BINNIE AND ASSOCIATES LTD. HIGHWAY 29 …...— Sieve analysis of coarse and fine aggregates, CSA...
Transcript of BINNIE AND ASSOCIATES LTD. HIGHWAY 29 …...— Sieve analysis of coarse and fine aggregates, CSA...
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.
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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
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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
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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.
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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
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
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: #11 Sampled Date:
Sample Type: Coarse Aggregate from Embedment 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 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.
MATERIAL SPECIFICATION :
CSA GROUP I, 28-5
Individual % Retained (Split
values)% PassingSieve Size
(mm)% Retained
Lily X. Hu, P. Eng.
SIEVE ANALYSIS
Sieve Analysis of AggregateCSA A23.2-2A
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
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: #12-1 Sampled Date:
Sample Type: Fine Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29, Peaceview Borrow Pit Tested Date:
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
Lily X. Hu, MScE, P. Eng.
SIEVE ANALYSIS
Sieve Analysis of AggregateCSA A23.2-2A
July 31, 2019
LH/ED
August 9, 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 :
CSA FA1Individual % 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
10 5 2.50 1.25 0.630 0.315 0.160 0.080
Perc
en
t P
assin
g
Sieve Size (mm)
Gradation
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: #12-2 Sampled Date:
Sample Type: Fine Aggregate from Embedment 303 (Washed) Sampled By:
Sample Location: Hwy 29, Peaceview Borrow Pit Tested Date:
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:
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 :
CSA FA1Individual % Retained (Split
values)% PassingSieve Size
(mm)% Retained
Lily X. Hu, MScE, P. Eng.
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 ID: #11 Sampled Date:
Sample Type: Coarse Aggregate from Embedment 303 Sampled By:
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
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.
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
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #12 Sampled Date:
Sample Type: Fine Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
5.0 - 1.25
Reviewed by:
R. F. Binnie and Associates Ltd. 18M-01046-00
Hwy 29 Realignments Concrete Aggregate Feasibilty 900
Clay Lumps in Natural Aggregate
Hwy 29, Fort St. John, BC
July 31, 2019
LH/ED
November 23, 2019
LH
Lily X. Hu, MSc.E., P. Eng
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.
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
Mass of Test Fraction
(gram)
Percent of Clay Lump
(%)
128.5 0.2
Fraction Size
(mm)
CSA A23.2-4A
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #11 Sampled Date:
Sample Type: Coarse Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
Heavy Liquid Used: Zinc Chloride Solution
Specific Gravity: 2.00
Reviewed by:
R. F. Binnie and Associates Ltd. 18M-01046-00
Hwy 29 Realignments Concrete Aggregate Feasibilty 900
Low Density Granular Material in Aggregate
0.0
Hwy 29, Fort St. John, BC
July 31, 2019
LH/ED
November 23, 2019
LH
Low Density Particles (%)0.0
Lily X. Hu, MSc.E., P. Eng
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.
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
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
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #12 Sampled Date:
Sample Type: Fine Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
Heavy Liquid Used: Zinc Chloride Solution
Specific Gravity: 2.00
Reviewed by:
Low Density Particles (%)0.0
Lily X. Hu, MSc.E., P. Eng
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.
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
Nominal Maximum Aggregate Size, mm 5.0
Dry Mass of Test Sample (g)236.7
Mass of Low Density Particles (g)0.0
Hwy 29, Fort St. John, BC
July 31, 2019
LH/ED
November 23, 2019
LH
R. F. Binnie and Associates Ltd. 18M-01046-00
Hwy 29 Realignments Concrete Aggregate Feasibilty 900
Low Density Granular Material in Aggregate
CSA A23.2-5A
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #11 Sampled Date:
Sample Type: Coarse Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
Reviewed by:
Amount of Material Finer Than 80 µm in Aggregate
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
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
9-Nov-19
TF
Lily X. Hu, MSc.E., P. Eng
Percent Finer Than 80 µm by Wash, % 1.1
900
18M-01046-00R. F. Binnie and Associates Ltd.
Hwy 29 Realignments Concrete Aggregate Feasibilty
Hwy 29, Fort St. John, BC
CSA A23.2-5A
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #12 Sampled Date:
Sample Type: Fine Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
Fine aggregate from orginal (as is) sample
Fine aggregate after laboratory washed
Reviewed by:
Amount of Material Finer Than 80 µm in Aggregate
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
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
November 9, 2019
TF
Lily X. Hu, MSc.E., P. Eng
Percent Finer Than 80 µm by Wash, % 9.9
Percent Finer Than 80 µm by Wash, % 2.2
900
18M-01046-00R. F. Binnie and Associates Ltd.
Hwy 29 Realignments Concrete Aggregate Feasibilty
Hwy 29, Fort St. John, BC
Relative Density and Absorption of Coarse Aggregate
CSA A23.2-12A
Client: Project No.:
Project: Phase:
Site Location:
Sample ID: Sampled Date:
Sample Type: Sampled By:
Sample Location: Tested Date:
Source/Supplier: Tested By:
1
2
Average
Reviewed:
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
2.597 2.628 2.679 1.17
Lily X. Hu, MSc.E., P. Eng
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.
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
Hwy 29, Fort St. John, BC
31-Jul-19#11
Coarse Aggregate from Embedment 303
Hwy 29 Peaceview Borrow Pit
Peaceview Borrow Pit
R. F. Binnie and Associates Ltd. 18M-01046-00
LH/ED
14-Sep-19
LH
Relative Density and Absorption of Fine Aggregate
CSA A23.2-6A
Client: Project No.:
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
Hwy 29, Fort St. John, BC
14-Sep-19
LH
2.689
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
2.626
2.628
SSD Basis
18M-01046-00
18M-01046-00
31-Jul-19
Hwy 29 Realignments Concrete Aggregate Feasibilty
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
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.
Lily X. Hu, MSc.E., P. Eng
2.592
2.589
2.590
2.631
CSA A23.2-7A
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #12 Sampled Date:
Sample Type: Fine Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
Reviewed by:
R. F. Binnie and Associates Ltd.
Hwy 29 Realignments Concrete Aggregate Feasibilty
Hwy 29, Fort St. John, BC
Organic impurities in Fine Aggregates
Colour Plate Value 2
LH
900
18M-01046-00
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
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
November 23, 2019
CSA A23.2-13A
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #11 Sampled Date:
Sample Type: Coarse Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
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)
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
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
Hwy 29, Fort St. John, BC
Fraction Size
(mm)Flat (%)
November 23, 2019
LH
Lily X. Hu, MSc.E., P. Eng
Elongated
(%)
900
18M-01046-00R. F. Binnie and Associates Ltd.
Hwy 29 Realignments Concrete Aggregate Feasibilty
CSA A23.2-24A
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #11 Sampled Date:
Sample Type: Coarse Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
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:
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
Total
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 1, 2019
TF
Lily X. Hu, MSc.E., P. Eng
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
R. F. Binnie and Associates Ltd.
Hwy 29 Realignments Concrete Aggregate Feasibilty
Hwy 29, Fort St. John, BC
Acceptable range , %
Fraction Size
(mm)
Freeze Thaw Loss, %
Date Tested:
CSA A23.2-29A
Client: Project No.:
Project: Phase:
Site Address:
Sample ID: #11 Sampled Date:
Sample Type: Coarse Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
Aggregate Test Results
Drain Brother Reference Aggregate Validation Results
Reviewed by:
900
18M-01046-00
Hwy 29 Realignments Concrete Aggregate Feasibilty
R. F. Binnie and Associates Ltd.
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
Lily X. Hu, MSc.E., P. Eng
Date Tested:
Acceptable range , %
December 2, 2019
14.1
11.4 - 14.8
Abrasion Loss, %
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
Hwy 29, Fort St. John, BC
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
CSA A23.2-23A
Client: Project No.:
Project: Phase:
Sites:
Sample ID: #12 Sampled Date:
Sample Type: Fine Aggregate from Embedment 303 Sampled By:
Sample Location: Hwy 29 Peaceview Borrow Pit Tested Date:
Source/Supplier: Peaceview Borrow Pit Tested By:
Aggregate Test Results
Sutherland Sand Reference Aggregate Validation Results
Reviewed by:
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
Acceptable range , % 15.2 - 18.4
Lily X. Hu, MSc.E., P. Eng
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.
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
Hwy 29, Fort St. John, BC
July 31, 2019
LH/ED
November 28, 2019
TF
Resistance to Degradation of Fine Aggregate by Abrasion in the Micro-Deval Apparatus
R. F. Binnie and Associates Ltd. 18M-01046-00
Hwy 29 Realignments Concrete Aggregate Feasibilty 900
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
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
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
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-19-007 Cement Type: GU
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%
Sampled by: LH/ED Cement Alkali (Na2O eq.): 0.85%
Date Cast: Water Binder Ratio: 0.44
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,%
CSA 14-day Expansion Limit
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
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.
18M-01046-00
Lily X. Hu, MScE, P.Eng.
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
CSA Expansion Limits
DETECTION OF ALKALI-SILICA REACTIVE AGGREGATE
BY ACCELERATED EXPANSION OF MORTAR BARS
CSA A23.2-25A/28A
Client: R. F. Binnie and Associates Ltd. Project No.:
Project Name: Site C Hwy 29 Realignments Concrete Aggregate Feasibilty Phase No.:
Test No.: AMBT-19-012 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 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:
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.
18M-01046-00
Lily X. Hu, MScE, P.Eng.
900-010
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
Age, Days in Solution
Average Expansion,%
2019-11-12
CSA 14-day Expansion Limit
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
DETECTION OF ALKALI-SILICA REACTIVE AGGREGATE
BY ACCELERATED EXPANSION OF MORTAR BARS
CSA A23.2-25A/28A
Client: R. F. Binnie and Associates Ltd. Project No.:
Project Name: Site C Hwy 29 Realignments Concrete Aggregate Feasibilty Phase No.:
Test No.: AMBT-19-012 Cement Type: GU
Sample ID: #12, Fine 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: 0.44
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
Lily X. Hu, MScE, P.Eng.
900-010
WSP CANADA INC. #100 - 20339 96th Avenue, Langley, BC, Canada, V1M 0E4 T: 1-604-533-2992, F: 1-604-533-0768, wsp.com
Age, Days in Solution
Average Expansion,%
2019-11-12
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)
#12, Fine from Embedment 303
CSA Expansion Limits
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
Table 2: Petrographic Examination, Sample Description: Peaceview Borrow Pit, 50 km east of Hudson's
Hope, Embedment 303; Sieve size: 14 - 20 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 375.4 20.6 1 20.6
Sltly.weathered, soft 37.4 2.1 3 6.3
Intensely weathered, friable, clayey or shaley
6
Shale Soft, gray to black 10
Sandstone, Arkose Conglomerate & Breccia
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
Ironstone, sideritic, (red brown)
Soft, weathered 10
Chert (black) Extremely hard, sound 53.4 2.9 1 2.9
Cherty carbonate Hard, sound 28.2 1.5 1 1.5
Clay Balls or fragments, extremely soft, friable
10
Quartzite - (usually pale orange to dark yellowish orange)
Hard, sound 706.1 38.7 1 38.7
Vein Qtz, pitted 14.2 0.78 1 0.78
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 11.7 0.64 1 0.64
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
147.3 8.1 1 8.1
Vesicular, very porous, 3
Intensely weathered, soft 6
TOTALS AND PETROGRAPHIC NUMBER 1824.7 100 110.4
Notes: Flat and elongated particles (4:1 ratio) estimated to be < 1%, partial calcite encrustation on < 2%
of particles, Fractured particles estimated to be > 60%.
6
Table 3: Petrographic Examination, Sample Description: Peaceview Borrow Pit, 50 km east of Hudsons
Hope, Embedment 303; Sieve size: 10 - 14 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 139.7 18.6 1 18.6
Sltly.weathered, soft 7.1 0.95 3 2.9
Intensely weathered, friable, clayey or shaley
6
Shale Soft, gray to black 10
Sandstone, Arkose Conglomerate & Breccia
Hard, sound 142.4 19.0 1 19.0
Weak, partly friable 29.7 4.0 3 12.0
Very soft, friable 5.8 0.77 6 4.6
Greywacke Siltstone
Hard, fine grained 11.1 1.5 1 1.5
Soft weathered 2.6 0.35 3 1.0
Ironstone, sideritic, (red brown)
Soft, weathered 10
Chert (black) Extremely hard, sound 23.4 3.1 1 3.1
Cherty carbonate Hard, sound 4.5 0.60 1 0.60
Clay Balls or fragments, extremely soft, friable
10
Quartzite - (usually pale orange to dark yellowish orange)
Hard, sound 281.8 37.6 1 37.6
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 11.1 1.5 1 1.5
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
91.0 12.1 1 12.1
Vesicular, very porous, 3
Intensely weathered, soft 6
TOTALS AND PETROGRAPHIC NUMBER 750.2 100 114.5
Notes: Flat and elongated particles (4:1 ratio) estimated to be < 1%, partial calcite encrustation on < 1%
of particles, Fractured particles estimated to be > 75%.
7
Table 4: Petrographic Examination, Sample Description: Peaceview Borrow Pit, 50 km east of Hudson's
Hope, Embedment 303; Sieve size: 5 - 10 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 36.5 19.2 1 19.2
Sltly.weathered, soft 1.6 0.84 3 2.52
Intensely weathered, friable, clayey or shaley
6
Shale Soft, gray to black 10
Sandstone, Arkose Conglomerate & Breccia
Hard, sound 33.4 17.5 1 17.5
Weak, partly friable 14.2 7.5 3 22.5
Very soft, friable 3.0 1.6 6 9.6
Greywacke Siltstone
Hard, fine grained 1.3 0.68 1 0.68
Soft weathered 0.5 0.26 3 0.78
Ironstone, sideritic, (red brown)
Soft, weathered 0.2 0.1 10 1.0
Chert (black) Extremely hard, sound 7.6 4.0 1 4.0
Cherty carbonate Hard, sound 0.8 0.42 1 0.42
Clay Balls or fragments, extremely soft, friable
10
Quartzite - (usually pale orange to dark yellowish orange)
Hard, sound 66.2 34.8 1 34.8
Vein Qtz, pitted 0.9 0.47 1 0.47
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 3.5 1.8 1 1.8
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
20.8 10.9 1 10.9
Vesicular, very porous, 3
Intensely weathered, soft 6
TOTALS AND PETROGRAPHIC NUMBER 190.5 100 126.2
Notes: Flat and elongated particles (4:1 ratio) estimated to be < 1%, partial calcite encrustation on < 1%
of particles, Fractured particles estimated to be > 65%.
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
Limestone or Dolomite, incl. sandy and siliceous carbonates
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%).