

4.6 m

4.6 m

6.1 m

3.0 m

3.7 m

4.6 m

Highway 29

Ca

ch

eC

re

ek

P e a c e R i v e r

*301(See Note 1)

*319

*325

*343

*349

SCALE:

PROJECTION:

DATUM:

CHK'D BY:

DWN BY:

This drawing was originally produced in colour.

CLIENT: DATE:

S:\Internal\KX052805-GIS\4CacheCreek\LowerCacheCreek-GravelBorrowProspect-Figure1-SitePlan.mxd

Amec Foster Wheeler Environment & Infrastructure3456 Opie Crescent

Prince George, BC, CANADA V2N 2P9Tel. (250) 564-3243Fax (250) 562-7045

KX052805

JANUARY 2017

A

SITE PLANLOWER CACHE CREEK

GRAVEL BORROW PROSPECT

HIGHWAY NO. 29BEAR FLAT – CACHE CREEK

FIGURE 1

TITLE:

PROJECT:

0 100 200 300 40050m

1:7,500

UTM Zone 10

NAD 83

PO

BBPROJECT NO.:

REV NO.:

Notes:1. Hole location is estimated and elevation is based on 2011 LIDAR.2. Preliminary Impact Lines provided by BC Hydro 11 November 2015.3. Ortho imagery provided by R.F. Binnie & Associates on 14 September 2016.

Legend

Borehole Location (*BH16-C-XXX)

Preliminary Impact Lines(See Note 2)

Full Supply Level (FSL)

Stability Impact Line (SIL)

Erosion Impact Line (EIL)

Flood Impact Line (FIL)

-

-

24

-

-

-

-

18

-

-

19

20

20

12

15

TOPSOIL, silt, sandy, black, moist.

SILT, sandy, some clay, stiff, lowplasticity, brown, layered, moisture~Wp.

-below 2.8 m, SAND (fine tomedium grained), seams (~300 mmthick), interbedded, brown

-at 4.0 m, brown to dark brown,moisture >WP

SAND (fine to medium grained)AND GRAVEL (fine to coarsegrained), silty, maximum particle sizeencountered = 19 mm, rounded tosubrounded, dense, brown, moist towet.

GRAVEL (fine to coarse grained)AND SAND (fine to mediumgrained), some silt, maximumparticle size encountered = 50 mm,rounded to subrounded, dense,brown, wet.

0.3m

4.3m

6.1m

Bag

Bag

Bag

Bag

Bag

Switched tohollowstemat 7.6 m.

-

-

-

-

-

21 April 2016Elev. 423.2 m

[0

[0

0

[35

[60

25

25

27

40

35

TP

ML

SM2

GP

75]

75]

73

25]

5]

-

-

-

-

-

------

SHEET 1 of 2

Driller/Operator

TESTS

She

arS

tren

gth

(kP

a)

Gra

vel

San

d

MQ, R, S

CDS

wL, wP

w

------

Mechanical AnalysisTriaxial CompressionConsolidationDirect ShearLiquid, Plastic LimitsMoisture Content

Gradation %

Rec

ove

ry (

m)

UFV

LV

RPP

Blowcount = Standard Penetration Test (ASTM-1586)

TEST HOLE No.SUMMARY LOG

KX052805.2.G108

PO

FILE No.

Blo

wco

unt

Unconfined CompressionField VaneLab VaneRemouldedPocket Penetrometer

-----

Fin

es

Index

Properties

wL wP

PREPARED By:

Method S.S./H.S. Auger

w

ACGST

W

AugerCoreGrab SampleSplit SpoonShelby TubeWash

Drilling

Details

Dep

th (

m)

Sam

ple

Typ

e

Cla

ssifi

catio

n

Description

Oth

er T

ests

NOTE: Brackets [ ] denote field estimate. Lab sieves done on material <75 mm only.

SAMPLE TYPE SHEAR STRENGTH kPa

1

2

3

4

5

6

7

8

Project

Location Elevation

Dates

428.31m21 April, 2016

TH16-C-301Hwy 29 Realignment - Lower Cache Creek BorrowN237,532.528/E609,299.239Westech Drilling Corp

Ministry of Transportation

& Infrastructure

AMEC Foster Wheeler

Environment & InfrastructureA

ME

C-S

UM

MA

RY

LO

G K

X05

280

5.2.

G10

8 T

ES

T P

IT L

OG

S.G

PJ

MO

T-B

C-D

AT

AT

EM

PLA

TE

.GD

T 1

9/1

/17

- - 5

-below 9.1 m, sandy, trace silt.

End of Borehole at 9.8 m.Moderate sloughing below 4.6 m.Groundwater encountered at 5.1 m.Backfilled with drill cuttings, topsoil atsurface.

9.8m

S

76 mm splitspoon used

0.2 70 26 GP350

------

SHEET 2 of 2

Driller/Operator

TESTS

She

arS

tren

gth

(kP

a)

Gra

vel

San

d

MQ, R, S

CDS

wL, wP

w

------


Gradation %

Rec

ove

ry (

m)

UFV

LV

RPP



KX052805.2.G108

PO

FILE No.

Blo

wco

unt


-----

Fin

es

Index

Properties

wL wP

PREPARED By:


w

ACGST

W


Drilling

Details

Dep

th (

m)

Sam

ple

Typ

e

Cla

ssifi

catio

n

Description

Oth

er T

ests



10

11

12

13

14

15

16

17

Project

Location Elevation

Dates

428.31m21 April, 2016



& Infrastructure

AMEC Foster Wheeler


ME

C-S

UM

MA

RY

LO

G K

X05

280

5.2.

G10

8 T

ES

T P

IT L

OG

S.G

PJ

MO

T-B

C-D

AT

AT

EM

PLA

TE

.GD

T 1

9/1

/17

-

25

-

-

-

25

-

-

7

7

8

7

TOPSOIL, silt, sandy, black, moist.

SILT, some sand, stiff, no to lowplasticity, layered, brown, mositure<Wp.

-from 1.8 m to 2.1 m, SAND (fine tomedium grained)

SAND (fine grained), trace to somesilt, loose to compact, brown to lightbrown, layered, moist.-at 3.8 m, moist to wet

GRAVEL (fine grained) AND SAND(fine to coarse grained), trace silt,maximum particle sizeencountered = 40 mm, rounded,brown, moist to wet.

End of Borehole at 6.1 m.Moderate sloughing below 4.0 m.Groundwater encountered at 5.2 m.Backfilled with drill cuttings, topsoil atsurface.

0.3m

3.4m

4.4m

6.1m

Bag

Bag

Bag

Bag

Switched tohollowstemat end ofhole todeterminewater level

-

-

-

-

22 April 2016Elev. 421.7 m

[0

0

[0

[50

15

14

90

45

TP

ML

SP-SM

GP

85]

86

10]

5]

-

-

-

-

------

SHEET 1 of 1

Driller/Operator

TESTS

She

arS

tren

gth

(kP

a)

Gra

vel

San

d

MQ, R, S

CDS

wL, wP

w

------


Gradation %

Rec

ove

ry (

m)

UFV

LV

RPP



KX052805.2.G108

PO

FILE No.

Blo

wco

unt


-----

Fin

es

Index

Properties

wL wP

PREPARED By:


w

ACGST

W


Drilling

Details

Dep

th (

m)

Sam

ple

Typ

e

Cla

ssifi

catio

n

Description

Oth

er T

ests



1

2

3

4

5

6

7

8

Project

Location Elevation

Dates

426.93m21 April, 2016



& Infrastructure

AMEC Foster Wheeler


ME

C-S

UM

MA

RY

LO

G K

X05

280

5.2.

G10

8 T

ES

T P

IT L

OG

S.G

PJ

MO

T-B

C-D

AT

AT

EM

PLA

TE

.GD

T 1

9/1

/17

-

21

-

-

-

20

-

-

3

2

2

4

TOPSOIL.

SILT AND SAND, no to lowplasticity, loose, light brown, layered,moisture <Wp.

SAND (fine grained), silty, loose,layered, moist.

-between 3.0 m and 4.6 m,interbedded silt (300 mm) and sand(300 mm) layers

GRAVEL (fine to coarse) ANDSAND (fine to coarse), trace silt,maximum particle size encountered = 40 mm, rounded, compact, moist.-at 4.9 m, wet to saturated

End of hole at 6.1 m.Moderate sloughing below 3.0 m.Groundwater encountered at 4.9 m.Backfilled with drill cuttings, topsoil atsurface.

0.3m

1.5m

4.6m

6.1m

Bag

Bag

Bag

Bag

-

-

-

-

22 April 2016Elev. 422.4 m(Estimated)

[0

0

[0

[55

50

48

70

40

TP

ML -SM4

ML -SM4

GP

50]

52

30]

5]

-

-

-

-

------

SHEET 1 of 1

Driller/Operator

TESTS

She

arS

tren

gth

(kP

a)

Gra

vel

San

d

MQ, R, S

CDS

wL, wP

w

------


Gradation %

Rec

ove

ry (

m)

UFV

LV

RPP



KX052805.2.G108

PO

FILE No.

Blo

wco

unt


-----

Fin

es

Index

Properties

wL wP

PREPARED By:

Method S.S. Auger

w

ACGST

W


Drilling

Details

Dep

th (

m)

Sam

ple

Typ

e

Cla

ssifi

catio

n

Description

Oth

er T

ests



1

2

3

4

5

6

7

8

Project

Location Elevation

Dates

427.33m22 April, 2016



& Infrastructure

AMEC Foster Wheeler


ME

C-S

UM

MA

RY

LO

G K

X05

280

5.2.

G10

8 T

ES

T P

IT L

OG

S.G

PJ

MO

T-B

C-D

AT

AT

EM

PLA

TE

.GD

T 1

9/1

/17

-

-

-

-

-

-

-

-

-

-

8

4

4

15

12

TOPSOIL, sand and silt, black,moist.SAND (fine grained), silty, loose,light brown, moist.

SAND (fine to medium grained),trace to some silt, loose, light brown,moist.

-at 4.9 m, medium to coarse grainedsand, wet to saturated

-below 5.3 m, trace gravel

-below 6.7 m, grey

GRAVEL (fine to coarse) ANDSAND (fine to coarse), rounded,maximum particle sizeencountered = 50 mm, grey, moistto wet.End of Borehole at 7.6 m.Moderate sloughing below 4.0 m.Groundwater encountered at 4.9 m.Backfilled with drill cuttings, topsoil atsurface.

0.2m

3.7m

7.0m

7.6m

Bag

Bag

Bag

Bag

Bag

-

-

-

-

-

22 April 2016Elev. 423.3 m(Estimated)

[0

[0

[0

[0

[50

75

75

90

90

40

TP

SM2

SP-SM

GP-GM

25]

25]

10]

10]

10]

-

-

-

-

-

------

SHEET 1 of 1

Driller/Operator

TESTS

She

arS

tren

gth

(kP

a)

Gra

vel

San

d

MQ, R, S

CDS

wL, wP

w

------


Gradation %

Rec

ove

ry (

m)

UFV

LV

RPP



KX052805.2.G108

PO

FILE No.

Blo

wco

unt


-----

Fin

es

Index

Properties

wL wP

PREPARED By:

Method S.S. Auger

w

ACGST

W


Drilling

Details

Dep

th (

m)

Sam

ple

Typ

e

Cla

ssifi

catio

n

Description

Oth

er T

ests



1

2

3

4

5

6

7

8

Project

Location Elevation

Dates

428.21m22 April, 2016



& Infrastructure

AMEC Foster Wheeler


ME

C-S

UM

MA

RY

LO

G K

X05

280

5.2.

G10

8 T

ES

T P

IT L

OG

S.G

PJ

MO

T-B

C-D

AT

AT

EM

PLA

TE

.GD

T 1

9/1

/17

-

-

-

-

-

-

4

2

1

TOPSOIL.

SILT, sandy, low plastic, brown,moisture <Wp.

SAND (fine to medium), some silt,brown, moist.GRAVEL (fine to coarse grained)AND SAND (fine grained), trace silt,rounded, maximum particle sizeencountered = 50 mm, brown,moist.

End of hole at 6.2 m.Significant sloughing below 1.8 m.Groundwater encountered at 6.2 m.Backfilled with drill cuttings, topsoil atsurface.

0.3m

0.9m

1.2m

6.2m

Bag

Bag

Bag

little to norecoveryfrom 3.0 mto 4.6 m,

Switched tohollowstemat end ofhole todeterminewater level

-

-

-

22 April 2016Elev. 420.9 m

[0

[0

52

30

80

40

TP

ML

SM2

GP-GM

70]

20]

8

-

-

-

------

SHEET 1 of 1

Driller/Operator

TESTS

She

arS

tren

gth

(kP

a)

Gra

vel

San

d

MQ, R, S

CDS

wL, wP

w

------


Gradation %

Rec

ove

ry (

m)

UFV

LV

RPP



KX052805.2.G108

PO

FILE No.

Blo

wco

unt


-----

Fin

es

Index

Properties

wL wP

PREPARED By:


w

ACGST

W


Drilling

Details

Dep

th (

m)

Sam

ple

Typ

e

Cla

ssifi

catio

n

Description

Oth

er T

ests



1

2

3

4

5

6

7

8

Project

Location Elevation

Dates

427.14m22 April, 2016



& Infrastructure

AMEC Foster Wheeler


ME

C-S

UM

MA

RY

LO

G K

X05

280

5.2.

G10

8 T

ES

T P

IT L

OG

S.G

PJ

MO

T-B

C-D

AT

AT

EM

PLA

TE

.GD

T 1

9/1

/17

R.F. Binnie & Associates Ltd. PROJECT: KX052805.2.G108678 Vancouver Street OFFICE: Prince GeorgePrince George, BC TECHNICIAN: Amec Foster Wheeler LabV2L 2P3 DATE: 09-Jun-16

PROJECT NAME:

TEST PIT NUMBER: SAMPLED BY:

SAMPLE NUMBER: SOURCE:

DEPTH: DATE TESTED:

Grain size Passing(mm) (%)100.0 100.075.0 100.050.0 100.037.5 100.025.0 100.019.0 100.012.50 100.09.50 100.04.75 100.02.00 99.90.850 99.50.425 98.80.250 95.30.150 89.80.075 73.50.0484 49.80.0342 42.90.0216 34.20.0153 29.30.0125 27.30.0088 24.40.0061 20.50.0043 17.60.0030 15.60.0012 11.7

GRAVEL= 0.0%SAND = 26.5%

SILT = 60.2%CLAY = 13.3%

Moisture = 21.1%

COMMENTS: D10 = N/AD30 = 0.016D60 = 0.058

Per:

Reporting of these test results constitutes a testing service only. Engineering interpretation or evaluation of the test results is provided only on written request.

SUMMARY

Glenda Michaud

Lower Cache Creek Gravel Borrow Source

G03 21-Apr-16

3.4m - 4.3m 08-Jun-16

BH16-C-301 P. O'Sullivan

GRAIN SIZE DISTRIBUTIONASTM D422

0

10

20

30

40

50

60

70

80

90

1000.0010.010.1110100

PER

CEN

T PA

SSIN

G

GRAIN SIZE IN MILLIMETERS

GRAVEL

Coarse CoarseCOBBLES

SANDSILT CLAY

Fine FineMedium


PROJECT NAME:


SAMPLE NUMBER: SOURCE:

DEPTH: DATE TESTED:



SILT = 75.4%CLAY = 11.0%

Moisture = 7.2%

COMMENTS: D10 = 0.001D30 = 0.012D60 = 0.034

Per:


SUMMARY

Glenda Michaud


G02 21-Apr-16

1.5m - 2.7m 08-Jun-16



0

10

20

30

40

50

60

70

80

90

1000.0010.010.1110100

PER

CEN

T PA

SSIN

G


GRAVEL


SANDSILT CLAY

Fine FineMedium


PROJECT NAME:


SAMPLE NUMBER: DATE SAMPLED:

DEPTH: DATE TESTED:



SILT = 47.0%CLAY = 5.4%

Moisture = 2.4%

COMMENTS: D10 = 0.006D30 = 0.035D60 = 0.091

Per:


Glenda Michaud

SUMMARY



G02

1.8m - 2.4m 08-Jun-16

22-Apr-16


0

10

20

30

40

50

60

70

80

90

1000.0010.010.1110100

PER

CEN

T PA

SSIN

G


GRAVEL


SANDSILT CLAY

Fine FineMedium

R.F. Binnie & Associates Ltd. PROJECT: KX052805.2.G108678 Vancouver Street OFFICE: Prince GeorgePrince George, BC TECHNICIAN: Amec Foster Wheeler LabV2L 2P3 DATE: 08-Jun-16Attention:

PROJECT NAME:

Grain size Passing(mm) (%)100.0 100.075.0 100.063.0 100.050.0 78.037.5 78.025.0 67.419.0 57.312.5 47.49.5 41.44.75 29.72.36 22.41.18 18.60.600 14.30.300 8.40.150 5.10.075 3.4

GRAVEL = 70.3%SAND = 26.2%FINES = 3.4%

D10 = 0.36D30 = 4.84D60 = 20.44

Cu = 56.65Cc = 3.18

Moisture = 5.0%Tested Weight

(g) = 1,710.8

COMMENTS:

Per:


9.1m - 9.8m 07-Jun-16

Bridge End Fill

Glenda Michaud

DEPTH: DATE TESTED:



D01

GRAIN SIZE DISTRIBUTIONASTM C136/ASTM C117


SAMPLE NUMBER: DATE SAMPLED: 21-Apr-16

0

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1000.010.1110100

PER

CEN

T PA

SSIN

G


GRAVEL


SANDFINES

(silt &clay)

Fine FineMedium

R.F. Binnie & Associates Ltd. PROJECT: KX052805.2.G108

678 Vancouver Street OFFICE: Prince George

Prince George, BC TECHNICIAN: Amec Foster Wheeler Lab

V2L 2P3 DATE: 01/18/2017

Attention:

PROJECT NAME:

Grain size Passing

(mm) (%)

100.0 100.0

75.0 100.0

63.0 100.0

50.0 100.0

37.5 100.0

25.0 85.6

19.0 75.7

12.5 60.7

9.5 55.5

4.75 48.1

2.36 45.1

1.18 43.2

0.600 40.8

0.300 23.5

0.150 12.2

0.075 7.5

GRAVEL = 51.9%

SAND = 40.5%

FINES = 7.5%

D10 = 0.11

D30 = 0.39

D60 = 11.08

Cu = 102.63

Cc = 0.13

Moisture = 5.0%

Tested Weight

(g) =2,720.3

COMMENTS:

Per:


GRAIN SIZE DISTRIBUTIONASTM C136/ASTM C117

Bridge End Fill

TEST PIT NUMBER: TH16-C-349 SAMPLED BY: P. O'Sullivan

SAMPLE NUMBER: G3 DATE SAMPLED: 21-Apr-16

DEPTH: 6.0ft - 7.5ft DATE TESTED: 01/18/2017

Glenda Michaud


0

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1000.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

Client: R.F. Binnie

Project No.: KX052805.2.G108

Project Name: Lower Cache Creek Gravel Borrow SourceTechnician: G. Michaud Date:

Hole No.Sample No.Depth (m) 0.1 0.1 1.8 2.7 3.4 4.3 7.0 7.3 4.6 6.1 9.1 9.8Wt. of TareWt. Sample WetWt. Sample DryWt. WaterMoisture Cont. %HCL Reactivity

Hole No.Sample No.Depth (m) 0.6 1.2 1.5 2.7 3.4 4.0 4.9 5.2Wt. of TareWt. Sample WetWt. Sample DryWt. WaterMoisture Cont. %HCL Reactivity

Hole No.Sample No.Depth (m) 0.6 0.9 1.8 2.7 3.7 4.3 4.9 5.5Wt. of TareWt. Sample WetWt. Sample DryWt. WaterMoisture Cont. %HCL Reactivity

Hole No.Sample No.Depth (m) 0.3 0.9 1.7 2.3 3.4 4.0 4.9 5.5 7.0 7.3Wt. of TareWt. Sample WetWt. Sample DryWt. WaterMoisture Cont. %HCL Reactivity

Amec Foster WheelerEnvironment & InfrastructurePrince George, BC

Per: _______________________________

13-May-16 MOISTURE CONTENT - ASTM D2216

BH16-C-301 BH16-C-301 BH16-C-301 BH16-C-301 BH16-C-301 BH16-C-301G01 G02 G03 G04 B01 S01

33.63 33.74 33.8 299.9 2109.8 396.9111.45 102.2 116.94 1106.3 19151.4 217198.89 90.63 102.93 1001.7 17398.3 2085.912.6 11.6 14.0 104.6 1753.1 85.1

19.2% 20.3% 20.3% 14.9% 11.5% 5.0%

BH16-C-319 BH16-C-319 BH16-C-319 BH16-C-319G01 G02 G03 G04

33.88 33.54 33.8 321.493.04 97.36 99.96 3264.689.17 93.06 94.99 3080.6

3.9 4.3 5.0 184.07.0% 7.2% 8.1% 6.7%

BH16-C-325 BH16-C-325 BH16-C-325 BH16-C-325G01 G02 G03 G04

33.91 33.84 33.95 308.275.23 82.49 81.78 4509.973.89 81.47 80.77 4349.4

1.3 1.0 1.0 160.53.4% 2.1% 2.2% 4.0%

BH16-C-343 BH16-C-343 BH16-C-343 BH16-C-343 BH16-C-343G01 G02 G03 G04 G05

33.94 34.04 33.77 349 305.475 84.71 97.36 2369.8 2073.3

72.06 82.96 95.15 2105.3 1884.32.9 1.8 2.2 264.5 189.0

7.7% 3.6% 3.6% 15.1% 12.0%


Client: R.F. Binnie

Project No.: KX052805.2.G108

Project Name: Lower Cache Creek Gravel Borrow SourceTechnician: G. Michaud Date:

Hole No.Sample No.Depth (m) 0.6 0.9 0.9 1.2 1.8 2.3Wt. of TareWt. Sample WetWt. Sample DryWt. WaterMoisture Cont. %HCL Reactivity

Hole No.Sample No.Depth (m)Wt. of TareWt. Sample WetWt. Sample DryWt. WaterMoisture Cont. %HCL Reactivity



Amec Foster WheelerEnvironment & InfrastructurePrince George, BC

Per: _______________________________


4.2% 2.1% 1.0%2.0 1.2 26.4

81.92 91.88 3022.783.96 93.08 3049.133.78 33.95 299.5

G01 G02 G03

MOISTURE CONTENT - ASTM D2216

BH16-C-349 BH16-C-349 BH16-C-349

13-May-16

ATTERBERG LIMITSASTM D4318

PROJECT: Sample ID:Project Number: Date Sampled:Technician: Depth:Date: Comments:

Liquid LimitTrial No. 1 2 3No. of Blows 17 21 31Tare ID 22 12 10Mass Wet + Tare 27.19 28.52 30.37Mass Dry + Tare 24.50 25.58 27.25Mass Tare 13.79 13.66 13.85Mass of Water 2.69 2.94 3.12Dry Soil Mass 10.71 11.92 13.40Moisture Content 25.1 24.7 23.3Liquid Limit 23.9 24.1 24.0 Average Liquid Limit: 24

Plastic LimitTrial No. 1 2 3Tare ID 28 8 13Mass Wet + Tare 23.06 23.50 22.63Mass Dry + Tare 21.64 22.05 21.28Mass Tare 13.58 13.91 13.63Mass of Water 1.42 1.45 1.35Dry Soil Mass 8.06 8.14 7.65Moisture Content 17.6 17.8 17.6 Average Plastic Limit 18

Plasticity Index 6Received Moisture 20

Plasticity Index PI = LL - PLLiquidity Index LI = (MC - PL) / PI

08-Jun-16

Lower Cache Creek BH16-C-301-G03KX052805.2.G108 21-Apr-16S. McMahon 3.4m - 4.3m

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Lower Cache CreekKX052805.2.G108S. McMahon08-Jun-16

BH16-C-319, G0221-Apr-161.5m - 2.7mNon Plastic

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08-Jun-16 Non Plastic

Lower Cache Creek BH16-C-325, G02KX052805.2.G108 22-Apr-16S. McMahon 1.8m - 2.4m

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45201510 25 403530

20170119 amecfw lower cache creek gravel borrow final...change of investigation methodology to that...

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