BINNIE AND ASSOCIATES LTD. HIGHWAY 29 …...— Sieve analysis of coarse and fine aggregates, CSA A23.2-2A — Clay lumps in Natural Aggregate, CSA A23.2-3A — Low-density Granular

BINNIE AND ASSOCIATES LTD.

HIGHWAY 29 REALIGNMENTS

GRAVEL ASSESSMENT OF PEACEVIEW PROSPECT FOR CONCRETE AGGREGATE SUITABILITY

MARCH 06, 2020

REVISION 1

WSP Canada Inc.

HIGHWAY 29 REALIGNMENTS

GRAVEL ASSESSMENT OF PEACEVIEW PROSPECT FOR CONCRETE AGGREGATE SUITABILITY

R.F. BINNIE & ASSOCIATES LTD.

TYPE OF DOCUMENT (VERSION)

REVISION 1

PROJECT NO.: 18M-01046-00/900/100

CLIENT REF:

DATE: MARCH 06, 2020

WSP CANADA INC.

100-20339 96TH AVENUE

LANGLEY, BC

CANADA V1M 0E4

T: +1 604 533-2992

F: +1 604 533-0768

WSP.COM

HIGHWAY 29 RELOCATION Project No. 18M-01046-00/900/100 BINNIE AND ASSOCIATES LTD.

WSP February 2020

Page iii

TABLE OF CONTENTS

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

2 SCOPE OF WORK .................................................... 1

3 AGGREGATE SAMPLES .......................................... 1

4 TEST RESULTS ........................................................ 2

4.1 Gradation .................................................................................... 5

4.2 Material finer than 80 µm ........................................................... 5

4.3 Alkali-silica reaction (ASR) potential ....................................... 5

4.3.1 Petrographic examination ........................................................................................5

4.3.2 Accelerated mortar bar test (AMBT) ........................................................................5

4.3.3 Mitigated accelerated mortar bar test ......................................................................6

5 DISCUSSION ............................................................ 6

5.1 Degree of ASR of aggregates ................................................... 6

5.2 The level of risk due to ASR ...................................................... 6

5.3 Preventive measures to mitigate ASR in concrete ................. 7

6 SUMMARY AND RECOMMENDATION .................... 8

7 CLOSURE ................................................................. 8

Page iv

TABLES

TABLE 1 SUMMARY OF TEST RESULTS .............................................. 2 TABLE 2 SUMMARY OF PETROGRAPHIC ANALYSIS

(COARSE AGGREGATE PEACEVIEW) ....................... 3 TABLE 3 SUMMARY OF PETROGRAPHIC ANALYSIS (FINE

AGGREGATE PEACEVIEW) ........................................ 4

APPENDICES

A LABORATORY TESTING REPORTS

Page 1

1 INTRODUCTION Realignment of Highway 29 along the planned Site C Dam reservoir will require a number of new bridges to be built

between Hudson’s Hope and Fort St John. R.F. Binnie and Associates Ltd. (Binnie) has requested that WSP Canada Inc.

(WSP) provide engineering consultation and laboratory testing for assessing aggregate sources in the Peace Region for their

use in concrete in accordance with the BC MoTI and/or CSA A23.1 Specifications. We are pleased to provide this report

summarizing test results for the aggregate samples collected from Peaceview Borrow Pit. Test results are based on the

samples collected and may not be representative of aggregate products produced at a different date.

2 SCOPE OF WORK The scope of work included collecting samples of processed aggregates at Peaceview Borrow Pit and undertaking the

following laboratory testing:

— Sieve analysis of coarse and fine aggregates, CSA A23.2-2A

— Clay lumps in Natural Aggregate, CSA A23.2-3A

— Low-density Granular Material in Aggregate, CSA A23.2-4A

— Amount of Material Finer than 80µm in Aggregate, CSA A23.2-5A

— Relative Density and Absorption of Fine and Coarse Aggregate, CSA A23.2-6A/12A

— Organic Impurities in fine aggregate for Concrete, CSA A23.2-7A

— Flat and Elongated Particles in Coarse Aggregate, CSA A23.2-13A

— Petrographic Examination of Aggregates, CSA A23.2-15A

— Resistance of Fine and Coarse Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus,

CSA A23.2-23A/29A

— Resistance of Unconfined Coarse Aggregate to Freezing and Thawing, CSA A23.2-24A

— Detection of Alkali-Silica Reactive Aggregate by Accelerated Expansion of Mortar Bars, CSA A23.2-25A, standard and

mitigated mixes

3 AGGREGATE SAMPLES The aggregate samples were collected by WSP from the stockpile of processed aggregate at Peaceview Borrow pit located

on the south side of Highway 29 approximately 3 km west of Cache Creek Bridge. This aggregate stockpile was processed

for target gradation of BC MoTI Standard Specification for Highway Construction Table 303A Embedment Material.

Embedment 303 is used as the name of this aggregate product.

The embedment 303 aggregate sample is a mixture of coarse and fine aggregate which is referred to “as received sample”.

The aggregate samples were then separated on 5mm sieve to form coarse aggregate and fine aggregate samples respectively

for further concrete aggregate testing based on CSA standards listed above.

Page 2

4 TEST RESULTS A summary of the test results along with CSA specified limits for each test is provided in Table 1. Summary of petrographic

examination of coarse and fine aggregate are presented in Table 2 and Table 3. Individual test reports are appended.

Table 1 Summary of Test Results

Test Name Output or Unit

Test Properties CSA A23.1 Table 10 &12, CSA

A23.2-27A BC MoTI Highway SS211

Limit

Coarse

Aggregate Fine Aggregate Coarse

Aggregate Fine Aggregate

Fineness Modulus FM N/A 2.92 N/A 2.3 – 3.1

Clay Lumps % 0.0 0.2 0.3 (1) (0.5) 1.0

Low Density % 0.0 0.0 0.5 0.5

% Finer than 80 µm % 1.1 9.9 1.0(2) 3.0(6)

Organic Impurities Colour Index N/A 2 N/A 3(7)

Relative Density

Dry basis 2.597 2.590 N/A N/A

SSD basis 2.628 2.628 N/A N/A

Apparent 2.679 2.693 N/A N/A

Absorption % 1.2 1.5 N/A N/A

Flat & Elongated

Particles

% Flat and

Elongated 4.9 N/A 20 N/A

Petrographic

Examination

Petrographic

number 113 N/A 125 (3)

Micro-Deval Abrasion % loss 5.8 11.6 17(1) (21) 20

Freeze-Thaw % loss 1.8 N/A 6(1) (10) N/A

AMBT expansion

@14day % length change 0.318 0.228 0.150(4) 0.150(4)

AMBT expansion

@14day (8) % length change 0.121 0.112 0.100(5) 0.100(5)

Notes: 1) Concrete exposed to freezing and thawing. Limit for other exposure conditions is indicated in parenthesis. Limit in other

exposure condition is blanketed

2) This limit is 2.0 for crushed aggregate, where dust of fracture is essentially free of clay or shale.

3) CSA A23.2 15A Attachment A2 - Concrete classes C1, C2, F1

4) CSA A23.2 27A, Table 2

5) CSA A23.1 Annex B clause B3.3

6) This limit is 5% if the sample contains less than 1% clay sized (<2µm) material

7) CSA A23.1 Clause 4.2.3.3.3.2

8) Mitigated with 15 % Boundary Dam Type F Fly Ash

Page 3

Table 2 Summary of Petrographic Analysis (Coarse Aggregate Peaceview)

Size Fraction, mm 28-20 20-14 14-10 10-5 Total

Grading, Individual % Retained 18.7 35.8 25.2 20.3 100.0

ROCK TYPES DESCRIPTION CSA A23.2

-15A Factor MASS % OF ROCK TYPE

Weighted,

%

Limestone or Dolomite, incl.

sandy and siliceous carbonates

Hard, sound 1 13 20.6 18.6 19.2 18.4

Slightly weathered,

soft 3 1.4 2.1 0.95 0.84 1.4

Sandstone, Arkose, Conglomerate

& Breccia

Hard, sound 1 22.8 21 19 17.5 20.1

Weak, partly friable 3 2.1 4 7.5 3.3

Very soft, friable 6 0.39 0.77 1.6 0.7

Greywacke Siltstone Hard, fine grained 1 1.2 1.5 0.68 0.9

Soft weathered 3 0.35 0.26 0.1

Ironstone, sideritic, (red brown) Soft, weathered 10 0.1 0.0

Chert (black) Extremely hard,

sound 1 1.4 2.9 3.1 4 2.9

Cherty carbonate Hard, sound 1 1.7 1.5 0.6 0.42 1.1

Quartzite - (usually pale orange to

dark yellowish orange)

Hard, sound 1 47.7 38.7 37.6 34.8 39.3

Vein Qtz, pitted 1 0.78 0.47 0.4

Granitics incl. Granite, Syenite,

Diorite, Gabbro Hard, sound, fresh 1 2.5 0.64 1.5 1.8 1.4

Volcanic incl. Basalt, Felsite,

Rhyolite, Obsidian, Porphyry

(may include undifferentiated

greywacke)

Hard, sound, fresh

including slight

surface weathering 1 9.6 8.1 12.1 10.9 10.0

TOTAL PERCENT % OF FRACTION 100 100 100 100 100

Petrographic Number by Fraction 102.9 110.4 114.5 126.2 113.2

Petrographic Number of the

Aggregate 113.2

Page 4

Table 3 Summary of Petrographic Analysis (Fine Aggregate Peaceview)

Size Fraction, mm

5.0-

2.50

2.5-

1.25

1.25-

0.63

0.63-

0.315

0.315-

0.16

0.16-

0.08 <0.08* Total

Grading, Individual % Retained 28.1 14.4 11.3 21.3 17.4 6.3 1.2 100.0

ROCK TYPES DESCRIPTION MASS % OF ROCK TYPE Weighted, %

Limestone or Dolomite,

incl. sandy and siliceous

carbonates

Hard, sound 9 3 1 1 1 2 2 3.6

Intensely weathered,

friable, clayey or

shaley 2 1 0.7

Shale and Clay Soft, gray to black 5 1 0.8

Sandstone, Arkose,

Conglomerate & Breccia

Hard, sound 38 47 32 25 15 29.0

Weak, partly friable 5 4 1 2.1

Very soft, friable 8 8 15 25 17 30 30 15.6

Ironstone Soft, weathered 2 2 1 0.7

Chert (black) Extremely hard,

sound 5 5 2 2.4

Coal Black, soft 1 0.2

Quartz, Quartzite and

Feldspar Clear and vitreous 22 24 30 45 62 60 60 37.9

Minerals

Magnetite 2 2 0.2

Heavy minerals 1 1 0.1

Feldspar 1 1 0.1

Schist Soft weathered 1 1 0.3

Granite and Gneiss Hard, sound, fresh 1 0.3

Volcanic Hard, sound, fresh 10 7 10 2 3 4 4 6.2

Total Percent % of Fraction 100 100 100 100 100 100 100 100

* Note: Material passing 0.08mm assumed to have same composition as retained 0.08mm

These test results generally suggest satisfactory physical properties for both coarse and fine aggregate per CSA A23.1 for

their consideration as concrete aggregate.

Three potential issues have been identified in the testing program:

1 Gradation of fine aggregate were out of CSA Limit.

2 Excessive material passing the 80 µm sieve in fine aggregate.

3 Alkali-Silica Reactivity (ASR) potential for both coarse and fine aggregate.

Page 5

4.1 GRADATION

The coarse aggregate gradation fell inside of the target range for CSA 28 x 5 mm concrete aggregate. For the fine aggregate

samples, the Fineness Modulus fell within the range specified by CSA; however, retained on 2.5mm sieve size was coarser

than CSA limits.

This gradation deficiencies could be rectified by removing the excess 2.5mm fraction to achieve the required CSA

gradations.

4.2 MATERIAL FINER THAN 80 µM

The fine aggregate contained excessive amounts of material that finer than 80 µm. In general, excessive amounts of fines

will increase water demand of concrete mixes, adversely affecting the concrete workability and strength (unless the

cementitious content is increased). It would also have the effect of interfering with the bond between the cement paste and

aggregate particles, thus reducing the concrete strength. Therefore, washing of the fine material is recommended prior to its

use as concrete fine aggregate.

4.3 ALKALI-SILICA REACTION (ASR) POTENTIAL

Alkali-silica reaction (ASR) is a potentially deleterious reaction that occurs between the aggregate and alkalis in the cement

in Portland cement concrete. This reaction can cause expansion and cracking, leading to premature deterioration of concrete.

Petrographic examination (CSA A23.2-15A) and two physical expansion test procedures - the accelerated mortar bar test

(CSA A23.2-25A) and the concrete prism test (CSA A23.2-14A) are common methods for assessing ASR potential of

materials proposed for use as concrete aggregates. The current test program included only the accelerated mortar bar test

(AMBT) due to time constraint as a screening method to identify the potential for ASR.

4.3.1 PETROGRAPHIC EXAMINATION

Petrographic examination is an essential first step in evaluating the potential reactivity of an aggregate. It is carried out to

determine the types of rock comprising an aggregate. This information is required when judging the need for further testing

and is essential for interpreting the test results.

Petrographic examination shows that the aggregates from Peaceview borrow Pit consists predominantly quartzite making up

about 40%. The remaining rock types identified in the aggregates include proportionally approximately: 24% sandstone and

arkose, 10% Volcanic Rock, and 20% carbonate rocks.

Rock types judged most potentially susceptible to alkali-silica reactivity are the volcanic rocks because of the trace amounts

of visible chalcedony (poorly crystallized quartz) present in some types. The silica cements of the quartzites and sandstones

are also judged to be a potential source of reactive silica.

4.3.2 ACCELERATED MORTAR BAR TEST (AMBT)

The accelerated mortar bar test (AMBT) is carried out on sand-sized material (coarse aggregate is crushed down to sand

sizes to meet a specific grading) which is mixed with a standard reference cement and water to produce mortar. The mortar

is cast into bars which are subjected to elevated temperature while being stored in a sodium hydroxide solution. The

solution ensures adequate supply of alkalis and the elevated temperature accelerates the deleterious reaction. The lengths of

the bars are measured periodically over a four-week period. The expansion is measured as the change in mortar bar length

and reported as a percentage of the overall initial length. The expansion at 14 days after the zero reading is compared to the

specified limit to determine whether the material is to be classified as ‘innocuous’ or ‘potentially expansive’.

Page 6

The mortar bar expansion of fine and coarse aggregate standard mix with Type GU at 14 days was 0.228% and 0.318%

respectively. Based on table 1 of CSA A23.2-27A “Expansion values for identifying potentially alkali-silica reactive

aggregates”, if the mortar bar expansion value exceeds 0.150% at 14 day in the solution, the aggregate shall be identified as

potentially alkali silica reactive. Hence both the fine and coarse aggregate from Peaceview Borrow pit were classified as

potential ASR reactive aggregates. This interpretation is consistent with the petrographic results, which indicate the

dominant rock types being volcanic and quartzites.

4.3.3 MITIGATED ACCELERATED MORTAR BAR TEST

Two mixes incorporating 15% Boundary Dam Type F fly ash by mass as a partial replacement of Type GU cement were

prepared for both the fine and coarse aggregate, to assess the effectiveness of the fly ash to mitigate the expansion caused by

ASR.

The mitigated mortar bar expansion result of fine and coarse aggregate at 14 days was 0.112% and 0.121% respectively,

which are below the 14 days expansion limit of 0.150%. However, for evaluating the effectiveness of Supplementary

Cement Materials (SCMs) in preventing deleterious expansion, CSA A23.1 Annex B clause B3.3 suggests that the

expansion limit of 0.10% at 14 days for the mitigated mortar bar test as a good indicator of the SCMs’ effectiveness in

preventing deleterious expansion.

It should be noted that these results were specific to use of the Boundary Dam fly ash in the mitigated mixes. Similar tests

should be conducted on other fly ash products if other fly ash products are considered for use in the project.

5 DISCUSSION CSA A23.2-27A “Standard Practice to identify degree of alkali-reactivity of aggregates and to identify measures to avoid

deleterious expansion in concrete” specifies the procedure for determining the potential alkali-reactivity of concrete

aggregates and the selection of preventive measures to control ASR in concrete. CSA A23.1 Annex B “Alkali-aggregate

reaction” further provides general advice on strategies, test methods, and selection criteria for Alkali-aggregate reaction.

5.1 DEGREE OF ASR OF AGGREGATES

The degree of ASR of aggregates shall be determined using the expansion values in table 2 of CSA A23.2-27A. Aggregates

that produce expansion greater than or equal to 0.150% but smaller than 0.440% at 14 day in the AMBT test are classified

as highly reactive aggregate. It should be noted that the AMBT is not considered to be suitable for distinguishing between

moderately and highly reactive aggregates. Consequently, in the absence of concrete prism test data, both the fine and

coarse aggregates from Peaceview Borrow pit were identified as highly alkali-silica reactive aggregates.

5.2 THE LEVEL OF RISK DUE TO ASR

The level of the risk of poor performance of concrete due to ASR shall be determined in accordance with table 3 of CSA

A23.2-27A. Three parameters shall be considered in determining the level of risk due to ASR in concrete:

— The size of the concrete element;

— The humidity of the environment, and

— The degree of reactivity of the aggregates

Concrete elements in bridges are exposed to humid air, buried, or immersed. If highly reactive Peaceview borrow

aggregates were to be used in such concrete elements, the level of the risk would fall into Level 4 on a scale where Level 1

corresponds with no risk of deleterious ASR and Level 5 corresponds to extreme risk of deleterious reaction.

Page 7

5.3 PREVENTIVE MEASURES TO MITIGATE ASR IN CONCRETE

The need for preventive measures shall be determined from table 4 of CSA A23.2-27A by considering the risk level and the

class of structure. Structures are classified based on the severity of the consequences should ASR occurs. According to table

5 of CSA A23.2-27A, high volume traffic bridge structures are classified as St4, which means serious safety, economic, or

environmental consequences if minor damage occurs. The possible measures for required level of prevention shall be

identified using Table 6. Very strong prevention action (level Z) is required in bridge construction if highly reactive

aggregates were being used in the concrete.

The risk for deleterious expansion and cracking of concrete due to alkali-silica reaction can be minimized through

preventive measures. Selective extraction, or beneficiation of the aggregate to reduce or eliminate the reactive material is

the safest method. Reduction in the alkali content of the concrete by reducing the cement content or using a cement with

lower alkali content, or both, may be used. Supplementary cementitious materials (e.g., fly ash, ground granulated blast-

furnace slag, silica fume, or metakaolin) and lithium-based admixtures, when used in appropriate amounts, can be effective

in preventing or reducing expansion due to alkali-silica reactions.

The AMBT method is commonly used for assessing the effectiveness of supplementary cementitious materials (SCMs) in

preventing or minimizing expansion due to alkali-silica reaction (CSA A23.2-28A). Data using Canadian reactive

aggregates (CSA A23.1 Annex B clause B3.3) indicate that an expansion limit of 0.10% at 14 days generally provides a

good indication of the effectiveness of SCMs in preventing deleterious expansion based on correlations with long-term

testing of concrete prisms. Because of the nature and severity of AMBT test, conclusions based on data obtained with this

test on the effectiveness of SCMs or rejection of the aggregates should be confirmed using CSA A23.2-28A or long-term

the concrete prism test (CSA A23.2-14A).

Page 8

6 SUMMARY AND RECOMMENDATION Coarse and fine aggregate samples from Peaceview Borrow Pit were generally found to have satisfactory physical-

mechanical quality based on the test results when evaluated in accordance with CSA A23.1/A23.2-19.

Some processing to remove excessive amounts of fines and adjust the particle gradation will be required.

Based on standard accelerated mortar bar testing results, all the aggregate samples are classified as “highly reactive” in

terms of the degree of Alkali-Silica reactivity of the aggregate. Initial screening tests (AMBT) indicated that 15% Boundary

Dam type F fly ash replacement provides some degree of effectiveness in controlling the expansion.

It is recommended that a mitigated mortar bar test with higher level of cementitious replacement or long-term concrete

prism tests (CSA A23.2-14A) with the same cementitious replacement level is undertaken to further confirm the

effectiveness of the fly ash mitigation, as prescribed in CSA A23.2-28A, Clause 7.1.

7 CLOSURE We trust this meets your immediate needs. Please contact the undersigned if you have any questions.

Yours sincerely,

Lily Hu, P.Eng.

Group Lead, Materials Laboratory

David E. Smith, M.Sc.E, P.Eng.

Business Unit Leader, Environment

LH/AM

Encl.

cc:

WSP ref.: 18M-01046-00/900/100

CALH071599

New Stamp_2

APPENDIX

A LABORATORY

TESTING

REPORTS

WSP CANADA INC.100-20339 96 AvenueLangley, BC V1M 0E4

T: 604.533.2992

Client: R. F. Binnie and Associates Ltd. Project No.: 18M-01046-00

Project: Hwy 29 Realignments Concrete Aggregate Phase: 900

Site Address: Hwy 29, Ft St John, BC

Sample ID: As Received Aggregate Sampled Date:

Sample Type: Embedment Material 303 Sampled By:

Sample Location: Hwy 29, Peaceview Borrow Pit Tested Date:

Source/Supplier: Peaceview Borrow Pit Tested By: LH/ED

+ 5 - 5

40 0.0 100.0 0.0 100 100

28 1.7 98.3 2.6 60 100

20 10.5 87.8 16.1 15 100

14 23.3 64.5 35.8 #N/A #N/A

10 16.4 48.0 25.2 #N/A #N/A

5 13.3 34.8 20.3 #N/A #N/A

2.50 8.8 26.0 25.3 10 100

1.25 4.5 21.5 13.0 #N/A #N/A

0.630 3.5 17.9 10.2 #N/A #N/A

0.315 6.7 11.3 19.2 #N/A #N/A

0.160 5.4 5.8 15.6 #N/A #N/A

0.080 2.0 3.9 5.7 0 5

PAN 3.9 0 11.1

Total 64.5

Remarks: Fineness Modulus of - 5 mm portion: 2.63

Reviewed:

% Retained

Lily X. Hu, MScE, P. Eng.

SIEVE ANALYSIS

Sieve Analysis of AggregateCSA A23.2-2A

July 31, 2019

LH/ED

August 13, 2019

Notice: The test data given herein pertain to the sample provided, and may not be applicable to material from other source or production. Reporting of

these data constitutes a testing service. Engineering review and interpretation may be provided upon written request.

MATERIAL SPECIFICATION :

BC MoTI TABLE 303A

EMBEDMENT MATERIAL

Individual % Retained

(Split values)% PassingSieve Size

(mm)

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

40 28 20 14 10 5 2.50 1.25 0.630 0.315 0.160 0.080

Perc

en

t P

assin

g

Sieve Size (mm)

Overall Gradation


T: 604.533.2992




Sample ID: #11 Sampled Date:

Sample Type: Coarse Aggregate from Embedment 303 Sampled By:


Source/Supplier: Peaceview Borrow Pit Tested By: LH/ED

+ 5 - 5

40 0.0 100.0 0.0 100 100

28 2.6 97.4 2.6 95 100

20 16.1 81.3 16.1 #N/A #N/A

14 35.8 45.5 35.8 30 65

10 25.2 20.3 25.2 #N/A #N/A

5 20.3 0.0 20.3 0 10

2.5 0.0 0.0 0.0 0 5

PAN 0.0 0

Total 100.0 100.0

Reviewed:

Notice: The test data given herein pertain to the sample provided, and may not be applicable to material from other source or production.

Reporting of these data constitutes a testing service. Engineering review and interpretation may be provided upon written request.


CSA GROUP I, 28-5

Individual % Retained (Split

values)% PassingSieve Size

(mm)% Retained

Lily X. Hu, P. Eng.

SIEVE ANALYSIS


July 31, 2019

LH/ED

August 13, 2019

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

40 28 20 14 10 5 2.5

Perc

en

t P

assin

g

Sieve Size (mm)

Gradation


T: 604.533.2992




Sample ID: #12-1 Sampled Date:

Sample Type: Fine Aggregate from Embedment 303 Sampled By:


Source/Supplier: Peaceview Borrow Pit Tested By: LH/MN

+ 5 - 5

10 0.0 100.0 100 100

5 0.0 100.0 95 100

2.50 25.3 74.7 25.3 80 100

1.25 13.0 61.7 13.0 50 90

0.630 10.2 51.5 10.2 25 65

0.315 19.2 32.4 19.2 10 35

0.160 15.6 16.8 15.6 2 10

0.080 5.7 11.1 5.7 0 3

PAN 11.1 0 11.1

Total 100.0 100.0

Remarks: Fineness Modulus of - 5 mm portion: 2.63

Reviewed:

% Retained


SIEVE ANALYSIS


July 31, 2019

LH/ED

August 9, 2019




CSA FA1Individual % Retained (Split


(mm)

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

10 5 2.50 1.25 0.630 0.315 0.160 0.080

Perc

en

t P

assin

g

Sieve Size (mm)

Gradation


T: 604.533.2992




Sample ID: #12-2 Sampled Date:

Sample Type: Fine Aggregate from Embedment 303 (Washed) Sampled By:


Source/Supplier: Peaceview Borrow Pit Tested By: LH/MN

+ 5 - 5

10 0.0 100.0 100 100

5 0.0 100.0 95 100

2.50 27.7 72.3 27.7 80 100

1.25 14.3 58.0 14.3 50 90

0.630 11.2 46.8 11.2 25 65

0.315 21.0 25.8 21.0 10 35

0.160 17.2 8.7 17.2 2 10

0.080 6.2 2.5 6.2 0 3

PAN 2.5 0 2.5

Total 100.0 100.0

Remarks: 1. Fineness Modulus of - 5 mm portion: 2.88

2. The fines was removed from original by washing.

Reviewed:




CSA FA1Individual % Retained (Split


(mm)% Retained


SIEVE ANALYSIS

Sieve Analysis of Aggregate

CSA A23.2-2A

July 31, 2019

LH/ED

August 9, 2019

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

10 5 2.50 1.25 0.630 0.315 0.160 0.080

Perc

en

t P

assin

g

Sieve Size (mm)

Gradation

CSA A23.2-3A

Client: Project No.:

Project: Phase:

Site Address:



Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:

Source/Supplier: Peaceview Borrow Pit Tested By:

0.0 18.7

0.0 61.0

0.0 20.3

100.0

Reviewed by:

Clay Lumps in Natural Aggregate

R. F. Binnie and Associates Ltd. 18M-01046-00

Hwy 29 Realignments Concrete Aggregate Feasibilty 900

Hwy 29, Fort St. John, BC

July 31, 2019

LH/ED

November 23, 2019

LH

Fraction Size

(mm)

Mass of Test

Fraction

(gram)

Percent of Clay

Lump

(%)

Original

Gradation

(% Retain)

40.0 - 20.0 2980.2

20.0 - 10.0 2010.4

10.0 - 5.0 1005.6

Lily X. Hu, MSc.E., P. Eng



WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com

Clay Lump (%)

Weighted Average

0.0

0.0

0.0

0.0Total

CSA A23.2-3A


Project: Phase:

Site Address:





5.0 - 1.25

Reviewed by:



Clay Lumps in Natural Aggregate


July 31, 2019

LH/ED

November 23, 2019

LH





Mass of Test Fraction

(gram)

Percent of Clay Lump

(%)

128.5 0.2

Fraction Size

(mm)

CSA A23.2-4A


Project: Phase:

Site Address:





Heavy Liquid Used: Zinc Chloride Solution

Specific Gravity: 2.00

Reviewed by:



Low Density Granular Material in Aggregate

0.0


July 31, 2019

LH/ED

November 23, 2019

LH

Low Density Particles (%)0.0





Nominal Maximum Aggregate Size, mm 28.0

Dry Mass of Test Sample (g)3326.1

Mass of Low Density Particles (g)

CSA A23.2-4A


Project: Phase:

Site Address:





Heavy Liquid Used: Zinc Chloride Solution

Specific Gravity: 2.00

Reviewed by:

Low Density Particles (%)0.0





Nominal Maximum Aggregate Size, mm 5.0

Dry Mass of Test Sample (g)236.7

Mass of Low Density Particles (g)0.0


July 31, 2019

LH/ED

November 23, 2019

LH



Low Density Granular Material in Aggregate

CSA A23.2-5A


Project: Phase:

Site Address:





Reviewed by:

Amount of Material Finer Than 80 µm in Aggregate




July 31, 2019

LH/ED

9-Nov-19

TF


Percent Finer Than 80 µm by Wash, % 1.1

900

18M-01046-00R. F. Binnie and Associates Ltd.

Hwy 29 Realignments Concrete Aggregate Feasibilty


CALH071599

Lily Hu

CSA A23.2-5A


Project: Phase:

Site Address:





Fine aggregate from orginal (as is) sample

Fine aggregate after laboratory washed

Reviewed by:

Amount of Material Finer Than 80 µm in Aggregate




July 31, 2019

LH/ED

November 9, 2019

TF




900




Relative Density and Absorption of Coarse Aggregate

CSA A23.2-12A


Project: Phase:

Site Location:

Sample ID: Sampled Date:

Sample Type: Sampled By:

Sample Location: Tested Date:

Source/Supplier: Tested By:

1

2

Average

Reviewed:


2.597 2.628 2.679 1.17




2.598 2.628 2.679 1.17

2.597 2.627 2.678 1.17

TrailBulk Relative Density, g/cm

3

Absorption, %

Dry Basis SSD Basis Apparent

Hwy 29 Realignments Concrete Aggregate Feasibilty 900-010


31-Jul-19#11

Coarse Aggregate from Embedment 303

Hwy 29 Peaceview Borrow Pit

Peaceview Borrow Pit


LH/ED

14-Sep-19

LH

Relative Density and Absorption of Fine Aggregate

CSA A23.2-6A


Project: Phase:

Site Location:

Sample ID: Sampled Date:

Sample Type: Sampled By:

Sample Location: Tested Date:

Source/Supplier: Tested By:

1

2

Average

Notes: Fine aggregate was laboratory washed before the testing.

Reviewed:

LH/ED


14-Sep-19

LH

2.689


2.626

2.628

SSD Basis

18M-01046-00

18M-01046-00

31-Jul-19


2.696

R. F. Binnie and Associates Ltd.

Bulk Relative Density, g/cm3

Dry Basis Apparent

Trail Absorption, %

2.693

1.49

1.44

1.47

#12

Fine Aggregate from Embedment 303

Hwy 29 Peaceview Borrow Pit

Peaceview Borrow Pit




2.592

2.589

2.590

2.631

CALH071599

Lily

CALH071599

Lily

CSA A23.2-7A


Project: Phase:

Site Address:





Reviewed by:




Organic impurities in Fine Aggregates

Colour Plate Value 2

LH

900

18M-01046-00





July 31, 2019

LH/ED

November 23, 2019

CSA A23.2-13A


Project: Phase:

Site Address:





Procedure Used: A

Ratio Used: 4:1

40.0 - 28.0 -- 0.0 0.0 0.6 2.6

28.0 - 20.0 1618.8 0.0 0.0 0.6 16.1

20.0 - 14.0 925.8 1.4 0.0 3.7 35.8

14.0 - 10.0 413.9 2.0 0.0 8.9 25.2

10.0 - 5.0 142.8 3.2 0.0 6.0 20.3

1.7 0.0 4.9 100.0

Reviewed by:

Weighted Average, %

Flat and

Elongated

(%)

Original

Gradation

(% Retain)

Percent Flat and Elongated Particles in Coarse Aggregate

Mass of Test

Fractions (g)


Notice: The test data given herein pertain to the sample provided, and may not be applicable to material from other source or production. Reporting

of these data constitutes a testing service. Engineering review and interpretation may be provided upon written request.

July 31, 2019

LH/ED

*The percentage of the next smaller size is used since this size contains less than 5%

of the orgininal samples


Fraction Size

(mm)Flat (%)

November 23, 2019

LH


Elongated

(%)

900



CSA A23.2-24A


Project: Phase:

Site Address:





40.0 - 28.0* 1.0 2.6 0.0

28.0 - 20.0 1.0 16.1 0.2

20.0 - 14.0 0.8 35.8 0.3

14.0 - 10.0 2.1 25.2 0.5

10.0 - 5.0 3.8 20.3 0.8

100.0 1.8

Drain Brother Reference Aggregate Validation Results

Reviewed by:


Total



July 31, 2019

LH/ED

December 1, 2019

TF


Resistance of Unconfined Coarse Aggregate to Freezing & Thawing

1252.3

1004.4

500.8

*The percentage loss of the next smaller size is used since this size contains less than

5% of the orgininal samples (Clause 9.4)

December 1, 2019

900

18M-01046-00

Mass of Fraction

Before Test

(gram)

--

2093.8

Percent Loss

After Test

(%)

Original

Gradation

(% Retain)

Weighted

Average Loss

(%)

14.2

8.5 - 15.3




Acceptable range , %

Fraction Size

(mm)

Freeze Thaw Loss, %

Date Tested:

CALH071599

Lily Hu

CSA A23.2-29A


Project: Phase:

Site Address:





Aggregate Test Results

Drain Brother Reference Aggregate Validation Results

Reviewed by:

900

18M-01046-00



Grading Used

Resistance to Degradation of Coarse Aggregate by Abrasion in the Micro-Deval Apparatus

Mass of Sample before Abrasion, grams

Percent of Loss After Abrasion, %

Clause 8.4

5000.9

5.8


Date Tested:

Acceptable range , %

December 2, 2019

14.1

11.4 - 14.8

Abrasion Loss, %



Notice: The test data given herein pertain to the sample provided, and may not be applicable to material from other source or production. Reporting

of these data constitutes a testing service. Engineering review and interpretation may be provided upon written request.

July 31, 2019

LH/ED

December 2, 2019

TF

Mass of Sphere, grams

1501.3

CALH071599

Lily Hu

CSA A23.2-23A


Project: Phase:

Sites:





Aggregate Test Results

Sutherland Sand Reference Aggregate Validation Results

Reviewed by:


Acceptable range , % 15.2 - 18.4




Percent of Loss After Abrasion, % 11.6

Date Tested: November 28, 2019

Abrasion Loss, % 17.8

Grading Used, mm 5.0 - 0.080

Mass of Sphere, grams 1251

Mass of Sample before Abrasion, grams 503.6


July 31, 2019

LH/ED

November 28, 2019

TF

Resistance to Degradation of Fine Aggregate by Abrasion in the Micro-Deval Apparatus



CALH071599

Lily Hu

DETECTION OF ALKALI-SILICA REACTIVE AGGREGATE

BY ACCELERATED EXPANSION OF MORTAR BARS

CSA A23.2-25A

Client: R. F. Binnie and Associates Ltd. Project No.:

Project Name: Site C Hwy 29 Realignments Concrete Aggregate Feasibilty Phase No.:

Test No.: AMBT-19-011 Cement Type: GU

Sample ID: #11, Coarse from Embedment 303 Cement Source: ESSROC (Picton, ON)

Source: Peaceview Borrow Pit Cement Alkali Content: K2O: 1.07% ; Na2O: 0.15%

Sampled by: LH/ED Cement Alkali (Na2O eq.): 0.85%

Date Cast: Water Binder Ratio: 0.50

Tested by: WJG

0 2 5 7 9 14 21 28

0.000 0.005 0.020 0.122 0.194 0.318 0.430 0.556

0.150

Note: Spratt Aggregate expansion at 14 day was 0.33%, cast on Feb. 13, 2019. Acceptable expansion range at 14day is 0.30 - 0.55%

Reviewed by:

18M-01046-00

Lily X. Hu, MScE, P.Eng.

900-010


Age, Days in Solution

Average Expansion,%

2019-09-30

CSA 14-day Expansion Limit

The test data given herein pertain to the sample provided, and may not be applicable to material from other production zones/periods. This

report constitutes a testing service only. Interpretation of the data given here may be provided upon request.

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0 7 14 21 28

EX

PA

NS

ION

(%

)

AGE (Days)

#11, Coarse from Embedment 303

CSA Expansion Limits

CALH071599

Lily Hu



CSA A23.2-25A




Sample ID: #12, Fine from Embedment 303 Cement Source: ESSROC (Picton, ON)

Source: Peaceview Borrow Pit Cement Alkali Content: K20: 1.07% ; Na2O: 0.15%



Tested by: WJG

0 5 7 9 12 14 21 28

0.000 0.054 0.105 0.148 0.191 0.228 0.331 0.425

0.150

Note: Spratt Aggregate expansion was 0.332% at 14 days, cast Feb. 13, 2019. Validate expansion at 14day is 0.30 to 0.55%

Reviewed by:

Age, Days in

Solution

Average Expansion,%





18M-01046-00


900-010

2019-09-16

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0 7 14 21 28

EX

PA

NS

ION

(%

)

AGE (Days)

#12, Fine from Embedment 303


CALH071599

Lily Hu



CSA A23.2-25A/28A




Sample ID: #11, Coarse from Embedment 303 Cement Source: ESSROC (Picton, ON)




Tested by: WJG Fly Ash Type: Boundary Dam Type F

Fly Ash Replacement: 15%

0 4 6 8 11 14 20 28

0.000 0.036 0.057 0.073 0.097 0.121 0.158 0.205

0.150

Note: Spratt Aggregate expansion at 14 day was 0.337%, cast on Nov. 12, 2019. Acceptable expansion range at 14day is 0.30 - 0.55%

Reviewed by:



18M-01046-00


900-010



Average Expansion,%

2019-11-12


0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0 7 14 21 28

EX

PA

NS

ION

(%

)

AGE (Days)

#11, Coarse from Embedment 303


CALH071599

Lily Hu



CSA A23.2-25A/28A




Sample ID: #12, Fine from Embedment 303 Cement Source: ESSROC (Picton, ON)




Tested by: WJG Fly Ash Type: Boundary Dam Type F

Fly Ash Replacement: 15%

0 4 6 8 11 14 20 28

0.000 0.038 0.052 0.066 0.089 0.112 0.154 0.195

0.150

Note: Spratt Aggregate expansion at 14 day was 0.337%, cast on Nov. 12, 2019. Acceptable expansion range at 14day is 0.30 - 0.55%

Reviewed by:

18M-01046-00


900-010



Average Expansion,%

2019-11-12




0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0 7 14 21 28

EX

PA

NS

ION

(%

)

AGE (Days)

#12, Fine from Embedment 303


CALH071599

Lily Hu

1

Petrographic report of aggregates (Peaceview)

Background

The raising of the water level of the Peace River due to the impoundment of the Site C dam in Fort St

John will require a number of new bridges to be built on Highway 29 between Hudson's Hope and Fort St

John. Petrography and aggregate testing were conducted on aggregates from Peaceview Borrow Pit

for the manufacture of concrete.

Petrography

Petrographic reporting tables are included in an Appendix. The following discussion is a summary of the

major observations of the gravel and sand examined.

The aggregates are all partly crushed gravel and sand. The estimated amount of fractured particles is

noted for each size fraction examined. There are less than 1% flat and elongated particles (ratio of 4:1).

The particles, unless noted in the petrographic descriptions, were generally unweathered, strong, and

hard. Calcite encrustations (caliche) on the surfaces of pebbles and cobbles made up less than 1% of the

total surface area in most cases. Sometimes these encrustations bond sand particles to the surface of the

larger particle. This is not regarded as deleterious. No iron or metallic sulphides were observed in any

particles.

The following is a summary of observations and considerations made during petrographic examination of

coarse aggregate.

The predominant rock type in the Peace River terrace gravels sampled at the Peaceview Borrow Pit is

quartzite making up about 40%. The quartzites are composed of over 95% quartz and vary from being

well-metamorphosed with no identifiable grains, to rounded and subangular quartz grains of sedimentary

origin with a silica cement, which are more properly called ‘orthoquartzites’. The quartzites vary from

white to yellowish brown in colour and are strong and hard. There are occasional particles with rusty,

weathered grains, and sometimes pitting of the surface indicative of weathering of possible included iron

sulphides and other non-durable minerals. No unweathered iron sulphides were observed. There are also

small amounts (2%) of coarse crystalline quartz derived from mineralized veins, possibly associated with

granites or volcanic rocks. This quartz is typically coarse crystalline and lightly pitted due to weathering of

other minerals.

The next most common rock type is sandstone and arkose (an impure sandstone containing minerals

other than quartz, such as sand-sized black chert particles, feldspar, and rock fragments of sedimentary

origin). The sandstone makes up about 24 %. Usually there is a silica cement for the sand grains but

some particles have a calcite cement and may be categorized as sandy carbonates and calcareous

sandstones. The distinction made between quartzite and sandstone was that when the rock generally

fractured through the individual sand grains the rock was identified as quartzite, and where fractures

occurred at the grain boundaries, the rock was usually identified as sandstone. However very pure

sandstone with white or colourless quartz were classified as orthoquartzites and placed in the quartzite

group. These difficulties of classification are particularly a problem with the fine aggregate, where the fine

particle size made consistent identification difficult. A significant proportion of the sandstone/arkose

particles have characteristics indicating that they are derived from both the Dunvegan Formation of

Cretaceous age that outcrops above the Fort St. John Group, and the underlying Gates Formation of the

2

Fort St. John Group. In these sandstones the presence of up to 20% black sand size chert particles gives

the sandstones a distinctive appearance.

Carbonate rocks make up about about 20%. The carbonates are a mixture of limestone (CaCO3) and

dolostone (CaMg(CO3) 2), with some varieties being siliceous and sandy. Colour varies from black for

some limestone to medium mottled grey for some dolostone. Fossils were not observed. There are

occasional particles of black chert found bonded to the carbonate, thus indicating the association of the

chert with the carbonates. Chert makes up to about 4% of the samples. The chert is black and hard with a

sub-conchoidal fracture when broken. The chert because of its extreme hardness is usually angular to

subangular with rounded edges, which is typical of the chert/flint rock types.

Volcanic rock particles are making up about 10%. Discretion was necessary in assigning some rocks to

the various categories. For instance, some of the volcanic rocks were agglomerations of volcanic particles

that appeared to have been deposited under water and had arkose/sandstone characteristics. Generally,

in this situation the degree of rounding of the individual minerals/crystals in the rock was useful in

classification. Volcanic rocks deposited in water are commonly made up of fragments with angular edges

and little rounding due to transportation.

Granite, granodiorite and other coarse grained igneous plutonic rocks make up less than about 1.4%.

Shale was not found in the gravels.

A weathered ‘ironstone’ was found and is tentatively identified as a sideritic siltstone. This material often,

but not always, has a soft, red-brown coloured, shale-like core with a relatively hard crust of iron oxide

layers. The material appears to have originally been sideritic (iron carbonate, FeCO3) in composition. This

material makes up trace amounts in some of the gravels and sands. Siderite is normally formed under

reducing conditions as were the black shales of this area. The particles of ‘ironstone’ did not contain

observable sulphides but did contain iron hydroxide minerals, probably limonite and goethite. It should be

noted that sideritic concretions and siltstone are reported to be found interbedded in many of the shales

of the Fort St. John Group found as bedrock in much of this area.

Rock types judged most potentially susceptible to alkali-silica reactivity are the volcanic rocks because of

the trace amounts of visible chalcedony (poorly crystallized quartz) present in some types. The silica

cements of the quartzites and sandstones are also judged to be a potential source of reactive silica. The

black chert particles are judged to be unlikely to contribute significantly to a reaction due to their small

surface area and dense, non-porous nature. However black chert particles found in some of the

sandstone pebbles as discrete sand grains are judged to be potentially reactive because of their small

size and relatively large surface area.

Petrographic Number (PN) is a convenient numerical means of showing the relative proportion of rock

types or particles that have characteristics that are judged to either be of good, fair, poor, or deleterious

quality. The weighted PN is calculated based on the grading of the coarse aggregate. This test is

described in CSA A23.2-15A (2019). It has been used in Canada since the early 1950s. An aggregate

composed of 100% of particles that are judged to have good quality would have a Petrographic Number

of 100. As the proportion of fair, poor or deleterious quality particles increases, the PN increases. A lower

PN indicates an aggregate composed of a greater amount of sound particles. The PN of the coarse

aggregate is 113. Typically limits of a maximum of 125 have been used for concrete pavement coarse

aggregates and 140 for aggregates for use in structural concrete applications.

3

Assessment using Petrographic Number only considers the likely physical suitability of the aggregate

particles. Susceptibility to breakdown during crushing, handling, mixing, placing and subsequent

resistance to freezing and thawing is considered in judging physical suitability. The examination does not

directly assess chemical issues such as the potential for alkali-aggregate reaction or internal sulphide

attack, although it provides guidance as to the need for further testing.

A brief examination of the shape of the particles in the sand size fractions was made. These are noted at

the foot of the tables where data is reported on rock and mineral type. Generally the coarser fractions of

the sand contain broken fragments from crushing of the coarse aggregate during the processing

operation mixed with uncrushed rounded and sub-angular sand particles.

Chris Rogers,Beeton, Ontario,

Oct 8, 2019

4

Appendix 1 – Petrographic Examination

Table 1: Petrographic Examination, Sample Description: Peaceview Borrow Pit, 50 km east of Hudson's

Hope, Embedment 303; Sieve size: 20 - 28 mm; Date: Sept, 2019

ROCK TYPES DESCRIPTION Mass In grams

Mass %

CSA A23.2 -15A Factor

Weighted Value

Limestone or Dolomite, incl. sandy and siliceous carbonates

Hard, sound 137.8 13.0 1 13.0

Sltly.weathered, soft 14.4 1.4 3 4.2

Intensely weathered, friable, clayey or shaley

6

Shale Soft, gray to black 10

Sandstone, Arkose Conglomerate & Breccia

Hard, sound 242.3 22.8 1 22.8

Weak, partly friable 3

Very soft, friable 6

Greywacke Siltstone

Hard, fine grained 1

Soft weathered 3

Ironstone, sideritic, (red brown)

Soft, weathered 10

Chert (black) Extremely hard, sound 14.4 1.4 1 1.4

Cherty carbonate Hard, sound 17.8 1.7 1 1.7

Clay Balls or fragments, extremely soft, friable

10

Quartzite - (usually pale orange to dark yellowish orange)

Hard, sound 506.6 47.7 1 47.7

Vein Qtz, pitted 1

Gneiss (banded or foliated)

Hard, sound, fresh 1

Moderately weathered, hard

3

Badly decomposed 6

Slate Medium hard, sound 3

Soft, weathered 6

Schist Hard, sound, fresh 3

Soft weathered 6

Granitics incl. Granite, Syenite, Diorite, Gabbro

Hard, sound, fresh 26.4 2.5 1 2.5

Slightly weathered, minor iron oxidation

3

Decomposed, intense iron oxidation

6

Volcanic incl. Basalt, Felsite, Rhyolite Obsidian, Porphyry (may include undifferentiated greywacke)

Hard, sound, fresh including slight surface weathering

102.2 9.6 1 9.6

Vesicular, very porous, 3

Intensely weathered, soft 6

TOTALS AND PETROGRAPHIC NUMBER 1061.9 100 102.8

Notes: Flat and elongated particles (4:1 ratio) estimated to be < 1%, partial calcite encrustation on < 5%

of particles, Fractured particles estimated to be > 75%.

5




Mass %


Weighted Value


Hard, sound 375.4 20.6 1 20.6



6



Hard, sound 383.5 21.0 1 21.0

Weak, partly friable 38.0 2.1 3 6.3

Very soft, friable 6.9 0.39 6 2.3

Greywacke Siltstone

Hard, fine grained 22.6 1.2 1 1.2

Soft weathered 3


Soft, weathered 10




10


Hard, sound 706.1 38.7 1 38.7

Vein Qtz, pitted 14.2 0.78 1 0.78




3

Badly decomposed 6


Soft, weathered 6


Soft weathered 6




3


6



147.3 8.1 1 8.1






6

Table 3: Petrographic Examination, Sample Description: Peaceview Borrow Pit, 50 km east of Hudsons



Mass %


Weighted Value


Hard, sound 139.7 18.6 1 18.6



6



Hard, sound 142.4 19.0 1 19.0



Greywacke Siltstone


Soft weathered 2.6 0.35 3 1.0


Soft, weathered 10




10


Hard, sound 281.8 37.6 1 37.6

Vein Qtz, pitted 1




3

Badly decomposed 6


Soft, weathered 6


Soft weathered 6




3


6



91.0 12.1 1 12.1






7




Mass %


Weighted Value


Hard, sound 36.5 19.2 1 19.2



6



Hard, sound 33.4 17.5 1 17.5



Greywacke Siltstone


Soft weathered 0.5 0.26 3 0.78


Soft, weathered 0.2 0.1 10 1.0




10


Hard, sound 66.2 34.8 1 34.8

Vein Qtz, pitted 0.9 0.47 1 0.47




3

Badly decomposed 6


Soft, weathered 6


Soft weathered 6




3


6



20.8 10.9 1 10.9






8

Table 5: – Petrographic examination fine aggregate for bridges for Site C impoundment lake, Hwy 29.

Sample identification: Peaceview borrow pit, raw sand; Date: Sept, 2019

ROCK TYPES

DESCRIPTION 5 - 2.5 mm

2.5 - 1.25 mm

1.25 – 0.63 mm

0.63 – 0.315 mm

0.315 – 0.16 mm

0.16 – 0.08 mm

Weighted %

Grading individual % retained 28.1 14.4 11.3 21.3 17.4 6.3


Hard, sound 9 3 1 1 1 2 3.61

Sltly.weathered,

Intensely weathered or caliche

2 1 0.68

Shale and clay

Soft 5 1 0.78

Sandstone*, Arkose & Breccia

Hard, sound 37 47 32 25 15 31.0

Scratches easily, sound

5 4 1 2.10

Very soft, 8 8 15 25 17 30 13.4

Greywacke Siltstone

Hard, fine grained

Soft weathered

Ironstone Soft, weathered 2 2 1 0.73

Chert - black Extremely hard, 5 5 2 2.36

Coal Black, soft 1 0.17

Quartz, Quartzite and feldspar

Clear and vitreous

22 24 30 45 62 60 38.0

Minerals Magnetite 2 0.15

Amphibole

Mica

Heavy minerals 1 0.08

Feldspar 1 0.08

Slate Medium hard, sound

Soft, weathered

Schist Hard, sound, fresh

Soft, weathered 1 1 0.29

Granite and Gneiss

Hard, sound, fresh

1 0.28

Slightly weathered,

Decomposed,

Volcanic Hard, sound, fresh

10 7 10 2 3 4 6.20

TOTALS 100 100 100 100 100 100 100.0

Notes: Shape of particles: > 0.63 mm about 50 - 70% are angular with fractured faces and reminder are

rounded and subangular; < 0.63mm about 70 - 90% are angular and with remainder rounded and

subangular particles. Material pass 0.08 mm assumed to have same composition as retained 0.08 mm

(1.3%).

Documents

BINNIE AND ASSOCIATES LTD. HIGHWAY 29 …...— Sieve analysis of coarse and fine aggregates, CSA A23.2-2A — Clay lumps in Natural Aggregate, CSA A23.2-3A — Low-density Granular