Granular Borrow Investigation – Area 1 7 · Between April 21 and April 30 of 2019, an investigation program consisting of forty test pits (BP19-DC-901 through BP19-DC-952) was completed

Prepared for:

R.F. Binnie & Associates Ltd. 678 Vancouver Street, Prince George, BC V2L 2P3 6 November 2019

Granular Borrow Investigation – Area 17 Highway 29 – Lynx Creek Section Project # KX052807.53.GBG208

Granular Borrow Investigation – Area 17 Highway 29 – Lynx Creek Section Project # KX052807.53.GBG208 Prepared for: R.F. Binnie & Associates Ltd. 678 Vancouver Street, Prince George, BC V2L 2P3

Prepared by: Wood Environment & Infrastructure Solutions A division of Wood Canada Limited 3456 Opie Crescent Prince George, BC V2N 2P9 Canada T: 250-564-3243

6 November 2019

Copyright and non-disclosure notice The contents and layout of this report are subject to copyright owned by Wood (© Wood Environment & Infrastructure Solutions A division of Wood Canada Limited) save to the extent that copyright has been legally assigned by us to another party or is used by Wood under license. To the extent that we own the copyright in this report, it may not be copied or used without our prior written agreement for any purpose other than the purpose indicated in this report. The methodology (if any) contained in this report is provided to you in confidence and must not be disclosed or copied to third parties without the prior written agreement of Wood. Disclosure of that information may constitute an actionable breach of confidence or may otherwise prejudice our commercial interests. Any third party who obtains access to this report by any means will, in any event, be subject to the Third-Party Disclaimer set out below.

Third-party disclaimer Any disclosure of this report to a third party is subject to this disclaimer. The report was prepared by Wood at the instruction of, and for use by, our client named on the front of the report. It does not in any way constitute advice to any third party who is able to access it by any means. Wood excludes to the fullest extent lawfully permitted all liability whatsoever for any loss or damage howsoever arising from reliance on the contents of this report. We do not however exclude our liability (if any) for personal injury or death resulting from our negligence, for fraud or any other matter in relation to which we cannot legally exclude liability.

Granular Borrow Investigation – Area 17 Highway 29 – Lynx Creek Section

Project # KX052807.53.GBG208 | 6 November 2019 Page ii

Table of Contents 1.0 Introduction and Background ......................................................................................................................................... 1 2.0 Site Description .................................................................................................................................................................... 1 3.0 Methodology ......................................................................................................................................................................... 1 4.0 Field Investigation and Observations .......................................................................................................................... 3

4.1 Area 17A ................................................................................................................................................................. 3 4.2 Area 17B .................................................................................................................................................................. 4 4.3 Area 17C ................................................................................................................................................................. 7

5.0 Laboratory Testing .............................................................................................................................................................. 9 5.1 Gradation Testing ............................................................................................................................................... 9 5.2 Durability Testing ..............................................................................................................................................12

6.0 Conclusions and Recommendations ..........................................................................................................................13 6.1 Aggregate Resource Quality .........................................................................................................................13 6.2 Aggregate Resource Volume .......................................................................................................................14 6.3 Gravel Extraction Considerations ................................................................................................................15

7.0 Closure ...................................................................................................................................................................................16 8.0 References ............................................................................................................................................................................17

List of Figures Figure 1: Site Location Plan – Area 17 ..................................................................................................................... Appendix A Figure 2: Site Plan Granular Borrow Investigation – Area 17 (Orthophoto) ............................................. Appendix A Figure 3: Site Plan Granular Borrow Investigation – Area 17 (LiDAR) ......................................................... Appendix A

List of Tables Table 1: Summary of Conditions Encountered in Area 17A-1 ............................................................................................ 4 Table 2: Summary of Conditions Encountered in Area 17A-2 ............................................................................................ 4 Table 3: Summary of Conditions Encountered in Area 17B-1 ............................................................................................ 5 Table 4: Summary of Conditions Encountered in Area 17B-2 ............................................................................................ 6 Table 5: Summary of Conditions Encountered in Area 17B-3 ............................................................................................ 6 Table 6: Summary of Conditions Encountered in Area 17B-4 ............................................................................................ 6 Table 7: Summary of Conditions Encountered in Area 17C-1 ............................................................................................ 7 Table 8: Summary of Conditions Encountered in Area 17C-1 ............................................................................................ 8 Table 9: Laboratory Gradation Area 17A ..................................................................................................................................... 9 Table 10: Laboratory Gradation Area 17B ............................................................................................................................... 10 Table 11: Laboratory Gradation Area 17C ............................................................................................................................... 11 Table 12: Laboratory Gradation Summary Table for Area 17 .......................................................................................... 12 Table 13: Aggregate Durability Testing - Area 17 ................................................................................................................ 13 Table 14: Volume Estimate - Confirmed Granular Resource ............................................................................................ 14 Table 15: Grouped Volume Estimate ......................................................................................................................................... 15

List of Appendices Appendix A Figures AppendiX B Photos Appendix C Investigation Test Pit Summaries and Laboratory Grain Size Distribution Results Appendix D Laboratory Durability Testing Results


Project # KX052807.53.GBG208 | 6 November 2019 Page 1

1.0 Introduction and Background In support of the project to relocate portions of Highway 29 along the planned Site C reservoir, Wood Environment & Infrastructure Solutions a Division of Wood Canada Limited (Wood), formerly Amec Foster Wheeler, was engaged by R.F. Binnie & Associates Ltd. (Binnie) to carry out a granular resource assessment on islands and related gravel bars in the Peace River, upstream of the mouth of Dry Creek.

The scope of Wood’s assessment within this area was not originally part of the initial scope of the investigation but was requested in late 2018 to supplement potential sources of construction aggregate. The assessment tasks were generally carried out as described by GBA-G-100 through -G-108 in Section 8.4 of Work Order 7 - Site C Clean Energy Project, Engineering Design Services for Hwy 29 Road and Infrastructure, Western Segments: Functional Design, Version 4 – December 19, 2017, and pursuant to the Sub-Consultant Agreement between Binnie and Wood, dated April 1, 2018. During a teleconference meeting conducted on February 22, 2019, BC Hydro provided authorization to complete the investigation within Area 17.

This report summarizes the result of Wood’s granular resource investigation for Area 17.

2.0 Site Description The Area 17 prospect consists of three interconnected lower elevation island and gravel bar areas in the Peace River downstream of Gates Island proper, that would be inundated by the Site C reservoir. The prospect comprises what is internally referred to as Upper Gates Island (Area 17A) measuring approximately 14.6 ha, Gates Island (Area 17B) measuring approximately 34.2 ha, and Lower Gates Island (Area 17C), measuring approximately 25.0 ha. The terrain represents a combination of fluvial islands and channel bar formations related to the historic flows of the Peace River. Prospect Area 17 is depicted in Figures 1 through 3 (Appendix A), and in photographs in Appendix B.

The terrain on the interconnected islands can be subdivided into two areas: higher elevation treed onshore areas and lower elevation non-treed onshore and near shore areas.

The surficial geology of the prospect area has been generally mapped and described by others, including Hartman and Clague (2008) and Mathews (1978). It is anticipated that the prospect area comprises Holocene aged fluvial terrace and flood plain and channel deposits of sand and gravel, possibly overlain by an overbank silt and sand cap.

The underlying bedrock geology of the area is described in BGC (2012) and Stott (1982). The Holocene fluvial deposits at the site are underlain by Lower Cretaceous age sandstone, siltstone and shale of the Gates Formation and possibly some shale of the Shaftesbury Formation.

3.0 Methodology The following activities were carried out during the course of Wood’s granular borrow assessment:

• Reviewed available terrain mapping, aerial photography, and previous records for the prospect area;

• Developed a geotechnical field investigation program with site specific Health and Safety Plan;

• Carried out a preliminary site reconnaissance to lay out and finalize the work plan for the field investigation program;

• Monitored and observed an excavator test pit program, including logging and sampling of soils and groundwater conditions encountered;



• Conducted a laboratory test program on selected retained soil samples to assess gradation of granular materials encountered;

• Prepared a summary of test pit results;

• Prepared site plans showing the test pits with distribution of potential granular borrow materials;

• Estimated the potential volume of available granular borrow materials; and

• Summarized the results of the assessment in this report.

Between April 21 and April 30 of 2019, an investigation program consisting of forty test pits (BP19-DC-901 through BP19-DC-952) was completed to depths of up to 7.0 m. The test pits were excavated by W6 Ranch Ltd. using Hyundai 380LC-9 excavator with either a 1.0 m wide toothed bucket or a 1.5 m wide smooth bucket. Bulk samples of potential granular materials were obtained approximately every meter of depth as each test pit was advanced or upon exposure of a soil unit different from the overlying material. For the purpose of this assessment, granular deposits with less than 15 % fines (silt and clay particles with a grain size less than 0.075 mm) by weight were considered as potential granular borrow. If suitable granular material was exposed, the test pit excavation was advanced to the full reach of the excavator, until practical excavation refusal (e.g. sloughing, groundwater, too hard to excavate) or there was not enough room for temporary spoil. The percentage (by weight) of oversize particles (diameter > 75 mm) was estimated visually in the field and recorded.

Photographs of general site conditions and selected test pit areas are provided in Appendix B. Soils were logged according to the BC MoTI Modified Unified Soil Classification System. Details of the soil and groundwater conditions encountered in the test pits are provided on the test pit summary sheets in Appendix C.

Before commencing the field investigation, a BC One Call referral was conducted by Wood representatives to identify public utilities in the area. In addition, to facilitate the near shore investigations and excavator and personnel crossings onto the islands Raven Rescue Safety Medical Ltd. was contracted to prepare a site-specific crossing and rescue plan.

Environmental monitoring was conducted during the field investigation program by ecological staff from Wood; water rescue and personnel transportation over water onto the islands was provided by Raven Rescue Safety Medical Ltd.; wildlife and bear monitoring was provided by Backcountry Wildlife Monitoring; emergency field medical and transportation services were provided by Iridia Medical Inc. and Kharma Safety Ltd.; and danger tree assessments, tree, and brush clearing was provided by Northern Rockies Tree Service. Upon completion, the test pits were backfilled with the excavated material and marked with a stake. The test pit locations were surveyed following completion by R.F. Binnie, and the coordinates were subsequently provided to Wood for reference. The locations are shown in Figure 2 (orthophoto imagery) and Figure 3 (LiDAR imagery).

Laboratory sieve analyses (ASTM C136/C117) were conducted on seventy-one samples obtained from the test pits. Three of the test pit samples were selected for crushing of the +19 mm fraction using a 110 mm by 150 mm laboratory jaw crusher and a suite of typical BC MoTI aggregate durability testing which included fracture count (BC MoTI BCH 1-13 Method A, and ASTM D5821), abrasion loss by micro-deval (ASTM D6928), sand equivalent (ASTM D2419), relative density/absorption (ASTM C127/C128), magnesium sulphate soundness (ASTM C88), and clay lumps/friable particles (ASTM C142). Individual lab test results are provided in Appendix D, and are also summarized on the test pit summary sheets in Appendix C.



4.0 Field Investigation and Observations For purposes of the assessment, surficial deposits of organic topsoil, deposits of fine-grained soil, old fill, or sand and gravel having 15 % or more fines (i.e. silt and/or clay particles passing the 0.075 mm sieve) content by weight were considered to represent overburden, i.e. surface materials unsuitable for use as granular borrow and aggregate production. Coarser deposits consisting of sand, gravel, cobbles and boulders with less than 15 % fines by weight were defined as potential granular borrow.

Groundwater was encountered in almost all the test pits. The depth to groundwater varied by location and time of the investigation. Generally, during the 2019 test pit investigation, the groundwater was encountered from elevation 441.8 m to 444.3m (average 443.1 m). The groundwater within this area is highly sensitive to the upstream Peace Canyon Dam releases and subsequent Peace River water elevation adjacent to the prospect area.

The investigation within this area was completed at a lower than typical release period from the Peace Canyon Dam (PCN). A typical release, as provided by BC Hydro PCN Operations, via daily emails, of about 325 cms occurred between April 21 and mid-day April 23, and a typical release of about 350 cms between mid-day April 23 and May 1 2019. Several short duration (2-6 hrs) higher release (up to 840 cms) events also occurred during the investigation period.

Except for BP19-DC-911, all the test pits encountered deposits of sand, rounded to sub-rounded gravel, cobbles and boulders with less than 5 % fines. The thickness of the granular deposits is controlled by the bedrock depth and the overburden thickness. Within the lower elevation non-treed onshore and near shore areas the granular material was found at or near surface (below nominal stripping of approximately 100 mm). These lower elevation deposit areas are composed of sub-areas 17A-2, 17B-3, and 17C-1 as depicted on Figures 2 and 3. Within the higher elevation treed onshore areas, sand and gravel was encountered below a silty sand/ sandy silt (overburden) deposit. The overburden within areas 17A-1 and 17B-4 was noted to be approximately 1.5 m thick. The overburden within areas 17B-1,17B-2, and 17C-2 was noted to be greater than 2.5 m thick.

Additional information about each sub-area is provided below.

4.1 Area 17A Area 17A comprises of approximately 14.6 ha, consisting of a narrow higher elevation treed onshore area (17A-1) surrounded by lower elevation non-treed area (17A-2). Within this area ten test pits were completed, of which two were completed within Area 17A-1 and eight were completed within Area 17A-2. All test pits conducted within area 17A-1 terminated within a granular deposit while all test pits completed within area 17A-2 terminated in or on bedrock.

The overburden encountered at surface within Area 17A-1 varied in thickness between 0.6 m to 2.4 m. The granular deposit at BP19-DC-903 and BP19-DC-905 was encountered at elevations of 447.7 m and 446.7 m respectively. The granular deposit within Area 17A-1 is anticipated to extend down to the bedrock contact.

Within Area 17A-2, the lower elevation non-treed near shore area, the overburden was mainly comprised of a thin veneer of organic soils and roots that had a nominal thickness on the average of 0.1 m. The granular deposit was found at/near surface and it extended down to the bedrock contact.

The highest bedrock contact within Area 17A was encountered within BP19-DC-901 at 443.9 m elevation and the lowest bedrock contact was encountered within BP19-DC-949 at 441.5 m elevation. Based on the encountered bedrock contact elevations within Area 17A it can be inferred that the surface of the bedrock generally dips down towards the northeast.



Table 1 and Table 2 below summarize the materials encountered in the ten test pits completed in Area 17A.

Table 1: Summary of Conditions Encountered in Area 17A-1

Test Pit Overburden Depth (m)

Granular Material Depth

(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-903 5.0 0.0 0.6 0.6 5.0 GW / GP Yes 4.4 5-40 550 1 BP19-DC-905 7.0 0.0 2.4 2.4 7.0 GW Yes 4.6 5-30 500 1

Average Overburden (m): 1.5 Average Granular Thickness (m): 4.5

Table 2: Summary of Conditions Encountered in Area 17A-2



(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-901 2.5 0.0 0.1 0.1 2.5 GW No-BR 2.4 20-30 400 2 BP19-DC-946 3.0 0.0 0.1 0.1 3.0 GW / GP No-BR 2.9 15-25 600 3 BP19-DC-947 1.8 0.0 0.1 0.1 1.8 GP No-BR 1.7 10-35 250 1 BP19-DC-948 2.2 0.0 0.1 0.1 2.2 GW No-BR 2.1 10-15 700 3 BP19-DC-949 3.7 0.0 0.1 0.1 3.7 GW / GP No-BR 3.6 15-40 1000+ 2 BP19-DC-950 3.0 0.0 0.1 0.1 3.0 GW No-BR 2.9 15-25 1000 4 BP19-DC-951 2.5 0.0 0.1 0.1 2.5 GW No-BR 2.4 5-20 500 1 BP19-DC-952 3.2 0.0 0.1 0.1 3.2 GW No-BR 3.1 15-20 250 1


4.2 Area 17B Area 17B comprises approximately 34.1 ha, consisting of mainly higher elevation tree covered onshore areas (17B-1, 17B-2, and 17B-4) with a small near shore low lying area at the southern boundary (17B-3). Thirteen test pits were completed, of which four were completed within Area 17B-1, five were completed within Area 17B-2, three were completed within Area 17B-3 and one was completed within Area 17B-4.

Area17B-1 and Area 17B-2 at surface are very similar, with average overburden thicknesses of 2.8 m and 2.9 m respectively. The granular deposit was found beneath the overburden and was noted to extend down to the bedrock contact within17B-1 and is anticipated to extend to the bedrock contact within 17B-2. Based on the encountered bedrock contact elevations in some test pits and lack of encountered bedrock at similar elevations in other test pits, it is inferred that there is a buried terraced bedrock ridge, with a sleep slope, at or near the northwestern boundary between Area 17A-2 and Area 17B-1, as well as a buried terraced bedrock ridge, with a steep slope at the boundary between Area 17B-1 and Area 17B-2. It



is also important to note that the boundary between Area 17B-1 and Area 17B-2 is estimated only as there was insufficient information collected to more precisely define. The surface of the buried terraced bedrock ridge inferred within Area 17B-1 is also inferred to have a northern to northeastern dip, with observed elevations ranging between 444.5 m and 442.5 m. The buried terraced bedrock ridge within Area 17B-2 is anticipated to be generally below an elevation of 442.9 m and is anticipated to have a generally east to northeastern dip.

Area 17B-3 is the lower elevation non-treed near shore area found on the south side of Area 17B. The overburden in this area is mainly comprised of a thin veneer of organic soils and roots that has a nominal thickness on the average of 0.1 m. The granular deposit was found at/near surface and is anticipated to extend down to the bedrock contact. The bedrock contact was not encountered during the investigations conducted within this area, although it should be noted that test pit BP19-DC-944 terminated at a large boulder that could potentially indicate the bedrock contact at that location. It is anticipated that the bedrock within the majority of the Area 17B-3 will be encountered below an elevation of 441.8 m with a north to northeastern dip.

Area 17B-4 is the higher elevation tree covered onshore area that is anticipated to have an overburden thickness of 1.5m. It is also important to note that only one test pit was completed within this area and thus interpolation is limited, however based on the depositional environment it is inferred that bedrock is similar to Area 17B-3 and is anticipated to be below an elevation 441.8 m, with a northeastern dip direction. A buried bedrock ridge with a steep slope is anticipated to be present at the boundary between Area 17B-2 and Area 17B-3/B-4.

Table 3 through Table 6 below summarize the materials encountered in the thirteen test pits completed in Area 17B-1 through 17B-4.

Table 3: Summary of Conditions Encountered in Area 17B-1



(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-906 5.1 0.0 3.0 3.0 5.1 GW No-BR 2.1 15-20 600 3 BP19-DC-908 4.5 0.0 2.7 2.7 4.5 GW No-BR 1.8 5-10 300 4 BP19-DC-909 5.7 0.0 2.9 2.9 5.7 GW / GP No-BR 2.8 0-30 200 2 BP19-DC-911 3.2 0.0 2.7 2.7 3.2 GP-GM No-BR 0.5* 0-5 200 9


(* not included in average)






(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-912 4.0 0.0 2.8 2.8 4.0 GP Yes 1.2* 10-25 200 3 BP19-DC-913 6.5 0.0 1.8 1.8 6.5 GW / GP Yes 4.7 5-20 350 2 BP19-DC-914 6.5 0.0 4.0 4.0 6.5 GP Yes 2.5 0-5 400 2 BP19-DC-915 6.5 0.0 2.4 2.4 6.5 GW / GP No-BR 4.1 5-20 150 2 BP19-DC-917 5.3 0.0 3.5 3.5 5.3 GW Yes 1.8* 0-5 150 3






(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-919 4.8 0.0 0.1 0.1 4.8 GW / GP Yes 4.7 20-30 700+ 1 BP19-DC-944 2.0 0.0 0.2 0.2 2.0 GP Yes 1.8* 5-15 200 2 BP19-DC-945 3.0 0.0 0.1 0.1 3.0 GW Yes 2.9 20-30 200 2






(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-921 7.0 0.0 1.5 1.5 7.0 GW Yes 5.5 0-15 350 2 Average Overburden (m): 1.5 Average Granular Thickness (m): 5.5



4.3 Area 17C Area 17C comprises approximately 25.0 ha, consisting of a lower elevation non-treed onshore and near shore area (17C-1) and a higher elevation treed onshore area (17C-2). Seventeen test pits were completed, of which ten were completed within Area 17C-1, and seven were completed within Area 17C-2. All test pits conducted within area 17C terminated within a granular deposit.

Area 17C-1 is the near shore low lying area found on the west and south side of Area 17C. The overburden in this area is mainly comprised of a thin veneer of organics and roots that has a nominal thickness on the average of 0.1 m. The granular deposit was found at/near surface and is anticipated to extend down to bedrock. Bedrock was not encountered and is anticipated to be below an elevation of 440.5 m.

Area 17C-2 is the higher tree covered area found on the north and east side of Area 17C. The overburden in this area varied between 1.4 m and 3.2 m in thickness and on average comprises a 2.5 m thick silty sand/ sand silt deposit. The granular deposit was found below the overburden and is anticipated to extend down to bedrock. The bedrock contact was not encountered during the investigation and is anticipated to be below an elevation of 440.5 m.

Table 7 and Table 8 below summarize the materials encountered in the seventeen test pits completed in Area 17C-1 and Area 17C-2.

Table 7: Summary of Conditions Encountered in Area 17C-1



(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-923 3.0 0.0 0.1 0.1 3.0 GW / GP Yes 2.9 15-30 <300 2 BP19-DC-924 3.0 0.0 0.1 0.1 3.0 GP Yes 2.9 10-25 450 2 BP19-DC-925 4.7 0.0 0.1 0.1 4.7 GW / GP Yes 4.6 10-20 250 1 BP19-DC-932 4.0 0.0 0.1 0.1 4.0 GW / GP Yes 3.9 20-35 450 2 BP19-DC-938 3.0 0.0 0.1 0.1 3.0 GP Yes 2.9 5-15 200 1 BP19-DC-939 5.0 0.0 0.1 0.1 5.0 GW / GP Yes 4.9 15-25 300 1 BP19-DC-940 3.0 0.0 0.1 0.1 3.0 GW / GP Yes 2.9 10-20 250 1 BP19-DC-941 3.0 0.0 0.1 0.1 3.0 GW / GP Yes 2.9 25-35 250 1 BP19-DC-942 3.0 0.0 0.1 0.1 3.0 GW / GP Yes 2.9 20-25 350 1 BP19-DC-943 3.0 0.0 0.1 0.1 3.0 GW / GP Yes 2.9 15-25 250 1




Table 8: Summary of Conditions Encountered in Area 17C-2



(m)

Soil

Clas

sifi

cati

on

Term

inat

ion

in

Gra

nula

r M

ater

ial

Gra

nula

r M

ater

ial

Thic

knes

s (m

)

Esti

mat

ed O

vers

ize

(% >

75 m

m)

Max

imum

Siz

e En

coun

tere

d (m

m)

Esti

mat

ed F

ines

(%

<0.

075

mm

)

I.D. No. Depth

(m) From To From To

BP19-DC-926 7.0 0.0 3.0 3.0 7.0 GW Yes 4.0 0-20 350 1 BP19-DC-927 6.5 0.0 2.6 2.6 6.5 GW / GP Yes 3.9 5-10 150 1 BP19-DC-928 6.5 0.0 2.5 2.5 6.5 GW / GP Yes 4.0 0-5 250 1 BP19-DC-930 6.5 0.0 2.5 2.5 6.5 GP Yes 4.0 5-15 300 1 BP19-DC-933 6.5 0.0 1.4 1.4 6.5 GW / GP Yes 5.1 0-10 400 1 BP19-DC-934 7.0 0.0 2.1 2.1 7.0 GW / GP Yes 4.9 10-30 350 1 BP19-DC-936 4.0 0.0 3.2 3.2 4.0 GP Yes 0.8* 5-15 500 1





5.0 Laboratory Testing

5.1 Gradation Testing Grain size (washed sieve) analyses were conducted on selected field samples obtained from the test pits excavated in the prospect area to confirm gradations and compare to BC MoTI Standard Specifications for Highway Construction aggregate products. Individual gradation plots and gradation plots grouped by area are provided in Appendix C. The grouped by area plots exclude individual sieve results that are outliers and have not been included in the average gradation summarized in Tables 9 through 12 below. Table 9 through Table 11 summarize the laboratory sieve gradations completed in Areas 17A, 17B, and 17C respectively.

Table 9: Laboratory Gradation Area 17A

Test Pit I.D. No.

Depth (m)

Fine

s (%

) (<

0.07

5 m

m)

Sand

(%)

(0.0

75-4

.75

mm

) Gravel (%)

Cobb

les

(%)

(>75

mm

)

Clas

sifi

cati

on

From To Fine

(4

.75-

25 m

m)

Coar

se

(25-

75 m

m)

BP19-DC-901 0.2 1.2 2 25 25 17 31 GW BP19-DC-903 1.0 2.0 1 32 36 31 0 GW BP19-DC-903 3.0 4.0 1 14 26 21 38 GP BP19-DC-905 3.0 4.0 1 27 31 29 12 GW BP19-DC-905 5.0 6.0 1 24 31 30 14 GW BP19-DC-946 0.1 1.0 3 31 24 19 23 GP BP19-DC-946 1.0 2.0 3 28 28 27 14 GW BP19-DC-947 0.1 1.0 1 24 18 30 27 GP BP19-DC-947 1.0 1.8 1 17 18 28 36 GP BP19-DC-948 0.1 1.4 4 33 35 16 12 GW BP19-DC-948 1.4 2.2 3 29 25 28 15 GW BP19-DC-949 0.1 1.0 1 22 11 28 38 GP BP19-DC-949 2.0 3.0 2 26 27 30 15 GW BP19-DC-950 0.1 1.0 5 31 28 15 21 GW BP19-DC-950 2.0 3.0 3 25 30 24 18 GW BP19-DC-951 0.1 1.0 1 31 28 20 20 GW BP19-DC-951 0.1 2.5 1 32 35 27 5 GW BP19-DC-952 2.0 3.0 1 23 27 31 18 GW

Average Gradation 2 26 27 25

20

52



Table 10: Laboratory Gradation Area 17B

Test Pit I.D. No.

Depth (m)

Fine

s (%

) (<

0.07

5 m

m)

Sand

(%)

(0.0

75-4

.75

mm

) Gravel (%)

Cobb

les

(%)

(>75

mm

)

Clas

sifi

cati

on

From To Fine

(4

.75-

25 m

m)

Coar

se

(25-

75 m

m)

BP19-DC-906 3.0 4.0 3 27 27 25 18 GW BP19-DC-908 3.0 4.0 4 30 31 27 8 GW BP19-DC-909 3.0 4.0 1 28 37 34 0 GP BP19-DC-909 5.0 5.7 3 25 23 19 30 GW *BP19-DC-911 2.7 3.1 9 29 27 32 3 GW-GM BP19-DC-912 3.0 4.0 3 23 26 24 24 GP BP19-DC-913 2.0 3.0 2 26 34 35 3 GP BP19-DC-913 4.0 5.0 1 22 27 30 20 GW BP19-DC-914 4.0 5.0 2 29 23 46 0 GP BP19-DC-915 2.5 3.5 1 27 27 40 5 GP BP19-DC-915 5.5 6.5 3 25 28 27 17 GW BP19-DC-917 3.5 4.5 3 8 41 46 2 GW BP19-DC-919 0.1 1.0 1 19 27 26 27 GP BP19-DC-919 4.0 4.8 1 24 35 16 24 GW BP19-DC-921 1.5 2.2 1 27 34 38 0 GW BP19-DC-921 4.0 5.0 2 26 34 25 13 GW BP19-DC-944 0.3 1.2 2 24 26 36 12 GP BP19-DC-945 0.1 1.2 1 24 27 23 25 GW BP19-DC-945 2.0 3.0 2 16 21 34 27 GW

Average Gradation (* not included in averages) 2 24

29 31 14

60



Table 11: Laboratory Gradation Area 17C

Test Pit I.D. No.

Depth (m)

Fine

s (%

) (<

0.07

5 m

m)

Sand

(%)

(0.0

75-4

.75

mm

) Gravel (%)

Cobb

les

(%)

(>75

mm

)

Clas

sifi

cati

on

From To Fine

(4

.75-

25 m

m)

Coar

se

(25-

75 m

m)

BP19-DC-923 0.1 1.0 2 15 17 47 19 GP BP19-DC-923 2.0 3.0 1 22 29 22 26 GW BP19-DC-924 0.1 1.0 2 18 17 49 14 GP BP19-DC-924 2.0 3.0 1 15 21 39 24 GP BP19-DC-925 0.2 1.2 1 20 25 34 20 GP BP19-DC-925 3.0 4.0 1 16 46 28 9 GW BP19-DC-926 3.0 4.0 1 31 37 28 3 GW BP19-DC-926 5.0 6.0 1 28 32 25 14 GW BP19-DC-927 2.6 3.5 1 21 33 36 9 GP BP19-DC-927 4.5 5.5 1 29 34 27 9 GW BP19-DC-928 2.5 3.5 1 24 34 38 3 GP BP19-DC-928 4.5 5.5 1 26 29 39 5 GW BP19-DC-930 2.5 3.5 1 24 33 36 6 GP BP19-DC-930 4.5 5.5 1 21 29 36 13 GP BP19-DC-932 0.1 1.1 2 24 30 23 21 GP BP19-DC-932 2.0 3.0 1 17 26 23 33 GW BP19-DC-932 3.0 4.0 1 17 21 31 30 GP BP19-DC-933 1.5 2.5 1 23 37 31 8 GP BP19-DC-933 3.5 4.5 1 28 27 41 3 GW BP19-DC-933 5.5 6.5 1 25 42 30 2 GP BP19-DC-934 2.0 3.0 1 20 33 35 11 GP BP19-DC-934 4.0 5.0 1 23 31 22 23 GW BP19-DC-934 5.0 6.0 1 21 25 26 27 GP BP19-DC-939 0.1 1.2 1 23 27 28 21 GW BP19-DC-939 2.0 3.0 0 30 31 22 17 GW BP19-DC-939 4.0 5.0 1 22 28 24 25 GP BP19-DC-940 0.1 1.2 2 23 29 26 20 GP *BP19-DC-940 2.0 3.0 0 2 30 56 12 GW BP19-DC-941 0.1 1.0 1 18 25 25 31 GP BP19-DC-941 1.0 2.0 1 22 25 22 30 GW BP19-DC-942 0.4 1.4 1 22 26 26 25 GW BP19-DC-942 1.4 2.3 1 19 24 31 25 GP BP19-DC-943 0.1 1.1 1 19 24 40 16 GP BP19-DC-943 2.0 3.0 1 27 30 20 22 GW

Average Gradation (* not included in averages)

1 22 29 31

17

60



Some natural variations in gradation (relative proportions of fines, sand, gravel and oversize fractions) within fluvial deposits should be expected (with both depth and location).

The granular material encountered in Area 17 was generally consistent. On average, the overall bulk gradation had roughly 2% fines (passing the 0.075 mm sieve), 23% sand and 75% gravel sizes or larger. Table 12, below presents a summary of averaged laboratory test results in Area 17.

Table 12: Laboratory Gradation Summary Table for Area 17

Area Fines (%)

(<0.075 mm) Sand (%)

(0.075-4.75 mm)

Gravel (%) Cobbles (%) (>75 mm) Fine

(4.75-25 mm) Coarse

(25-75 mm)

Area 17A 2 26 27 25

20 52

Area 17B 2 24 29 31

14 60

Area 17C 1 22 29 31

17 60

Area 17 Overall

2 23 29 30

17 58

5.2 Durability Testing In order to confirm the potential for granular borrow material to meet the BC MoTI Standard Specifications (SS) for Highway Construction (Sections 202 and 502 for construction and asphalt paving aggregate durability, respectively), some of the samples judged to be representative of potential extraction in Area 17 were selected for processing (laboratory crushing) of the +19.0 mm portion and a suite of aggregate durability tests. Individual test results are provided in Appendix D. Table 13 below presents the applicable durability standards and corresponding test results for Area 17.

The relative density, absorption, and clay lump testing for fine aggregate fraction was completed on un-processed field samples, while the same tests for the coarse aggregate fraction was completed on laboratory crushed samples.



Table 13: Aggregate Durability Testing - Area 17

Standards Area/Test

Pit

Depth (m)

Fracture (%) MgSO4

(%) Micro-

Deval (%)

Sand

Equ

ival

ent Relative

Density Absorption

(%) Clay

Lumps (%) Fr

om

To

Met

hod

A

One

Fac

e

Met

hod

B Tw

o Fa

ce

Coar

se

Fine

Coar

se

Fine

Coar

se

Fine

Coar

se

Fine

Coar

se

Fine

Standards (MoTI SS 2016) 25 mm IGB ≥50 - <20 <25 ≤25 - ≥40 - - - - - -

SGSB - - <20 <25 ≤30 - ≥20 - - - - - -

BEF - - <20 <25 ≤30 - ≥20 - - - - - -

HFSA ≥50 - <20 <25 ≤25 - ≥20 - - - - - -

Class 1 Coarse Paving - ≥85 - - <18 - ≥40 - - <2.0 - <1.0 -

Concrete Aggregate - - <12 <16 <17 <20 - - - <1.75 - <0.3 <1.0

Test Results 17A 903 1.0 2.0 91 78 11.1 12.4 13.0 12.0 84.0 2.635 2.602 1.04 1.17 0.20 0.40

17B 919 0.1 1.0 98 88 3.0 9.7 7.4 11.3 76.0 2.671 2.645 0.77 0.89 0.20 0.80

17C 932 0.1 1.1 60 40 5.6 16.7 8.3 14.4 58.0 2.667 2.632 0.77 1.24 0.20 0.00

The results of the lab durability testing are favourable for the samples tested. All the durability tests met the specified minimum requirements, with one exception. The two face fracture count by weight (Method B) requirement for coarse pavement aggregate which has a minimum requirement for Class 1 medium asphalt mix of 85, was only met within Area 17B. However, the durability tests were conducted on limited samples of laboratory crushed material and may not reflect the fractures generated via a full-scale screening and crushing operation. Thus, the laboratory fracture results may not be representative.

6.0 Conclusions and Recommendations

6.1 Aggregate Resource Quality All test pits except BP19-DC-911 completed within Area 17 encountered clean sand and gravel that appeared to be suitable for granular construction borrow. The fines content ranged from 0 to 5%, with an overall average of 2%. It is anticipated that for a free draining granular fill the encountered granular deposit would require little to no additional sourcing or screening.

It is anticipated that with typical processing operations (selective extraction, blending, screening, processing, and washing), resources obtained from Area 17 would be suitable from both a gradation and durability perspective for production of granular pavement structure products, crushed shouldering and asphalt pavement aggregates meeting current (2016) BC MoTI Standard Specifications for Highway Construction. It is important to note that in general the granular material encountered in Area 17 was very clean and addition of supplemental finer material may be required to produce aggregates for HFSA and paving aggregates.

A full suite of testing for determining the suitability of the deposit to produce concrete aggregate was outside the scope of our assessment. Comparing the relevant durability tests completed to date to MoTI



SS Table 211-E specifications, the results appear somewhat favorable. Only the sample tested from BP19-DC-932 (Area 17C) does not meet the magnesium sulphate soundness loss for the fine aggregate. However, additional detailed testing, including but not limited to aggregate reactivity/expansion testing and petrographic examination, would be required for further consideration of this prospect as a source of concrete aggregate.

6.2 Aggregate Resource Volume Table 14 below contains a simplified estimate of confirmed granular reserves within Area 17. The estimate was developed by multiplying the average of the thickness of suitable granular material observed in each test pit by the surface area.

Table 14: Volume Estimate - Confirmed Granular Resource

Area Surface

Area (ha)

Average Overburden Thickness

Encountered (m)

Estimated Overburden

Stripping Volume (m3)

Average Granular Thickness

Encountered (m)

Estimated Granular Resource

Volume (m3)

Estimated Stripping

Ratio (OB:G)

17A 14.6 87,400 478,400 1:5.5 17A-1 5.2 1.5 78,000 4.5 234,000 1:3 17A-2 9.4 0.1 9,400 2.6 244,400 1:26 17B 34.1 824,500 1,214,700 1:1.5

17B-1 9.0 2.8 252,000 2.2 198,000 1:0.8 17B-2 17.7 2.9 513,300 3.8 672,600 1:1.3 17B-3 3.7 0.1 3,700 3.8 140,600 1:38 17B-4 3.7 1.5 55,500 5.5 203,500 1:3.7 17C 25.0 368,200 978,700 1:2.7

17C-1 10.7 0.1 10,700 3.4 363,800 1:34 17C-2 14.3 2.5 357,500 4.3 614,900 1:1.7 Bedrock was primarily encountered in test pits conducted within Area 17A-2 and 17B-1. The granular deposit depths were not fully defined in the other sub-areas and more granular material likely exists beyond the depths of test pit exploration.

Table 15, below presents a summary of confirmed granular resource volumes estimates grouped by relative stripping ratios.



Table 15: Grouped Volume Estimate Surface

Area (ha)

Estimated Volume (m3) Estimated Stripping

Ratio (OB:G)

Overburden

Stripping Granular Resource

Areas with Minimal Overburden (~0.1m)

(17A-2, 17B-3, 17C-1) 23.8 23,800 748,800 1:31.5

Areas with Moderate Overburden (~1.5m)

(17A-1, 17B-4) 8.9 133,500 437,500 1:3.3

Areas with Major Overburden (2.5m+) with

high potential (17B-2, 17C-2) 32.0 870,800 1,287,500 1:1.5

Area with Major Overburden (2.5m+) with low potential

(17B-1) 9.0 252,000 198,000 1:0.8

The above volume estimates are based on a simplified interpretation of the site geometry and conditions. The actual resources that could be recovered will be somewhat less, depending on groundwater conditions at the time of extraction, environmental exclusion areas, drainage provisions, as well as practical excavation slopes, physical setbacks and other environmental constraints.

6.3 Gravel Extraction Considerations In considering various development scenarios, the following geotechnical or geological resource considerations arose from our assessment at the site.

1. Excavation face heights and slope heights in granular materials above high water could nominally be planned for a maximum of 8 m and 1.5H:1V, respectively, but should be governed by Ministry of Mines regulations for pit development.

2. For planning purposes, excavation slopes in granular materials likely to be below water at the time of extraction should be planned for a maximum of 3H:1V. Please note that depending on the gradational variation of the granular deposits and water flow at the time of excavation, slopes in water will naturally retrogress which may result in slope angles flatter than 3H:1V.

3. Durability testing was limited. Depending on the intended use of the granular deposit additional durability tests will be required post/during full scale processing/crushing operations.

4. Excavation of overburden and construction of stock piles consisting of overburden should be planned to be constructed with slopes of less than 5 m in height and no steeper than 3H:1V.

5. The encountered granular deposits have rounded to sub-rounded gravel sizes and a variable oversize fraction of rounded to sub-rounded cobbles and boulders. Crushing of the gravel and oversize to incorporate it into both pit run and crushed aggregate products rather than screening it off should be considered. This will not only maximize use of the resource, but at the same time will likely enhance the placement/compaction characteristics of pit run products in bulk embankments as well as improve the fracture and durability aspects of crushed aggregate products.



8.0 References BGC Engineering Inc., 30 November 2012, “Preliminary Reservoir Impact Lines, Site C Clean Energy Project”, Technical Report.

Bidwell, A.K., May 1999, “The Engineering Geology of the Fort St. John Area”, University of Alberta, Master of Engineering Report.

Hartman, G.M.D. and Clague, J.J., 25 June 2008, “Quaternary Stratigraphy and Glacial History of the Peace River Valley, Northeast British Columbia”, Canadian Journal of Earth Science, Volume 45, pages 549-564.

Mathews, W.H., 1978, “Quaternary Stratigraphy and Geomorphology of Charlie Lake (94A) Map Area British Columbia”, Geologic Survey of Canada, Paper 76-20.

Stott, D.F., 1982, “Lower Cretaceous Fort St. John Group and Upper Cretaceous Dunvegan Formation of the Foothill and Plains of Alberta, British Columbia, District of Mackenzie and Yukon Territory”, Geological Survey of Canada, Bulletin 328

Appendix A

Figures

1000+0001001+000

1002+000

1003+0001004+000 1005+000 1006+000

1007+000

Chapman Road

Le Sage Road

Highway 29

Millar Road

Resch

keRo

adFarrell Creek Road

P e a c e R i v e r

L y n xC

ree

k

17A

17B

17C

!(

!(

!(

!(

!(

_̂

VancouverKamloops

ChetwyndFort St John

PrinceGeorge

Area 17

SCALE:

PROJECTION:

DATUM:

CHK'D BY:

DWN BY:

This drawing was originally produced in colour.

CLIENT: DATE:

S:\Internal\KX052807-GIS\5-CorridorGravelAssessment\LC-GranBorrInv-Area17-Fig1-SiteLocPlan.mxd

KX052807

NOVEMBER 2019

A

GRANULAR BORROW INVESTIGATIONAREA 17

SITE LOCATION PLAN

HIGHWAY NO. 29LYNX CREEK SECTION

FIGURE 1

TITLE:

PROJECT:

UTM Zone 10

NAD 83

DO

BBPROJECT NO.:

REV NO.:

$

0 250 500 750 1,000125m

Notes:1. L1000A21 centreline alignment provided by R.F. Binnie & Associates Ltd. CAD file '100PL_17-0472-Lynx.dwg', received 30 October 2019.2. Maximum Normal Reservoir Level (461.8 m) downloaded from BC Hydro SharePoint 11 April 2018.3. Orthophoto imagery (foreground) provided by BC Hydro 9 January 2018.4. Orthophoto imagery (background; 2009) provided by R.F. Binnie & Associates Ltd., received 1 June 2011. 1:20,000

LegendL1000A21 Centreline Alignment

Maximum Normal Reservoir Level (461.8 m)

Potential Granular Source

Potential Granular Source Boundary

3456 Opie CrescentPrince George, BC, CANADA V2N 2P9Tel. (250) 564-3243 Fax (250) 562-7045

a Division of Wood Canada Limited (Wood)Wood Environment & Infrastructure Solutions

BC HYDRO c/o R.F. BINNIE & ASSOCIATES LTD.17A

")

")

")

")

")

")

")

")

")

")

")

")

")

")

")

")")

") ")")

")

")")

")

")

")

") ")

")

")

")

")

")

")

")

")

")

")

")

")

Highway 29

P e a c e R i v e r

P e a c e R i v e r

Dr y

C r e e k

17A-1 17B-2

17B-4

17C-217B-1

17B-3

17C-117A 17B

17C

17A-2BP19-DC-901

BP19-DC-903

BP19-DC-905

BP19-DC-906

BP19-DC-908

BP19-DC-909

BP19-DC-911

BP19-DC-912

BP19-DC-913

BP19-DC-914

BP19-DC-915

BP19-DC-917

BP19-DC-919

BP19-DC-921

BP19-DC-923

BP19-DC-924BP19-DC-925

BP19-DC-926 BP19-DC-927 BP19-DC-928

BP19-DC-930BP19-DC-932

BP19-DC-933BP19-DC-934

BP19-DC-936

BP19-DC-938BP19-DC-939 BP19-DC-940

BP19-DC-941

BP19-DC-942

BP19-DC-943

BP19-DC-944

BP19-DC-945

BP19-DC-946

BP19-DC-947

BP19-DC-948

BP19-DC-949

BP19-DC-950

BP19-DC-951

BP19-DC-952

SCALE:

PROJECTION:

DATUM:

CHK'D BY:

DWN BY:


DATE:

KX052807

NOVEMBER 2019

A



FIGURE 2

TITLE:

PROJECT:

UTM Zone 10

NAD 83

DO

BBPROJECT NO.:

REV NO.:

S:\Internal\KX052807-GIS\5-CorridorGravelAssessment\LC-GranBorrInv-Area17-Fig2.mxd

$

0 100 200 300 40050m

1:6,000



Notes:1. Maximum Normal Reservoir Level (461.8 m) downloaded from BC Hydro SharePoint 11 April 2018.2. Orthophoto imagery (foreground) provided by BC Hydro 9 January 2018.3. Orthophoto imagery (background; 2009) provided by R.F. Binnie & Associates Ltd., received 1 June 2011.

BC HYDRO c/o R.F. BINNIE & ASSOCIATES LTD.Legend") Test Pit Location



Potential Granular Source BoundaryPreliminary Inner Source BoundaryAssumed Inner Source Boundary

17A

")

")

")

")

")

")

")

")

")

")

")

")

")

")

")

")")

") ")")

")

")")

")

")

")

") ")

")

")

")

")

")

")

")

")

")

")

")

")

Highway 29

P e a c e R i v e r

P e a c e R i v e r

Dr y

C r e e k

0.1-0.64.4+/5.0+

0.1-2.44.6+/7.0+

0.2-2.81.2+/4.0+

0.2-1.84.7+/6.5+

0.2-4.02.5+/6.5+

0.2-3.51.8+/5.3+

0.1-0.14.7+/4.8+

0.2-1.55.5+/7.0+

0.1-0.12.9+/3.0+

0.1-0.12.9+/3.0+ 0.1-0.1

4.6+/4.7+0.2-3.0

4.0+/7.0+ 0.3-2.63.9+/6.5+

0.2-2.54.0+/6.5+

0.2-2.54.0+/6.5+0.1-0.1

3.9+/4.0+ 0.1-1.45.1+/6.5+

0.1-2.14.9+/7.0+

0.2-3.20.8+/4.0+

0.1-0.12.9+/3.0+

0.1-0.14.9+/5.0+ 0.1-0.1

2.9+/3.0+

0.1-0.12.9+/3.0+

0.1-0.12.9+/3.0+

0.1-0.12.9+/3.0+

0.1-0.21.8+/2.0+

0.1-0.12.9+/3.0+

0.1-0.12.4/2.5

0.1-3.02.1/5.1

0.2-2.71.8/4.5

0.2-2.92.8/5.7

0.2-2.70.5/3.2

0.2-2.44.1/6.5

0.1-0.12.9/3.0

0.1-0.11.7/1.8

0.1-0.12.1/2.2

0.1-0.13.6/3.7

0.1-0.12.9/3.0

0.1-0.12.4/2.5

0.1-0.13.1/3.2

(2.1)

(4.6)

(6.0) (4.5)

(5.0)

(6.0)

(5.5)

(5.5)

(3.0)

(6.0)

(2.5)

(1.8) (3.9) (6.0) (5.5) (6.0)

(4.5)(2.3) (6.0)

(6.0)

(2.2)

(3.5) (2.1)

(0.6)

(1.4)

(2.0)

(1.9)

(1.9)

(1.9)

(1.0)

(1.6)

(1.9)

(1.9)

(1.0)

(2.1)

17A-1 17B-2

17B-4

17C-217B-1

17B-3

17C-117A 17B

17C

17A-2BP19-DC-901

BP19-DC-903

BP19-DC-905

BP19-DC-906

BP19-DC-908

BP19-DC-909

BP19-DC-911

BP19-DC-912

BP19-DC-913

BP19-DC-914

BP19-DC-915

BP19-DC-917

BP19-DC-919

BP19-DC-921

BP19-DC-923

BP19-DC-924 BP19-DC-925 BP19-DC-926 BP19-DC-927 BP19-DC-928

BP19-DC-930BP19-DC-932

BP19-DC-933BP19-DC-934

BP19-DC-936

BP19-DC-938BP19-DC-939 BP19-DC-940

BP19-DC-941

BP19-DC-942

BP19-DC-943

BP19-DC-944

BP19-DC-945

BP19-DC-946

BP19-DC-947

BP19-DC-948

BP19-DC-949

BP19-DC-950

BP19-DC-951

BP19-DC-952

SCALE:

PROJECTION:

DATUM:

CHK'D BY:

DWN BY:


DATE:

KX052807

NOVEMBER 2019

A



FIGURE 3

TITLE:

PROJECT:

UTM Zone 10

NAD 83

DO

BBPROJECT NO.:

REV NO.:

S:\Internal\KX052807-GIS\5-CorridorGravelAssessment\LC-GranBorrInv-Area17-Fig3.mxd

$

0 100 200 300 40050m

1:6,000



Notes:1. Maximum Normal Reservoir Level (461.8 m) downloaded from BC Hydro SharePoint 11 April 2018.2. Hillshade imagery processed from LIDAR provided by BC Hydro 9 January 2018.

BC HYDRO c/o R.F. BINNIE & ASSOCIATES LTD.Legend") Test Pit Location



Potential Granular Source BoundaryPreliminary Inner Source BoundaryAssumed Inner Source Boundary

LegendTopsoil Thickness (m)

Total Overburden Depth (m)

0.2-1.42.0+/3.4+

Depth to Bottom of Granular (m)Thickness of Granular (m)

Groundwater Depth (m)(0)17A

Appendix B

Photos

FS JULY 2019

DO KX052807.53

N/A -

N/A

NTS

R.F Binnie & Associates Ltd.

Granular Borrow Investigation

Highway No. 29

Area 17

Wood Environment & Infrastructure

Solutions3456 Opie Crescent, Prince George, BC, V2N 2P9

Photo PlateSheet No. 1 of 2

PHOTO 4: View east, excavator crossing from mainland to Area 17 on April 21, 2019.

CLIENT DWN BY:

CHK'D BY:

PROJECTION:

DATUM:

SCALE:

PROJECT

TITLE

PROJECT NO:

REV. NO.:

DATE:

PHOTO 1: View north from Area 17 near BP19-DC-901 on April 25, 2019. PHOTO 2: View northeast from Area 17 near BP19-DC-924 on April 26, 2019.

PHOTO 3: View west from south side of Area 17 near BP19-DC-919 on April 28, 2019.

\\PRG-FS1\Projects\Projects\KX05280-SiteC-Hy29\TechWorkFiles\Western Segments Gravel & Aggregate\2019 Reports_working\Area 17\Photo Plate\Area 17 Photo Plate

FS JULY 2019

DO KX052807.53

N/A -

N/A

NTS

R.F Binnie & Associates Ltd.

Granular Borrow Investigation

Highway No. 29

Area 17


Solutions3456 Opie Crescent, Prince George, BC, V2N 2P9

Photo PlateSheet No. 2 of 2

PHOTO 7: Silt and sand overlying sand and gravel material within BP19-DC-927 on April

CLIENT DWN BY:

CHK'D BY:

PROJECTION:

DATUM:

SCALE:

PROJECT

TITLE

PROJECT NO:

REV. NO.:

DATE:

PHOTO 5: View west, excavator crossing the Peace River from mainland to Area 17 on April

23, 2019. Safety services and transportation provided by Raven Rescue.

PHOTO 6: Typical test pitting operation, borrow pit BP19-DC-923 on April 26, 2019.

PHOTO 8: View northeast near completed borrow pit BP19-DC-946 on April 29, 2019.

\\PRG-FS1\Projects\Projects\KX05280-SiteC-Hy29\TechWorkFiles\Western Segments Gravel & Aggregate\2019 Reports_working\Area 17\Photo Plate\Area 17 Photo Plate

Appendix C

Investigation Test Pit Summaries

and

Laboratory Grain Size Distribution Results

From To From To Soil

Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

2.5 2.1 2.5

N 6218634.4 TS 0.0 0.1 446.4 446.4 0.1

E 574408.5 GW 0.1 2.5 446.3 443.9 2.4 <5 25 50 40 60 20 400

Z 446.4 B1 0.2 1.2 446.2 445.2 <5 25 50 20 GW 2 25 42 31

B2 1.2 2.0 445.2 444.4 <5 20 55 20

BR 2.5 443.9

5.0 4.6 -

N 6218869.6 TS 0.0 0.1 448.3 448.2 0.1

E 574623.8 SM2 0.1 0.6 448.2 447.7 0.5 20 80

Z 448.3 GP 0.6 5.0 447.7 443.3 4.4 <5 30 60 50 50 5 550

B1 1.0 2.0 447.3 446.3 <5 30 60 5 GW 1 32 67 0 84 11.1 12.4 13.0 12.0 90.7 2.635/2.602 1.04/1.17 0.2/0.4

B2 2.0 3.0 446.3 445.3 <5 30 60 5

B3 3.0 4.0 445.3 444.3 <5 20 55 20 GP 1 14 47 38

B4 4.0 5.0 444.3 443.3 <5 20 55 20

7.0 6.0 -

N 6219095.9 TS 0.0 0.1 449.4 449.3 0.1

E 574887.3 SM2 0.1 2.7 449.3 446.7 2.6 25 75

Z 449.4 B1 0.1 1.2 449.3 448.2 25 75

B2 1.7 2.7 447.7 446.7 55 45

GW 2.7 7.0 446.7 442.4 4.3 <5 30 60 40 60 5 500

B3 3.0 4.0 446.4 445.4 <5 30 60 5 GW 1 27 60 12

B4 4.0 5.0 445.4 444.4 <5 25 55 15

B5 5.0 6.0 444.4 443.4 <5 25 55 15 GW 1 24 61 14

B6 6.0 7.0 443.4 442.4 <5 25 55 15

3.0 1.9 3.0

N 6218529.1 TS 0.0 0.1 445.9 445.8 0.1

E 574358.1 GW 0.1 2.6 445.8 443.3 2.5 <5 35 55 35 65 5 600

Z 445.9 B1 0.1 1.0 445.8 444.9 <5 35 55 5 GP 3 31 43 23

B2 1.0 2.0 444.9 443.9 <5 30 50 15 GW 3 28 55 14

BR 2.6 3.0 443.3 442.9 0.4

B3 3.0 442.9

1.8 1.0 1.8

N 6218785.2 TS 0.0 0.1 445.0 445.0 0.1

E 574450.3 GP 0.1 1.8 445.0 443.2 1.8 <5 30 55 30 70 10 250

Z 445.0 B1 0.1 1.0 444.9 444.0 <5 30 55 10 GP 1 24 48 27

B2 1.0 1.8 444.0 443.2 >5 20 60 15 GP 1 17 46 36

BR 1.8 443.2

BP19-DC-946

BP19-DC-947

BP19-DC-903

BP19-DC-905

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Fin

e G

rave

l 4.7

5-1

9 m

m

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-901

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel

Durability Lab Test Results

Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)

Field Visual Classification (%) Lab Gradation (%)

Granular Borrow Investigation Test Pit Summary Sheet

Project Highway 29 - Granular Borrow Investigation, Area 17A Test Method Hyundai 380LC-9

Project Number KX052807.53.GBG205 Date 21/04/2019 to 30/04/2019


Cla

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Ove

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Wei

ghte

d A

vera

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lay

Lum

ps

Co

arse

/Fin

e %

Fin

e G

rave

l 4.7

5-1

9 m

m

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-901

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)



Project Highway 29 - Granular Borrow Investigation, Area 17A Test Method Hyundai 380LC-9


2.2 1.6 2.2

N 6218726.4 TS 0.0 0.1 445.9 445.8 0.1

E 574569.9 GW 0.1 2.2 445.8 443.7 2.2 >5 25 60 20 80 10 700

Z 445.9 B1 0.1 1.4 445.8 444.5 >5 25 60 10 GW 4 33 51 12

B2 1.4 2.2 444.5 443.7 >5 25 60 10 GW 3 29 53 15

BR 2.2 443.7

B3 2.2 443.7

3.7 1.9 3.7

N 6219030.7 TS 0.0 0.1 445.2 445.1 0.1

E 574659.4 GP 0.1 3.7 445.1 441.5 3.6 <5 30 50 30 70 5 1000+

Z 445.2 B1 0.1 1.0 445.1 444.2 <5 30 50 15 GP 1 22 39 38

B2 1.0 2.0 444.2 443.2 <5 20 55 20

B3 2.0 3.0 443.2 442.2 <5 15 65 15 GW 2 26 57 15

BR 3.7 441.5

3.0 1.9 2.8

N 6218963.7 TS/SB 0.0 0.1 445.8 445.7 0.1

E 574809.5 GW 0.1 2.8 445.7 443.0 2.7 ~5 35 45 50 50 15 1000

Z 445.8 B1 0.1 1.0 445.7 444.8 ~5 35 45 15 GW 5 31 43 21

B2 1.0 2.0 444.8 443.8 ~5 30 50 15

B3 2.0 3.0 443.8 442.8 <5 25 50 20 GW 3 25 54 18

BR 2.8 443.0

2.5 1.0 2.5

N 6219206.8 TS 0.0 0.1 444.7 444.6 0.1

E 575069.1 GW 0.1 2.5 444.6 442.2 2.4 <5 25 65 40 60 5 500

Z 444.7 B1 0.1 1.0 444.6 443.7 <5 25 65 5 GW 1 31 48 20

B2 1.0 2.0 443.7 442.7 <5 35 55 5

B3 0.1 2.5 444.6 442.2 <5 30 60 5 GW 1 32 62 5

BR 2.5 442.2

3.2 2.1 3.2

N 6219258.3 TS 0.0 0.1 445.0 444.9 0.1

E 575264.7 GP 0.1 3.2 444.9 441.8 3.1 <5 20 60 30 70 15 250

Z 445.0 B1 0.1 1.0 444.9 444.0 <5 20 60 15

B2 1.0 2.0 444.0 443.0 <5 15 70 10

B3 2.0 3.0 443.0 442.0 <5 15 65 15 GW 1 23 58 18

BR 3.2 441.8

BP19-DC-950

BP19-DC-951

BP19-DC-952

BP19-DC-948

BP19-DC-949


Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

5.1 - 5.0

N 6218865.2 TS 0.0 0.1 449.4 449.3 0.1

E 574767.0 SM3 0.1 2.5 449.3 446.9 2.4 35 65

Z 449.4 B1 0.4 1.0 449.0 448.4 35 65

ML 2.5 3.0 446.9 446.4 0.5 85 15

B2 2.5 3.0 446.9 446.4 85 15

GW 3.0 5.0 446.4 444.4 2.0 ~5 30 55 30 70 10 600

B3 3.0 4.0 446.4 445.4 ~5 30 55 10 GW 3 27 52 18

B4 4.0 5.0 445.4 444.4 <5 20 55 20

BR 5.0 5.1 444.4 444.3 0.1

B5 5.0 5.1 444.4 444.3

4.5 4.5 4.5

N 6219084.5 TS 0.0 0.2 448.4 448.2 0.2

E 575053.3 ML 0.2 2.7 448.2 445.7 2.5 60 40

Z 448.4 B1 0.2 1.1 448.2 447.3 60 40

GW 2.7 4.5 445.7 443.9 1.8 >5 35 50 30 70 10 300

B2 3.0 4.0 445.4 444.4 >5 35 50 10 GW 4 30 58 8

B3 4.0 4.5 444.4 443.9 ~5 30 55 10

BR 4.5 443.9

5.7 5.0 5.7

N 6219186.6 TS 0.0 0.2 448.3 448.1 0.2

E 575214.9 SM4 0.2 2.9 448.1 445.4 2.7 45 55

Z 448.3 B1 0.2 1.2 448.1 447.1 45 55

B2 2.0 2.9 446.3 445.4 25 75

GW 2.9 5.7 445.4 442.6 2.8 >5 40 50 45 55 5 200

B3 3.0 4.0 445.3 444.3 >5 40 50 5 GP 1 28 71 0

B4 4.0 5.0 444.3 443.3 ~5 30 55 10

B5 5.0 5.7 443.3 442.6 ~5 25 55 15 GW 3 25 42 30

BR 5.7 442.6

3.2 - 3.1

N 6218903.9 TS 0.0 0.2 447.7 447.5 0.2

E 575032.0 ML 0.2 2.7 447.5 445.0 2.5 60 40

Z 447.7 B1 0.2 1.2 447.5 446.5 60 40

GP-GM 2.7 3.1 445.0 444.6 0.4 >5 40 50 40 60 5 200

B2 2.7 3.1 445.0 444.6 >5 40 50 5 GP-GM 9 29 59 3

BR 3.1 3.2 444.6 444.5 0.1

B3 3.1 3.2 444.6 444.5

BP19-DC-911

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Fin

e G

rave

l 4.7

5-1

9 m

m

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-908

BP19-DC-909

BP19-DC-906

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)



Project Highway 29 - Granular Borrow Investigation, Area 17B Test Method Hyundai 380LC-9



Cla

ssif

icat

ion

Fin

es

San

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Gra

vel

Ove

rsiz

ed

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Fin

e G

rave

l 4.7

5-1

9 m

m

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-906

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)





4.0 - -

N 6219014.4 TS 0.0 0.2 448.2 448.0 0.2

E 575160.3 ML 0.2 2.8 448.0 445.4 2.6 60 40

Z 448.2 B1 1.0 2.0 447.2 446.2 60 40

GP 2.8 4.0 445.4 444.2 1.2 >5 35 50 40 60 10 200

B2 3.0 4.0 445.2 444.2 >5 35 50 10 GP 3 23 50 24

6.5 6.0 -

N 6219068.3 TS 0.0 0.2 448.7 448.5 0.2

E 575328.3 SM3 0.2 1.8 448.5 446.9 1.6 35 65

Z 448.7 B1 0.2 1.2 448.5 447.5 35 65

B2 1.2 1.8 447.5 446.9 35 65

GW 1.8 6.5 446.9 442.2 4.7 >5 40 50 40 60 5 350

B3 2.0 3.0 446.7 445.7 >5 40 50 5 GP 2 26 69 3

B4 3.0 4.0 445.7 444.7 ~5 35 55 5

B5 4.0 5.0 444.7 443.7 ~5 30 55 10 GW 1 22 57 20

B6 5.0 6.0 443.7 442.7 ~5 25 60 10

6.5 5.5 -

N 6219124.2 TS 0.0 0.2 447.6 447.4 0.2

E 575498.8 ML 0.2 2.5 447.4 445.1 2.3 65 35

Z 447.6 B1 1.0 1.6 446.6 446.0 70 30

SM4 2.5 4.0 445.1 443.6 1.5 40 60

B2 3.0 3.7 444.6 443.9 40 60

GP 4.0 6.5 443.6 441.1 2.5 >5 35 55 40 60 5 400

B3 4.0 5.0 443.6 442.6 >5 35 60 GP 2 29 69 0

B4 5.0 6.0 442.6 441.6 <5 30 60 5

6.5 5.5 6.5

N 6218712.9 TS 0.0 0.2 449.4 449.2 0.2

E 574954.5 SM3 0.2 2.4 449.2 447.0 2.2 30 70

Z 449.4 B1 0.8 1.7 448.6 447.7 30 70

GW 2.4 6.5 447.0 442.9 4.1 <5 30 60 35 65 5 150

B2 2.5 3.5 446.9 445.9 <5 30 60 5 GP 1 27 67 5

B3 3.5 4.5 445.9 444.9 <5 30 60 5

B4 4.5 5.5 444.9 443.9 <5 25 60 10

B5 5.5 6.5 443.9 442.9 <5 25 60 10 GW 3 25 55 17

BR 6.5 442.9

BP19-DC-913

BP19-DC-914

BP19-DC-915

BP19-DC-912


Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Fin

e G

rave

l 4.7

5-1

9 m

m

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-906

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)





5.3 - -

N 6218927.1 TS 0.0 0.2 449.1 448.9 0.2

E 575256.8 ML 0.2 2.5 448.9 446.6 2.3 60 40

Z 449.1 B1 1.0 1.5 448.1 447.6 60 40

SM3 2.5 3.5 446.6 445.6 1.0 30 70

B2 3.0 3.5 446.1 445.6 30 70

GW 3.5 5.3 445.6 443.8 1.8 >5 20 70 35 65 5 150

B3 3.5 4.5 445.6 444.6 ~5 20 65 10 GW 3 8 87 2

4.8 3.0 -

N 6218546.0 TS 0.0 0.1 446.6 446.5 0.1

E 574889.4 GP 0.1 4.0 446.5 442.6 3.9 ~5 30 60 35 65 5 400

Z 446.6 B1 0.1 1.0 446.5 445.6 ~5 30 60 5 GP 1 19 53 27 76 7.4 11.3 3.0 9.7 98.0 2.671/2.645 0.77/0.89 0.2/0.8

B2 1.0 2.0 445.6 444.6 <5 30 55 10

B3 2.0 3.0 444.6 443.6 <5 20 60 15

B4 3.0 4.0 443.6 442.6 <5 15 65 15

GW 4.0 4.8 442.6 441.8 0.8 <5 10 35 20 80 20 20 700+

B5 4.0 4.8 442.6 441.8 <5 10 40 45 GW 1 24 51 24

7.0 6.0 -

N 6218778.7 TS 0.0 0.2 449.0 448.8 0.2

E 575198.4 SM2 0.2 1.5 448.8 447.5 1.3 25 75

Z 449.0 B1 0.2 1.5 448.8 447.5 25 75

GW 1.5 7.0 447.5 442.0 5.5 <5 40 50 50 50 5 350

B2 1.5 2.2 447.5 446.8 <5 40 50 5 GW 1 27 72 0

B3 2.2 3.0 446.8 446.0 <5 40 50 5

B4 3.0 4.0 446.0 445.0 <5 35 50 10

B5 4.0 5.0 445.0 444.0 <5 40 45 10 GW 2 26 59 13

B6 5.0 6.0 444.0 443.0 <5 30 50 15

B7 6.0 7.0 443.0 442.0 <5 30 50 15

2.0 1.9 -

N 6218456.8 TS 0.0 0.1 445.5 445.4 0.1

E 574809.7 SM3 0.1 0.2 445.4 445.3 0.1 25 75

Z 445.5 GP 0.2 2.0 445.3 443.5 1.8 ~5 30 60 30 70 5 200

B1 0.3 1.2 445.2 444.3 ~5 25 60 10 GP 2 24 62 12

B2 1.2 2.0 444.3 443.5 ~5 20 60 15

B3 2.0 443.5

BP19-DC-921

BP19-DC-944

BP19-DC-917

BP19-DC-919


Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Fin

e G

rave

l 4.7

5-1

9 m

m

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-906

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)





3.0 1.9 -

N 6218606.7 TS/SB 0.0 0.1 445.1 445.0 0.1

E 575019.7 GW 0.1 3.0 445.0 442.1 2.9 <5 25 55 30 70 15 200

Z 445.1 B1 0.1 1.2 445.0 443.9 <5 30 55 10 GW 1 24 50 25

B2 1.2 2.0 443.9 443.1 <5 20 60 15

B3 2.0 3.0 443.1 442.1 <5 20 60 15 GW 2 16 55 27

BP19-DC-945


Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

3.0 2.5 -

N 6218955.2 TS 0.0 0.1 444.6 444.5 0.1

E 575540.3 GP 0.1 3.0 444.5 441.6 2.9 >5 30 55 30 70 10 <300

Z 444.6 B1 0.1 1.0 444.5 443.6 >5 30 55 10 GP 2 15 64 19

B2 1.0 2.0 443.6 442.6 <5 20 60 15

B3 2.0 3.0 442.6 441.6 <5 15 60 20 GW 1 22 51 26

3.0 1.8 -

N 6219139.6 TS 0.0 0.1 444.4 444.3 0.1

E 575592.5 GP 0.1 3.0 444.3 441.4 2.9 >5 25 60 45 55 10 450

Z 444.4 B1 0.1 1.0 444.3 443.4 >5 25 60 10 GP 2 18 66 14

B2 1.0 2.0 443.4 442.4 <5 10 65 20

B3 2.0 3.0 442.4 441.4 <5 5 70 20 GP 1 15 60 24

4.7 3.9 -

N 6219130.2 TS 0.0 0.1 446.5 446.4 0.1

E 575687.8 GP 0.1 4.7 446.4 441.8 4.6 <5 20 60 20 80 15 250

Z 446.5 B1 0.2 1.2 446.3 445.3 <5 20 60 15 GP 1 20 59 20

B2 1.2 2.1 445.3 444.4 <5 20 60 15

B3 2.1 3.0 444.4 443.5 <5 20 60 15

B4 3.0 4.0 443.5 442.5 <5 15 65 15 GW 1 16 74 9

B5 4.0 4.7 442.5 441.8 <5 15 65 15

7.0 6.0 -

N 6219137.9 TS 0.0 0.2 448.7 448.5 0.2

E 575818.4 SM3 0.2 3.0 448.5 445.7 2.8 40 60

Z 448.7 B1 1.5 2.6 447.2 446.1 35 65

GW 3.0 7.0 445.7 441.7 4.0 <5 35 55 40 60 5 350

B2 3.0 4.0 445.7 444.7 <5 35 60 0 GW 1 31 65 3

B3 4.0 5.0 444.7 443.7 <5 25 55 15

B4 5.0 6.0 443.7 442.7 <5 20 60 15 GW 1 28 57 14

B5 6.0 7.0 442.7 441.7 <5 15 60 20

BP19-DC-925

BP19-DC-926

BP19-DC-924

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-923

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel

Fin

e G

rave

l 4.7

5-1

9 m

m


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)



Project Highway 29 - Granular Borrow Investigation, Area 17C Test Method Hyundai 380LC-9



Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-923

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel

Fin

e G

rave

l 4.7

5-1

9 m

m


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)





6.5 5.5 -

N 6219131.6 TS 0.0 0.3 448.4 448.1 0.3

E 575943.1 SM4 0.3 2.6 448.1 445.8 2.3 40 60

Z 448.4 B1 0.3 1.6 448.1 446.8 45 55

B2 1.6 2.6 446.8 445.8 35 65

GP 2.6 6.5 445.8 441.9 3.9 <5 30 55 45 55 10 150

B3 2.6 3.5 445.8 444.9 <5 30 55 10 GP 1 21 69 9

B4 3.5 4.5 444.9 443.9 <5 25 60 10

B5 4.5 5.5 443.9 442.9 <5 20 60 15 GW 1 29 61 9

B6 5.5 6.5 442.9 441.9 <5 20 60 15

6.5 6.0 -

N 6219138.2 TS 0.0 0.2 448.3 448.1 0.2

E 576101.3 SM4 0.2 2.5 448.1 445.8 2.3 40 60

Z 448.3 B1 1.0 2.0 447.3 446.3 40 60

GP 2.5 6.5 445.8 441.8 4.0 <5 30 55 30 70 10 250

B2 2.5 3.5 445.8 444.8 <5 30 55 10 GP 1 24 72 3

B3 3.5 4.5 444.8 443.8 <5 25 60 10

B4 4.5 5.5 443.8 442.8 <5 35 55 5 GW 1 26 68 5

B5 5.5 6.5 442.8 441.8 <5 35 50 10

6.5 4.5 -

N 6219054.7 TS 0.0 0.2 446.9 446.7 0.2

E 576338.5 SM4 0.2 2.5 446.7 444.4 2.3 40 60

Z 446.9 B1 0.5 1.5 446.4 445.4 45 55

B2 1.5 2.5 445.4 444.4 25 70

GP 2.5 6.5 444.4 440.4 4.0 ~5 25 50 30 70 20 300

B3 2.5 3.5 444.4 443.4 ~5 30 60 5 GP 1 24 69 6

B4 3.5 4.5 443.4 442.4 <5 25 55 15

B5 4.5 5.5 442.4 441.4 <5 25 60 10 GP 1 21 65 13

B6 5.5 6.5 441.4 440.4 >5 30 60 5

4.0 2.3 -

N 6219034.7 TS 0.0 0.1 445.0 444.9 0.1

E 575598.3 GW 0.1 4.0 444.9 441.0 3.9 ~5 30 55 30 70 10 450

Z 445.0 B1 0.1 1.1 444.9 443.9 ~5 30 55 10 GP 2 24 53 21 58 8.3 14.4 5.6 16.7 60 2.667/2.632 0.77/1.24 0.2/0.0

B2 1.1 2.0 443.9 443.0 ~5 30 55 10

B3 2.0 3.0 443.0 442.0 5 20 45 25 GW 1 17 49 33

B4 3.0 4.0 442.0 441.0 <5 20 45 30 GP 1 17 52 30

BP19-DC-932

BP19-DC-927

BP19-DC-928

BP19-DC-930


Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-923

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel

Fin

e G

rave

l 4.7

5-1

9 m

m


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)





6.5 6.0 -

N 6219021.0 TS 0.0 0.1 448.2 448.1 0.1

E 575690.8 ML 0.1 1.4 448.1 446.8 1.3 55 45

Z 448.2 B1 0.1 1.0 448.1 447.2 55 45

GP 1.4 6.5 446.8 441.7 5.1 >5 30 60 40 60 5 400

B2 1.5 2.5 446.7 445.7 >5 30 60 5 GP 1 23 68 8

B3 2.5 3.5 445.7 444.7 <5 35 55 5

B4 3.5 4.5 444.7 443.7 <5 30 50 15 GW 1 28 68 3

B5 4.5 5.5 443.7 442.7 <5 25 60 10

B6 5.5 6.5 442.7 441.7 <<5 15 65 15 GP 1 25 72 2

7.0 6.0 -

N 6218985.4 TS 0.0 0.1 448.4 448.3 0.1

E 575833.2 ML 0.1 2.1 448.3 446.3 2.0 55 45

Z 448.4 B1 1.0 1.5 447.4 446.9 55 45

GP 2.1 7.0 446.3 441.4 4.9 <5 25 65 35 65 5 350

B2 2.0 3.0 446.4 445.4 <5 25 65 5 GP 1 20 68 11

B3 3.0 4.0 445.4 444.4 <5 25 60 10

B4 4.0 5.0 444.4 443.4 <5 20 60 15 GW 1 23 53 23

B5 5.0 6.0 443.4 442.4 <5 20 60 15 GP 1 21 51 27

B6 6.0 7.0 442.4 441.4 <5 10 65 20

4.0 - -

N 6219018.4 TS 0.0 0.2 448.2 448.0 0.2

E 576112.0 ML 0.2 3.2 448.0 445.0 3.0 60 40

Z 448.2 B1 1.0 2.0 447.2 446.2 55 45

GP 3.2 4.0 445.0 444.2 0.8 ~5 20 60 30 70 15 <1 500

B2 3.2 4.0 445.0 444.2 ~5 20 60 15

3.0 2.2 -

N 6218884.7 TS 0.0 0.1 445.2 445.1 0.1

E 575564.5 GP 0.1 3.0 445.1 442.2 2.9 <5 20 75 20 80 10 200

Z 445.2 B1 0.0 1.1 445.2 444.1 <5 30 55 10

B2 1.1 2.0 444.1 443.2 <5 10 80 5

B3 2.0 3.0 443.2 442.2 <5 5 90

BP19-DC-934

BP19-DC-936

BP19-DC-938

BP19-DC-933


Cla

ssif

icat

ion

Fin

es

San

d

Gra

vel

Ove

rsiz

ed

Wei

ghte

d A

vera

ge C

lay

Lum

ps

Co

arse

/Fin

e %

Co

arse

Gra

vel 1

9-7

5 m

m

Co

bb

les

Test

Pit

ID a

nd

Lo

cati

on

Soil

Cla

ssif

icat

ion

Sam

ple

ID

Depth (m)Elevation

(masl)

Laye

r Th

ickn

ess

(m)

BP19-DC-923

Mic

ro-D

eval

% L

oss

Fin

e

MgS

O4

% L

oss

Co

arse

MgS

O4

% L

oss

Fin

e

Frac

ture

A

B.R

.D. C

oar

se/F

ine

Ab

sorp

tio

n %

coar

se/

%fi

ne

Bo

uld

ers

Max

Siz

e (m

m)

Uncrushed

San

d E

qu

ival

ent

Mic

ro-D

eval

% L

oss

Co

arse

Gra

vel

Fin

e G

rave

l 4.7

5-1

9 m

m


Fin

es

San

d

Test

Pit

Dep

th (

m)

Gro

un

dw

ater

(m

)

Bed

rock

(m

)





5.0 3.5 -

N 6218920.3 TS 0.0 0.1 446.1 446.0 0.1

E 575680.0 GW 0.1 5.0 446.0 441.1 4.9 ~5 25 60 30 70 10 <<1 300

Z 446.1 B1 0.1 1.2 446.0 444.9 <5 25 60 10 GW 1 23 55 21

B2 1.2 2.0 444.9 444.1 <5 25 55 15

B3 2.0 3.0 444.1 443.1 <5 30 55 10 GW 0 30 53 17

B4 3.0 4.0 443.1 442.1 <5 25 55 15

B5 4.0 5.0 442.1 441.1 <5 25 50 20 GP 1 22 52 25

3.0 2.1 -

N 6218920.0 TS 0.0 0.1 444.9 444.8 0.1

E 575854.0 GW 0.1 3.0 444.8 441.9 2.9 >5 30 60 30 70 5 250

Z 444.9 B1 0.1 1.2 444.8 443.7 >5 30 55 10 GP 2 23 55 20

B2 1.2 2.0 443.7 442.9 ~5 30 60 5

B3 2.0 3.0 442.9 441.9 0 5 90 5 GW 0 2 86 12

3.0 0.6 -

N 6218778.6 GW 0.0 3.0 443.6 440.6 3.0 ~5 20 45 45 55 30 250

E 575525.3 B1 0.1 1.0 443.5 442.6 ~5 20 45 30 GP 1 18 50 31

Z 443.6 B2 1.0 2.0 442.6 441.6 <5 20 50 25 GW 1 22 47 30

B3 2.0 3.0 441.6 440.6 <5 25 55 15

3.0 1.4 -

N 6218837.4 TS 0.0 0.1 443.6 443.5 0.1

E 575691.7 GP 0.1 3.0 443.5 440.6 2.9 <5 20 65 35 65 10 350

Z 443.6 B1 0.4 1.4 443.2 442.2 <5 20 65 10 GW 1 22 52 25

B2 1.4 2.3 442.2 441.3 <5 20 60 15 GP 1 19 55 25

B3 2.3 3.0 441.3 440.6 <5 20 65 10

3.0 2.0 -

N 6218931.4 TS 0.0 0.1 443.8 443.7 0.1

E 576004.8 GP 0.1 3.0 443.7 440.8 2.9 <5 30 55 30 70 10 250

Z 443.8 B1 0.1 1.1 443.7 442.7 <5 30 55 10 GP 1 19 64 16

B2 1.1 2.0 442.7 441.8 <5 25 60 10

B3 2.0 3.0 441.8 440.8 <5 20 60 15 GW 1 27 50 22

BP19-DC-942

BP19-DC-943

BP19-DC-939

BP19-DC-940

BP19-DC-941

Area 17A

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G

GRAIN SIZE IN MILLIMETERS

GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

Area 17B

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

Area 17C

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807

101 - 1577 7th Avenue OFFICE: Prince George, BC

Prince George, BC TECHNICIAN: Wood Environment & Infrastructure Solutions Lab

V2L 3P5 DATE: 23-May-19

PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 68.8

63.0 64.2

50.0 61.6

37.5 57.9

25.0 51.8

19.0 46.8

12.5 40.0

9.5 36.0

4.75 26.6

2.36 19.0

1.18 13.0

0.600 8.9

0.300 4.2

0.150 2.2

0.075 1.5

OVERSIZED = 31.2%

GRAVEL = 42.2%

SAND = 25.1%

FINES = 1.5%

D10 = 0.71

D30 = 6.10

D60 = 44.14

Cu = 61.73

Cc = 1.18

Moisture = 0.4%

Tested Weight

(g) =34,676.7

COMMENTS:

Per:

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

Bridge End Fill

Largest cobble measured 265mm x 135mm

Brian McLeod

DEPTH: 0.2 - 1.2m DATE TESTED: 17-May-19

R.F. Binnie & Associates Ltd.

Highway 29 - Granular Borrow Investigation, Area 17

TEST PIT NUMBER: BP19-DC-901 SAMPLED BY: P. O'Sullivan

SAMPLE NUMBER: B1 DATE SAMPLED: 25-Apr-19

GRAIN SIZE DISTRIBUTIONASTM C136/ ASTM C117

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 100.0

63.0 98.3

50.0 95.8

37.5 84.6

25.0 69.2

19.0 59.2

12.5 49.5

9.5 44.7

4.75 32.5

2.36 25.3

1.18 20.0

0.600 13.7

0.300 3.8

0.150 1.2

0.075 0.6

OVERSIZED = 0.0%

GRAVEL = 67.5%

SAND = 31.8%

FINES = 0.6%

D10 = 0.46

D30 = 3.74

D60 = 19.42

Cu = 42.01

Cc = 1.56

Moisture = 0.4%

Tested Weight

(g) =26,610.8

COMMENTS:

Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 61.8

63.0 61.8

50.0 57.1

37.5 51.8

25.0 41.5

19.0 34.5

12.5 27.1

9.5 23.1

4.75 15.4

2.36 12.6

1.18 11.5

0.600 10.3

0.300 6.8

0.150 3.1

0.075 1.4

OVERSIZED = 38.2%

GRAVEL = 46.4%

SAND = 14.0%

FINES = 1.4%

D10 = 0.57

D30 = 14.43

D60 = 57.63

Cu = 101.10

Cc = 6.34

Moisture = 1.4%

Tested Weight

(g) =32,666.7

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 88.2

63.0 83.7

50.0 75.2

37.5 67.0

25.0 59.3

19.0 53.4

12.5 44.8

9.5 40.1

4.75 28.0

2.36 21.7

1.18 17.7

0.600 12.8

0.300 3.8

0.150 1.5

0.075 0.9

OVERSIZED = 11.8%

GRAVEL = 60.2%

SAND = 27.1%

FINES = 0.9%

D10 = 0.48

D30 = 5.33

D60 = 25.91

Cu = 53.68

Cc = 2.28

Moisture = 0.2%

Tested Weight

(g) =34,948.7

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 86.2

63.0 82.5

50.0 75.0

37.5 65.6

25.0 55.8

19.0 49.2

12.5 40.4

9.5 36.6

4.75 25.3

2.36 18.5

1.18 14.7

0.600 10.6

0.300 3.8

0.150 1.7

0.075 1.1

OVERSIZED = 13.8%

GRAVEL = 60.9%

SAND = 24.2%

FINES = 1.1%

D10 = 0.57

D30 = 6.35

D60 = 29.74

Cu = 52.56

Cc = 2.40

Moisture = 0.3%

Tested Weight

(g) =28,865.4

COMMENTS:

Per:

Bridge End Fill

Brian McLeod









0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 81.9

63.0 74.7

50.0 71.7

37.5 64.8

25.0 57.6

19.0 51.5

12.5 44.0

9.5 40.1

4.75 30.5

2.36 23.2

1.18 16.4

0.600 10.8

0.300 5.6

0.150 4.1

0.075 3.2

OVERSIZED = 18.1%

GRAVEL = 51.4%

SAND = 27.2%

FINES = 3.2%

D10 = 0.54

D30 = 4.53

D60 = 28.62

Cu = 52.79

Cc = 1.32

Moisture = 0.6%

Tested Weight

(g) =31,586.7

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 92.1

63.0 87.9

50.0 84.1

37.5 76.1

25.0 64.7

19.0 60.0

12.5 50.6

9.5 45.4

4.75 34.2

2.36 25.3

1.18 18.6

0.600 13.7

0.300 8.5

0.150 5.6

0.075 3.7

OVERSIZED= 7.9%

GRAVEL = 57.9%

SAND = 30.5%

FINES = 3.7%

D10 = 0.37

D30 = 3.41

D60 = 19.00

Cu = 51.53

Cc = 1.66

Moisture = N/A

Tested Weight

(g) =29,587.8

COMMENTS:


Per:


GRAIN SIZE DISTRIBUTIONASTM C136/ASTM C117

DEPTH: DATE TESTED:

Bridge End Fill

7-May-19


TEST PIT NUMBER: SAMPLE BY:

SAMPLE NUMBER: DATE SAMPLED:

BP19-DC-908 P. O'Sullivan

B2 22-Apr-19

3.0 - 4.0m

Brian McLeod


0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 100.0

63.0 96.4

50.0 88.4

37.5 79.2

25.0 66.2

19.0 57.6

12.5 47.6

9.5 41.2

4.75 29.1

2.36 23.5

1.18 20.8

0.600 16.8

0.300 5.6

0.150 2.2

0.075 1.4

OVERSIZED = 0.0%

GRAVEL = 70.9%

SAND = 27.7%

FINES = 1.4%

D10 = 0.39

D30 = 5.01

D60 = 20.51

Cu = 52.21

Cc = 3.12

Moisture = 0.5%

Tested Weight

(g) =28,996.9

COMMENTS:

Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 69.8

63.0 67.5

50.0 63.9

37.5 57.9

25.0 51.1

19.0 47.4

12.5 41.9

9.5 37.6

4.75 27.9

2.36 22.0

1.18 17.8

0.600 13.7

0.300 6.9

0.150 3.6

0.075 2.5

OVERSIZED = 30.2%

GRAVEL = 41.9%

SAND = 25.4%

FINES = 2.5%

D10 = 0.41

D30 = 5.53

D60 = 41.46

Cu = 100.86

Cc = 1.79

Moisture = 0.6%

Tested Weight

(g) =34,612.1

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 96.8

63.0 85.2

50.0 81.8

37.5 73.5

25.0 64.6

19.0 59.4

12.5 50.6

9.5 46.9

4.75 37.8

2.36 31.1

1.18 27.1

0.600 25.3

0.300 19.7

0.150 12.6

0.075 9.3

OVERSIZED = 3.2%

GRAVEL = 59.0%

SAND = 28.4%

FINES = 9.3%

D10 = 0.09

D30 = 1.93

D60 = 19.65

Cu = 226.63

Cc = 2.20

Moisture = 0.9%

Tested Weight

(g) =22,944.7

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 75.4

63.0 69.5

50.0 66.4

37.5 61.4

25.0 51.3

19.0 46.8

12.5 40.1

9.5 35.7

4.75 25.3

2.36 19.2

1.18 15.9

0.600 13.4

0.300 8.2

0.150 4.4

0.075 2.6

OVERSIZED = 24.6%

GRAVEL = 50.1%

SAND = 22.7%

FINES = 2.6%

D10 = 0.38

D30 = 6.51

D60 = 35.48

Cu = 93.28

Cc = 3.14

Moisture = 0.6%

Tested Weight

(g) =30,752.8

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 96.8

63.0 90.0

50.0 83.7

37.5 72.4

25.0 61.9

19.0 54.5

12.5 43.7

9.5 38.0

4.75 27.7

2.36 22.7

1.18 19.2

0.600 15.4

0.300 6.3

0.150 2.8

0.075 1.7

OVERSIZED = 3.2%

GRAVEL = 69.1%

SAND = 26.1%

FINES = 1.7%

D10 = 0.40

D30 = 5.54

D60 = 23.28

Cu = 58.68

Cc = 3.33

Moisture = 1.0%

Tested Weight

(g) =29,817.5

COMMENTS:

Per:

Bridge End Fill

Brian McLeod



DEPTH: 2.0 - 3.0m DATE TESTED: 26-Apr-19






0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 80.2

63.0 74.1

50.0 68.2

37.5 58.3

25.0 50.1

19.0 44.3

12.5 38.5

9.5 33.9

4.75 22.9

2.36 15.3

1.18 10.0

0.600 6.1

0.300 2.2

0.150 1.1

0.075 0.8

OVERSIZED = 19.8%

GRAVEL = 57.3%

SAND = 22.1%

FINES = 0.8%

D10 = 1.19

D30 = 7.44

D60 = 39.40

Cu = 33.24

Cc = 1.19

Moisture = 0.1%

Tested Weight

(g) =31,841.0

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 100.0

63.0 87.6

50.0 78.8

37.5 67.4

25.0 53.8

19.0 47.6

12.5 39.9

9.5 36.2

4.75 31.4

2.36 27.5

1.18 19.1

0.600 10.8

0.300 6.7

0.150 3.4

0.075 2.2

OVERSIZED = 0.0%

GRAVEL = 68.6%

SAND = 29.3%

FINES = 2.2%

D10 = 0.52

D30 = 3.69

D60 = 30.10

Cu = 57.49

Cc = 0.86

Moisture = 0.6%

Tested Weight

(g) =24,156.0

COMMENTS:

Per:







Bridge End Fill

Brian McLeod


0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 94.8

63.0 91.1

50.0 78.9

37.5 67.9

25.0 55.2

19.0 48.1

12.5 38.6

9.5 34.7

4.75 27.7

2.36 24.3

1.18 21.2

0.600 16.9

0.300 5.9

0.150 2.1

0.075 1.1

OVERSIZED = 5.2%

GRAVEL = 67.1%

SAND = 26.7%

FINES = 1.1%

D10 = 0.39

D30 = 5.96

D60 = 29.13

Cu = 74.98

Cc = 3.14

Moisture = 0.2%

Tested Weight

(g) =31,181.9

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 83.2

63.0 78.4

50.0 69.9

37.5 65.0

25.0 56.0

19.0 50.1

12.5 42.3

9.5 37.0

4.75 28.3

2.36 22.7

1.18 18.9

0.600 14.4

0.300 7.0

0.150 4.0

0.075 2.7

OVERSIZED = 16.8%

GRAVEL = 55.0%

SAND = 25.6%

FINES = 2.7%

D10 = 0.40

D30 = 5.46

D60 = 29.97

Cu = 75.32

Cc = 2.50

Moisture = 0.6%

Tested Weight

(g) =35,856.8

COMMENTS:

Per:








Bridge End Fill


Brian McLeod

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 97.7

63.0 96.1

50.0 85.9

37.5 70.6

25.0 51.8

19.0 41.7

12.5 26.8

9.5 19.8

4.75 10.3

2.36 9.5

1.18 9.3

0.600 8.8

0.300 7.1

0.150 4.6

0.075 2.7

OVERSIZED = 2.3%

GRAVEL = 87.4%

SAND = 7.6%

FINES = 2.7%

D10 = 3.72

D30 = 13.11

D60 = 29.83

Cu = 8.01

Cc = 1.55

Moisture = 0.1%

Tested Weight

(g) =26,557.4

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 72.7

63.0 67.9

50.0 61.6

37.5 54.7

25.0 46.5

19.0 40.5

12.5 33.6

9.5 29.7

4.75 20.0

2.36 15.6

1.18 14.0

0.600 10.5

0.300 3.2

0.150 1.2

0.075 0.7

OVERSIZED = 27.3%

GRAVEL = 52.6%

SAND = 19.4%

FINES = 0.7%

D10 = 0.57

D30 = 9.69

D60 = 46.79

Cu = 82.07

Cc = 3.52

Moisture = 0.2%

Tested Weight

(g) =38,042.2

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 75.9

63.0 74.1

50.0 70.8

37.5 65.9

25.0 59.3

19.0 53.3

12.5 43.7

9.5 38.1

4.75 24.5

2.36 16.0

1.18 11.7

0.600 8.4

0.300 3.3

0.150 1.6

0.075 1.0

OVERSIZED = 24.1%

GRAVEL = 51.4%

SAND = 23.5%

FINES = 1.0%

D10 = 0.83

D30 = 6.29

D60 = 26.12

Cu = 31.34

Cc = 1.81

Moisture = 0.3%

Tested Weight

(g) =34,035.4

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 100.0

63.0 91.3

50.0 82.0

37.5 70.4

25.0 61.6

19.0 54.7

12.5 45.6

9.5 39.6

4.75 28.0

2.36 22.0

1.18 18.7

0.600 12.4

0.300 3.9

0.150 1.6

0.075 0.9

OVERSIZED = 0.0%

GRAVEL = 72.0%

SAND = 27.1%

FINES = 0.9%

D10 = 0.49

D30 = 5.35

D60 = 23.43

Cu = 47.57

Cc = 2.48

Moisture = 0.3%

Tested Weight

(g) =29,136.9

COMMENTS:

Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 87.4

63.0 81.0

50.0 76.3

37.5 70.3

25.0 62.1

19.0 57.1

12.5 46.3

9.5 40.7

4.75 28.0

2.36 20.7

1.18 17.1

0.600 13.1

0.300 4.5

0.150 2.1

0.075 1.6

OVERSIZED = 12.6%

GRAVEL = 59.4%

SAND = 26.4%

FINES = 1.6%

D10 = 0.47

D30 = 5.29

D60 = 22.28

Cu = 47.86

Cc = 2.70

Moisture = 0.6%

Tested Weight

(g) =27,639.6

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 80.5

63.0 77.4

50.0 63.6

37.5 49.3

25.0 33.7

19.0 26.1

12.5 19.1

9.5 18.0

4.75 16.6

2.36 15.8

1.18 14.7

0.600 11.4

0.300 4.5

0.150 2.6

0.075 1.9

OVERSIZED = 19.5%

GRAVEL = 63.9%

SAND = 14.8%

FINES = 1.9%

D10 = 0.52

D30 = 21.89

D60 = 46.49

Cu = 88.96

Cc = 19.72

Moisture = 0.2%

Tested Weight

(g) =32,460.0

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 74.1

63.0 68.0

50.0 65.5

37.5 62.1

25.0 51.9

19.0 45.3

12.5 36.5

9.5 32.1

4.75 22.7

2.36 15.9

1.18 11.9

0.600 9.4

0.300 3.9

0.150 1.8

0.075 1.2

OVERSIZED = 25.9%

GRAVEL = 51.4%

SAND = 21.5%

FINES = 1.2%

D10 = 0.70

D30 = 8.13

D60 = 34.53

Cu = 49.20

Cc = 2.73

Moisture = 0.4%

Tested Weight

(g) =33,365.5

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 86.1

63.0 78.7

50.0 66.3

37.5 52.5

25.0 37.2

19.0 30.4

12.5 24.7

9.5 22.8

4.75 19.5

2.36 17.8

1.18 16.7

0.600 13.7

0.300 7.5

0.150 3.1

0.075 1.6

OVERSIZED = 13.9%

GRAVEL = 66.6%

SAND = 17.8%

FINES = 1.6%

D10 = 0.40

D30 = 18.28

D60 = 43.88

Cu = 110.85

Cc = 19.24

Moisture = 0.3%

Tested Weight

(g) =35,115.6

COMMENTS:

Per:

Bridge End Fill

Brian McLeod









0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 76.3

63.0 67.4

50.0 58.3

37.5 49.8

25.0 37.3

19.0 31.7

12.5 25.2

9.5 22.2

4.75 16.0

2.36 12.3

1.18 10.1

0.600 7.6

0.300 3.3

0.150 1.5

0.075 0.9

OVERSIZED = 23.7%

GRAVEL = 60.3%

SAND = 15.1%

FINES = 0.9%

D10 = 1.15

D30 = 16.78

D60 = 52.21

Cu = 45.43

Cc = 4.70

Moisture = 0.6%

Tested Weight

(g) =29,755.7

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807



V2L 3P5 DATE: 29-Apr-19

PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 80.5

63.0 74.6

50.0 67.7

37.5 57.0

25.0 46.7

19.0 40.7

12.5 32.8

9.5 29.6

4.75 21.4

2.36 16.4

1.18 14.1

0.600 12.1

0.300 6.1

0.150 2.1

0.075 1.1

OVERSIZED = 19.5%

GRAVEL = 59.1%

SAND = 20.3%

FINES = 1.1%

D10 = 0.47

D30 = 9.75

D60 = 40.62

Cu = 85.86

Cc = 4.95

Moisture = 1.4%

Tested Weight

(g) =28,224.3

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807



V2L 3P5 DATE: 29-Apr-19

PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 90.6

63.0 89.0

50.0 83.2

37.5 76.6

25.0 62.7

19.0 54.0

12.5 40.4

9.5 31.9

4.75 17.1

2.36 11.5

1.18 9.6

0.600 8.0

0.300 3.7

0.150 1.1

0.075 0.6

OVERSIZED = 9.4%

GRAVEL = 73.5%

SAND = 16.5%

FINES = 0.6%

D10 = 1.36

D30 = 8.68

D60 = 22.94

Cu = 16.90

Cc = 2.42

Moisture = 1.6%

Tested Weight

(g) =32,355.4

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 97.3

63.0 94.4

50.0 88.9

37.5 80.7

25.0 68.6

19.0 60.7

12.5 50.0

9.5 44.0

4.75 31.8

2.36 25.8

1.18 22.5

0.600 18.9

0.300 7.5

0.150 1.9

0.075 0.7

OVERSIZED = 2.7%

GRAVEL = 65.5%

SAND = 31.1%

FINES = 0.7%

D10 = 0.35

D30 = 3.84

D60 = 18.43

Cu = 52.69

Cc = 2.29

Moisture = 0.2%

Tested Weight

(g) =31,682.1

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 85.8

63.0 80.7

50.0 76.3

37.5 69.3

25.0 60.7

19.0 52.6

12.5 46.1

9.5 41.0

4.75 29.0

2.36 21.2

1.18 16.4

0.600 12.3

0.300 4.3

0.150 1.4

0.075 0.8

OVERSIZED = 14.2%

GRAVEL = 56.8%

SAND = 28.2%

FINES = 0.8%

D10 = 0.49

D30 = 5.03

D60 = 24.42

Cu = 49.68

Cc = 2.11

Moisture = 0.3%

Tested Weight

(g) =37,217.4

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 91.2

63.0 87.4

50.0 79.3

37.5 70.7

25.0 55.0

19.0 46.5

12.5 34.3

9.5 29.2

4.75 22.2

2.36 20.0

1.18 18.0

0.600 13.1

0.300 6.1

0.150 2.6

0.075 1.3

OVERSIZED= 8.8%

GRAVEL = 69.0%

SAND = 20.9%

FINES = 1.3%

D10 = 0.44

D30 = 9.80

D60 = 28.44

Cu = 64.41

Cc = 7.65

Moisture = N/A

Tested Weight

(g) =31,893.4

COMMENTS:

Largest cobble measured 90mm X 80mm

Per:



DEPTH: DATE TESTED:

Bridge End Fill

5-May-19





B3 23-Apr-19

2.6 - 3.5m

Brian McLeod


0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 90.6

63.0 87.9

50.0 81.3

37.5 75.0

25.0 63.5

19.0 57.3

12.5 46.7

9.5 41.3

4.75 29.9

2.36 22.0

1.18 16.9

0.600 12.3

0.300 4.5

0.150 1.9

0.075 1.3

OVERSIZED = 9.4%

GRAVEL = 60.8%

SAND = 28.6%

FINES = 1.3%

D10 = 0.49

D30 = 4.78

D60 = 21.43

Cu = 43.84

Cc = 2.18

Moisture = 0.6%

Tested Weight

(g) =26,427.0

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 97.1

63.0 93.1

50.0 83.2

37.5 75.5

25.0 59.6

19.0 50.6

12.5 40.3

9.5 35.1

4.75 25.3

2.36 21.9

1.18 19.7

0.600 16.5

0.300 5.6

0.150 1.8

0.075 0.8

OVERSIZED = 2.9%

GRAVEL = 71.8%

SAND = 24.5%

FINES = 0.8%

D10 = 0.40

D30 = 6.62

D60 = 25.23

Cu = 63.53

Cc = 4.37

Moisture = 0.2%

Tested Weight

(g) =28,901.4

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 95.3

63.0 89.7

50.0 80.5

37.5 69.7

25.0 56.0

19.0 48.2

12.5 39.1

9.5 35.3

4.75 27.0

2.36 22.9

1.18 19.6

0.600 13.1

0.300 3.8

0.150 1.4

0.075 0.8

OVERSIZED = 4.7%

GRAVEL = 68.2%

SAND = 26.3%

FINES = 0.8%

D10 = 0.48

D30 = 6.09

D60 = 28.11

Cu = 59.15

Cc = 2.78

Moisture = 0.4%

Tested Weight

(g) =31,136.9

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 94.3

63.0 90.4

50.0 81.2

37.5 72.3

25.0 57.7

19.0 48.9

12.5 38.3

9.5 33.4

4.75 25.1

2.36 21.7

1.18 19.2

0.600 14.5

0.300 5.5

0.150 2.2

0.075 1.4

OVERSIZED= 5.7%

GRAVEL = 69.1%

SAND = 23.8%

FINES = 1.4%

D10 = 0.42

D30 = 7.13

D60 = 26.63

Cu = 62.75

Cc = 4.50

Moisture = N/A

Tested Weight

(g) =33,721.9

COMMENTS:


Per:



DEPTH: DATE TESTED:

Bridge End Fill

8-May-19





B3 24-Apr-19

2.5 - 3.5m

Brian McLeod


0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 86.7

63.0 80.8

50.0 74.5

37.5 66.4

25.0 51.2

19.0 42.9

12.5 33.0

9.5 28.6

4.75 21.8

2.36 18.8

1.18 16.7

0.600 12.9

0.300 5.5

0.150 2.3

0.075 1.3

OVERSIZED= 13.3%

GRAVEL = 64.9%

SAND = 20.5%

FINES = 1.3%

D10 = 0.46

D30 = 10.17

D60 = 31.65

Cu = 69.07

Cc = 7.14

Moisture = N/A

Tested Weight

(g) =32,627.8

COMMENTS:


Per:



DEPTH: DATE TESTED:

Bridge End Fill

5-May-19





B5 24-Apr-19

4.5 - 5.5m

Brian McLeod


0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 79.5

63.0 73.9

50.0 69.0

37.5 64.3

25.0 56.8

19.0 50.7

12.5 40.1

9.5 36.3

4.75 26.2

2.36 20.5

1.18 16.8

0.600 13.8

0.300 7.2

0.150 3.3

0.075 2.0

OVERSIZED = 20.5%

GRAVEL = 53.3%

SAND = 24.2%

FINES = 2.0%

D10 = 0.40

D30 = 6.17

D60 = 29.74

Cu = 73.80

Cc = 3.18

Moisture = 0.4%

Tested Weight

(g) =29,209.8

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 67.1

63.0 62.5

50.0 56.0

37.5 51.6

25.0 44.2

19.0 39.6

12.5 32.2

9.5 28.1

4.75 18.2

2.36 12.6

1.18 10.1

0.600 8.4

0.300 4.6

0.150 2.2

0.075 1.3

OVERSIZED= 32.9%

GRAVEL = 49.0%

SAND = 16.9%

FINES = 1.3%

D10 = 1.14

D30 = 10.64

D60 = 57.66

Cu = 50.38

Cc = 1.71

Moisture = N/A

Tested Weight

(g) =26,766.7

COMMENTS:


Per:



DEPTH: DATE TESTED:

Bridge End Fill

5-May-19





B3 24-Apr-19

2.0 - 3.0m

Brian McLeod


0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 69.7

63.0 67.4

50.0 53.7

37.5 46.0

25.0 38.6

19.0 34.4

12.5 29.0

9.5 25.6

4.75 18.0

2.36 13.5

1.18 10.7

0.600 8.4

0.300 3.8

0.150 1.5

0.075 0.8

OVERSIZED = 30.3%

GRAVEL = 51.7%

SAND = 17.1%

FINES = 0.8%

D10 = 0.97

D30 = 13.43

D60 = 55.58

Cu = 57.55

Cc = 3.36

Moisture = 0.1%

Tested Weight

(g) =28,652.2

COMMENTS:

Per:


Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 91.5

63.0 87.3

50.0 79.4

37.5 73.7

25.0 60.3

19.0 52.1

12.5 39.8

9.5 34.0

4.75 24.0

2.36 20.3

1.18 17.9

0.600 14.4

0.300 5.3

0.150 1.6

0.075 0.8

OVERSIZED= 8.5%

GRAVEL = 67.5%

SAND = 23.2%

FINES = 0.8%

D10 = 0.43

D30 = 7.21

D60 = 24.78

Cu = 57.84

Cc = 4.90

Moisture = N/A

Tested Weight

(g) =40,475.4

COMMENTS:


Per:



DATE TESTED:

Bridge End Fill





B2 26-Apr-19

1.5 - 2.5m 7-May-19

Brian McLeod


DEPTH:

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 96.4

63.0 92.4

50.0 85.2

37.5 72.4

25.0 55.2

19.0 46.9

12.5 40.4

9.5 36.6

4.75 28.6

2.36 24.4

1.18 20.9

0.600 16.1

0.300 3.7

0.150 1.1

0.075 0.6

OVERSIZED = 3.6%

GRAVEL = 67.8%

SAND = 28.0%

FINES = 0.6%

D10 = 0.43

D30 = 5.37

D60 = 27.97

Cu = 65.48

Cc = 2.41

Moisture = 0.1%

Tested Weight

(g) =29,884.6

COMMENTS:

Per:








Bridge End Fill


Brian McLeod

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 98.3

63.0 96.9

50.0 89.5

37.5 82.5

25.0 67.9

19.0 57.8

12.5 43.9

9.5 36.9

4.75 26.1

2.36 22.4

1.18 19.9

0.600 16.0

0.300 6.0

0.150 1.7

0.075 0.8

OVERSIZED= 1.7%

GRAVEL = 72.2%

SAND = 25.3%

FINES = 0.8%

D10 = 0.40

D30 = 6.10

D60 = 20.17

Cu = 50.88

Cc = 4.65

Moisture = N/A

Tested Weight

(g) =36,006.2

COMMENTS:


Per:



DEPTH: DATE TESTED:

Bridge End Fill

8-May-19





B6 26-Apr-19

5.5 - 6.5m

Brian McLeod


0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 88.8

63.0 83.4

50.0 75.3

37.5 65.6

25.0 53.3

19.0 44.9

12.5 37.0

9.5 31.5

4.75 20.3

2.36 16.2

1.18 14.2

0.600 10.9

0.300 4.8

0.150 1.8

0.075 0.7

OVERSIZED = 11.2%

GRAVEL = 68.5%

SAND = 19.6%

FINES = 0.7%

D10 = 0.54

D30 = 8.66

D60 = 31.21

Cu = 57.31

Cc = 4.42

Moisture = 0.2%

Tested Weight

(g) =34,600.3

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 76.7

63.0 71.8

50.0 65.5

37.5 62.7

25.0 54.5

19.0 48.5

12.5 39.8

9.5 34.8

4.75 24.2

2.36 17.5

1.18 13.4

0.600 10.5

0.300 4.9

0.150 2.2

0.075 1.3

OVERSIZED = 23.3%

GRAVEL = 52.5%

SAND = 22.9%

FINES = 1.3%

D10 = 0.56

D30 = 6.94

D60 = 32.87

Cu = 58.46

Cc = 2.60

Moisture = 0.5%

Tested Weight

(g) =31,590.5

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 72.9

63.0 68.2

50.0 65.2

37.5 57.4

25.0 46.6

19.0 40.6

12.5 33.4

9.5 29.4

4.75 22.0

2.36 16.8

1.18 12.5

0.600 8.9

0.300 4.3

0.150 1.9

0.075 1.2

OVERSIZED = 27.1%

GRAVEL = 50.9%

SAND = 20.7%

FINES = 1.2%

D10 = 0.74

D30 = 9.86

D60 = 41.25

Cu = 55.53

Cc = 3.17

Moisture = 0.3%

Tested Weight

(g) =30,700.8

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 79.0

63.0 74.7

50.0 66.6

37.5 59.7

25.0 50.4

19.0 45.7

12.5 38.4

9.5 33.9

4.75 23.7

2.36 17.0

1.18 14.3

0.600 11.6

0.300 3.7

0.150 1.3

0.075 0.7

OVERSIZED = 21.0%

GRAVEL = 55.3%

SAND = 23.0%

FINES = 0.7%

D10 = 0.52

D30 = 7.27

D60 = 37.97

Cu = 72.79

Cc = 2.67

Moisture = 0.1%

Tested Weight

(g) =30,110.4

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 83.4

63.0 81.7

50.0 76.8

37.5 71.2

25.0 61.4

19.0 56.1

12.5 48.5

9.5 42.0

4.75 30.8

2.36 25.9

1.18 23.9

0.600 19.3

0.300 3.4

0.150 0.7

0.075 0.3

OVERSIZED = 16.6%

GRAVEL = 52.6%

SAND = 30.5%

FINES = 0.3%

D10 = 0.40

D30 = 4.24

D60 = 23.29

Cu = 58.24

Cc = 1.93

Moisture = 0.2%

Tested Weight

(g) =30,446.7

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 74.8

63.0 72.1

50.0 64.6

37.5 58.5

25.0 50.3

19.0 45.1

12.5 36.3

9.5 31.9

4.75 22.4

2.36 16.4

1.18 13.5

0.600 10.6

0.300 3.6

0.150 1.4

0.075 0.8

OVERSIZED = 25.2%

GRAVEL = 52.4%

SAND = 21.7%

FINES = 0.8%

D10 = 0.57

D30 = 8.28

D60 = 40.25

Cu = 71.20

Cc = 3.02

Moisture = 0.2%

Tested Weight

(g) =30,118.9

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 79.6

63.0 73.6

50.0 68.6

37.5 63.5

25.0 53.4

19.0 48.5

12.5 39.7

9.5 35.3

4.75 24.2

2.36 18.2

1.18 15.5

0.600 12.9

0.300 6.3

0.150 2.5

0.075 1.5

OVERSIZED= 20.4%

GRAVEL = 55.4%

SAND = 22.7%

FINES = 1.5%

D10 = 0.44

D30 = 6.83

D60 = 32.58

Cu = 73.60

Cc = 3.24

Moisture = N/A

Tested Weight

(g) =29,814.0

COMMENTS:


Per:



DATE TESTED:

Bridge End Fill





B1 24-Apr-19

0.1 - 1.2m 7-May-19

Brian McLeod


DEPTH:

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 87.8

63.0 84.8

50.0 75.0

37.5 58.3

25.0 31.8

19.0 16.0

12.5 5.4

9.5 3.7

4.75 2.4

2.36 1.8

1.18 1.5

0.600 1.3

0.300 0.7

0.150 0.4

0.075 0.2

OVERSIZED = 12.2%

GRAVEL = 85.4%

SAND = 2.2%

FINES = 0.2%

D10 = 13.53

D30 = 24.24

D60 = 38.63

Cu = 2.86

Cc = 1.12

Moisture = 0.0%

Tested Weight

(g) =28,456.3

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 68.8

63.0 67.4

50.0 61.5

37.5 53.7

25.0 44.2

19.0 40.0

12.5 33.1

9.5 28.8

4.75 19.0

2.36 14.3

1.18 12.8

0.600 10.7

0.300 4.8

0.150 2.0

0.075 1.2

OVERSIZED = 31.2%

GRAVEL = 49.7%

SAND = 17.8%

FINES = 1.2%

D10 = 0.55

D30 = 10.24

D60 = 47.33

Cu = 85.63

Cc = 4.00

Moisture = 0.2%

Tested Weight

(g) =30,161.4

COMMENTS:

Per:








Bridge End Fill


Brian McLeod

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 69.9

63.0 68.3

50.0 61.5

37.5 56.0

25.0 48.4

19.0 43.7

12.5 38.1

9.5 33.8

4.75 23.4

2.36 16.8

1.18 13.1

0.600 9.0

0.300 3.8

0.150 1.7

0.075 1.0

OVERSIZED = 30.1%

GRAVEL = 46.5%

SAND = 22.4%

FINES = 1.0%

D10 = 0.71

D30 = 7.38

D60 = 46.23

Cu = 65.29

Cc = 1.66

Moisture = 0.2%

Tested Weight

(g) =31,638.8

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 75.2

63.0 69.8

50.0 66.0

37.5 57.4

25.0 49.5

19.0 44.0

12.5 36.0

9.5 32.1

4.75 22.9

2.36 15.8

1.18 12.3

0.600 10.0

0.300 4.2

0.150 1.3

0.075 0.7

OVERSIZED = 24.8%

GRAVEL = 52.3%

SAND = 22.2%

FINES = 0.7%

D10 = 0.61

D30 = 8.09

D60 = 40.88

Cu = 67.39

Cc = 2.64

Moisture = 0.2%

Tested Weight

(g) =33,489.5

COMMENTS:

Per:








Bridge End Fill


Brian McLeod

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 75.2

63.0 69.7

50.0 62.8

37.5 54.5

25.0 44.1

19.0 38.2

12.5 31.4

9.5 27.7

4.75 20.1

2.36 15.3

1.18 12.3

0.600 9.2

0.300 4.1

0.150 2.0

0.075 1.3

OVERSIZED = 24.8%

GRAVEL = 55.1%

SAND = 18.8%

FINES = 1.3%

D10 = 0.71

D30 = 11.06

D60 = 45.39

Cu = 64.04

Cc = 3.81

Moisture = 0.3%

Tested Weight

(g) =32,084.9

COMMENTS:

Per:


Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 84.0

63.0 82.6

50.0 66.3

37.5 54.8

25.0 43.8

19.0 39.1

12.5 30.8

9.5 27.8

4.75 20.4

2.36 17.4

1.18 16.0

0.600 14.2

0.300 5.1

0.150 2.0

0.075 1.1

OVERSIZED = 16.0%

GRAVEL = 63.6%

SAND = 19.3%

FINES = 1.1%

D10 = 0.44

D30 = 10.86

D60 = 42.70

Cu = 97.98

Cc = 6.33

Moisture = 0.8%

Tested Weight

(g) =30,535.1

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 77.5

63.0 76.1

50.0 73.2

37.5 67.0

25.0 57.9

19.0 52.3

12.5 44.1

9.5 38.4

4.75 27.8

2.36 21.2

1.18 15.9

0.600 11.1

0.300 4.4

0.150 1.9

0.075 1.3

OVERSIZED = 22.5%

GRAVEL = 49.7%

SAND = 26.6%

FINES = 1.3%

D10 = 0.54

D30 = 5.48

D60 = 27.42

Cu = 51.19

Cc = 2.05

Moisture = 0.2%

Tested Weight

(g) =31,026.0

COMMENTS:

Per:


Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 87.5

63.0 75.8

50.0 67.7

37.5 59.1

25.0 51.4

19.0 48.2

12.5 39.9

9.5 35.6

4.75 25.5

2.36 19.8

1.18 17.5

0.600 15.5

0.300 8.6

0.150 3.7

0.075 2.0

OVERSIZED = 12.5%

GRAVEL = 61.9%

SAND = 23.5%

FINES = 2.0%

D10 = 0.34

D30 = 6.46

D60 = 38.70

Cu = 112.43

Cc = 3.13

Moisture = 0.7%

Tested Weight

(g) =29,165.9

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 74.9

63.0 72.0

50.0 65.6

37.5 61.8

25.0 52.1

19.0 47.6

12.5 40.4

9.5 36.6

4.75 25.3

2.36 17.4

1.18 13.1

0.600 9.8

0.300 3.0

0.150 1.1

0.075 0.7

OVERSIZED = 25.1%

GRAVEL = 49.6%

SAND = 24.6%

FINES = 0.7%

D10 = 0.62

D30 = 6.34

D60 = 34.77

Cu = 55.74

Cc = 1.86

Moisture = 0.2%

Tested Weight

(g) =29,737.8

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 72.6

63.0 68.0

50.0 61.4

37.5 47.9

25.0 38.8

19.0 36.5

12.5 29.6

9.5 26.0

4.75 17.8

2.36 11.7

1.18 8.0

0.600 5.8

0.300 3.5

0.150 2.2

0.075 1.6

OVERSIZED = 27.4%

GRAVEL = 54.8%

SAND = 16.2%

FINES = 1.6%

D10 = 1.72

D30 = 12.35

D60 = 48.57

Cu = 28.23

Cc = 1.82

Moisture = 0.4%

Tested Weight

(g) =33,821.3

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 76.9

63.0 73.9

50.0 70.3

37.5 64.0

25.0 58.3

19.0 54.0

12.5 47.4

9.5 43.8

4.75 34.0

2.36 26.4

1.18 21.1

0.600 15.0

0.300 6.6

0.150 3.8

0.075 2.9

OVERSIZED = 23.1%

GRAVEL = 42.9%

SAND = 31.1%

FINES = 2.9%

D10 = 0.40

D30 = 3.28

D60 = 28.28

Cu = 71.29

Cc = 0.96

Moisture = 0.9%

Tested Weight

(g) =30,678.4

COMMENTS:

Per:

Bridge End Fill

Brian McLeod









0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 85.9

63.0 78.3

50.0 73.1

37.5 66.6

25.0 58.8

19.0 51.8

12.5 45.1

9.5 40.9

4.75 31.0

2.36 23.6

1.18 18.1

0.600 12.5

0.300 6.0

0.150 3.7

0.075 2.8

OVERSIZED = 14.1%

GRAVEL = 54.9%

SAND = 28.2%

FINES = 2.8%

D10 = 0.46

D30 = 4.33

D60 = 26.57

Cu = 58.00

Cc = 1.54

Moisture = 1.5%

Tested Weight

(g) =33,180.7

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 73.3

63.0 64.1

50.0 53.1

37.5 49.2

25.0 43.4

19.0 39.3

12.5 33.5

9.5 30.7

4.75 25.3

2.36 22.5

1.18 19.3

0.600 13.9

0.300 5.8

0.150 2.5

0.075 1.6

OVERSIZED = 26.7%

GRAVEL = 48.1%

SAND = 23.7%

FINES = 1.6%

D10 = 0.43

D30 = 8.65

D60 = 57.84

Cu = 134.94

Cc = 3.02

Moisture = 0.4%

Tested Weight

(g) =30,810.4

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 64.4

63.0 54.3

50.0 48.1

37.5 43.7

25.0 36.2

19.0 32.9

12.5 28.1

9.5 24.6

4.75 18.4

2.36 14.8

1.18 12.0

0.600 8.5

0.300 3.7

0.150 1.8

0.075 1.1

OVERSIZED = 35.6%

GRAVEL = 46.0%

SAND = 17.3%

FINES = 1.1%

D10 = 0.80

D30 = 14.90

D60 = 69.55

Cu = 86.98

Cc = 3.99

Moisture = 0.1%

Tested Weight

(g) =33,976.4

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 88.6

63.0 88.6

50.0 84.4

37.5 80.3

25.0 72.3

19.0 67.2

12.5 56.0

9.5 50.1

4.75 37.7

2.36 28.3

1.18 23.5

0.600 20.8

0.300 13.0

0.150 6.3

0.075 4.3

OVERSIZED = 11.4%

GRAVEL = 50.9%

SAND = 33.3%

FINES = 4.3%

D10 = 0.22

D30 = 2.68

D60 = 14.17

Cu = 64.13

Cc = 2.29

Moisture = 0.6%

Tested Weight

(g) =32,303.6

COMMENTS:

Per:


Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 85.1

63.0 79.2

50.0 70.1

37.5 62.8

25.0 56.8

19.0 51.6

12.5 45.0

9.5 41.0

4.75 32.1

2.36 26.6

1.18 24.1

0.600 21.3

0.300 10.9

0.150 5.1

0.075 3.3

OVERSIZED = 14.9%

GRAVEL = 52.9%

SAND = 28.8%

FINES = 3.3%

D10 = 0.27

D30 = 3.63

D60 = 31.08

Cu = 114.98

Cc = 1.57

Moisture = 0.9%

Tested Weight

(g) =34,414.5

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 61.9

63.0 59.0

50.0 51.0

37.5 39.2

25.0 33.7

19.0 30.4

12.5 27.1

9.5 25.8

4.75 22.9

2.36 19.8

1.18 15.2

0.600 9.2

0.300 2.9

0.150 1.3

0.075 0.8

OVERSIZED = 38.1%

GRAVEL = 38.9%

SAND = 22.1%

FINES = 0.8%

D10 = 0.65

D30 = 17.93

D60 = 66.98

Cu = 102.47

Cc = 7.34

Moisture = 0.5%

Tested Weight

(g) =34,290.1

COMMENTS:


Per:

Bridge End Fill

Brian McLeod








0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 84.9

63.0 78.2

50.0 74.5

37.5 65.6

25.0 54.3

19.0 48.7

12.5 42.2

9.5 37.6

4.75 27.5

2.36 20.7

1.18 16.7

0.600 12.6

0.300 5.8

0.150 2.8

0.075 1.7

OVERSIZED = 15.1%

GRAVEL = 57.4%

SAND = 25.8%

FINES = 1.7%

D10 = 0.46

D30 = 5.64

D60 = 30.65

Cu = 66.77

Cc = 2.26

Moisture = 0.3%

Tested Weight

(g) =28,410.0

COMMENTS:

Per:

Bridge End Fill

Brian McLeod









0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 78.8

63.0 74.2

50.0 70.7

37.5 69.4

25.0 63.6

19.0 58.9

12.5 52.9

9.5 47.7

4.75 35.9

2.36 27.5

1.18 22.8

0.600 18.3

0.300 10.1

0.150 6.1

0.075 4.6

OVERSIZED = 21.2%

GRAVEL = 42.9%

SAND = 31.2%

FINES = 4.6%

D10 = 0.29

D30 = 2.90

D60 = 20.30

Cu = 69.20

Cc = 1.41

Moisture = 1.6%

Tested Weight

(g) =28,916.7

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 82.3

63.0 79.6

50.0 74.7

37.5 67.8

25.0 58.0

19.0 52.4

12.5 44.4

9.5 39.7

4.75 28.4

2.36 22.0

1.18 18.5

0.600 14.6

0.300 8.0

0.150 4.2

0.075 2.9

OVERSIZED = 17.7%

GRAVEL = 53.9%

SAND = 25.4%

FINES = 2.9%

D10 = 0.37

D30 = 5.25

D60 = 27.13

Cu = 73.44

Cc = 2.75

Moisture = 0.2%

Tested Weight

(g) =37,295.8

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 79.6

63.0 78.2

50.0 73.1

37.5 67.7

25.0 60.1

19.0 55.2

12.5 47.3

9.5 42.7

4.75 32.2

2.36 25.8

1.18 21.6

0.600 14.5

0.300 3.9

0.150 1.7

0.075 1.2

OVERSIZED = 20.4%

GRAVEL = 47.4%

SAND = 31.1%

FINES = 1.2%

D10 = 0.45

D30 = 3.72

D60 = 24.86

Cu = 55.57

Cc = 1.24

Moisture = 0.9%

Tested Weight

(g) =34,878.5

COMMENTS:

Per:

Bridge End Fill

Brian McLeod









0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 95.4

63.0 91.4

50.0 84.7

37.5 75.4

25.0 68.4

19.0 61.4

12.5 50.1

9.5 44.7

4.75 33.2

2.36 26.7

1.18 22.3

0.600 17.5

0.300 6.0

0.150 2.1

0.075 1.4

OVERSIZED = 4.6%

GRAVEL = 62.1%

SAND = 31.8%

FINES = 1.4%

D10 = 0.38

D30 = 3.37

D60 = 17.94

Cu = 47.04

Cc = 1.66

Moisture = 0.4%

Tested Weight

(g) =33,260.1

COMMENTS:

Per:


Bridge End Fill


Brian McLeod







0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

PROJECT: KX052807




PROJECT NAME:

Grain size Passing

(mm) (%)

300.0 100.0

75.0 82.5

63.0 73.6

50.0 69.4

37.5 59.6

25.0 51.1

19.0 45.4

12.5 38.1

9.5 33.4

4.75 24.1

2.36 18.7

1.18 15.5

0.600 11.0

0.300 4.2

0.150 2.0

0.075 1.3

OVERSIZED = 17.5%

GRAVEL = 58.4%

SAND = 22.7%

FINES = 1.3%

D10 = 0.54

D30 = 7.36

D60 = 37.90

Cu = 70.23

Cc = 2.65

Moisture = 0.7%

Tested Weight

(g) =32,193.1

COMMENTS:

Per:







Bridge End Fill

Brian McLeod



0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

PE

RC

EN

T P

AS

SIN

G


GRAVEL

Coarse Coarse

COBBLESSAND

FINES(silt &clay)

Fine FineMedium

1.

Appendix D

Laboratory Durability Testing Results

Crushed Particles

ASTM D5821

Client: RF Binnie Project: KX052807

Test Pit Number: BP19-DC-903 Sampled by: P. O'Sullivan

Sample Number: B01 Date Sampled:

Depth: 1.0 - 2.0m Date Tested:

Procedure: 1 Face Tested By: S. McMahon

Original Original Mass of Fractured Fractured Weighted

Sieve Percent Fraction Particles Particles Average

Mass Retained

g % g g % %

15767.5

4223.5 26.8 1506.4 1008.4 66.9 17.9

3167.8 20.1 542.7 531.8 98.0 19.7

3262.7 20.7 510.4 510.4 100.0 20.7

2294.8 14.6 204.0 204.0 100.0 14.6

2818.7 17.9 151.5 151.5 100.0 17.9

100.0 Total: 90.7

Comments:

Reviewed by:

Brian McLeod


Prince George, BC


19mm to 25mm

16mm to 19mm

12.5mm to 16mm

9.5mm to 12.5mm

4.75mm to 9.5mm

25-Apr-19

14-Jun-19

Size of

Particles

Mass of Sample (g) =

Crushed Particles

ASTM D5821








Mass Retained

g % g g % %

15767.5

4223.5 26.8 1506.4 731.1 48.5 13.0

3167.8 20.1 542.7 441.7 81.4 16.4

3262.7 20.7 510.4 425.1 83.3 17.2

2294.8 14.6 204.0 187.1 91.7 13.3

2818.7 17.9 151.5 150.6 99.4 17.8

100.0 Total: 77.7

Comments:

Reviewed by:

Brian McLeod


Prince George, BC

25-Apr-19

14-Jun-19

Size of

Particles


19mm to 25mm

16mm to 19mm

12.5mm to 16mm

9.5mm to 12.5mm

4.75mm to 9.5mm


PROJECT: KX052807678 Vancouver Street OFFICE: Prince GeorgePrince George, BC TECHNICIAN: S. McMahonV2L 2P3 DATE:

TEST PIT NUMBER:


DEPTH: DATE TESTED:

COARSE AGGREGATE - ASTM C127 RETAINED ON THE 4.75mm SIEVESample was dried, washed and soaked for 24 +/- 4 hours

AVG

Mass of Pan in Air 230.5 239.6 232.0

Sat. Surf. Dry Mass Agg. + Pan in Air 1274.9 1165.3 1186.9

Sat. Surf. Dry Mass in Water (C) 650.2 578.4 597.6

Dry Mass Agg. + Pan in Air 1264.8 1154.7 1177.6

Sat. Surf. Dry Mass Agg. in Air (B) 1044.4 925.7 954.9

Mass of Dry Agg. in Air (Ac) 1034.3 915.1 945.6

Diff. in SS Mass 394.2 347.3 357.3

Mass Absorbed Water 640.1 567.8 588.3

BULK RELATIVE DENSITY A c /(B-C) 2.624 2.635 2.647 2.635

PERCENT WATER ABSORPTION (B-A c /A c ) * 100 0.98 1.16 0.98 (Cabs) 1.04

FINE AGGREGATE - ASTM C128 PASSING THE 4.75mm SIEVE

Sample was dried, washed and soaked for 24 +/- 4 hours

AVG

Mass of Water to Calibrate Flask (Wc) 499.06 498.59

Mass of Flask (X) 159.19 170.79

Mass of Flask & Water 186.19 208.58

Mass of SS Dry Aggregate (Y) 500.52 501.16

Mass of Flask + SS Dry Agg. + Water (Z) 968.72 980.11

Mass of Pan in Air 381.11 280.22

Mass of Dry Agg. + Pan in Air 875.84 775.54

Mass of Added Water (Z - Y) (Wa) 309.01 308.16

Mass of Dry Agg. in Air (Af) 494.73 495.32

Diff. in Water Mass (Wc-Wa) 190.05 190.43

Mass Absorbed Water (Y-X-Af) 5.79 5.84

BULK RELATIVE DENSITY Af/(Wc - Wa) 2.603 2.601 2.602

PERCENT WATER ABSORPTION (Y-X-Af)/Af * 100 1.17 1.18 (Fabs) 1.17

Wood Environment & Infrastructure SolutionsPrince George, BC

Per:

1.0 - 2.0m 13-Jun-19

COMMENTS:

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

PROJECT NAME: Highway 29 - Granular Borrow Investigation, Area 17A

BP19-DC-903 SAMPLED BY: P. O'Sullivan

B01 25-Apr-19

BULK RELATIVE DENSITY OF AGGREGATES


5-Jul-19

Soundness of Aggregates by use of Magnesium Sulphate

ASTM C88

Client: R.F. Binnie Project:

Project Name: Sampled by:

Source: BP19-DC-903, B01 Date Sampled:

Tested by: Date Tested:

Original Original Mass of Mass of Test Weighted

Sieve Percent Test Test Fraction Fraction Average

Mass Retained Fraction after 5 Cycles Loss Lossg % g g % %

2409.4 13.3 1003.1 996.7 0.64 0.1

4223.5 23.2 506.8 489.6 3.39 0.8

6430.5 35.4 670.2 576.0 14.06 5.0

2294.8 12.6 334.6 260.2 22.24 2.8

2818.7 15.5 304.6 257.2 15.56 2.4

100.0 Total: 11.1

1 flaking, one cracking

3 flaking, one cracking




737.3 36.4 106.7 91.4 14.34 5.2

469.2 23.2 109.0 96.0 11.93 2.8

380.8 18.8 110.6 97.5 11.84 2.2

436.6 21.6 108.9 98.1 9.92 2.1

100.0 Total: 12.4

Comments: Refer to BCMoT 2016 Standard Specifications for Highway Construction;

- Section 202.04.03 for acceptable values of coarse aggregate:

- material will be considered acceptable if loss after 5 cycles is less than 20%

- A petrographic analysis may be required if material fails to meet these specifications.

Reviewed by:

Brian McLeod

Wood Environment & Infrastructure Solutions

Prince George, BC

KX052807

Highway 29 P. O'Sullivan

25-Apr-19

S. McMahon 17-Jun-19

Size of

Particles

Mass of Sample (g) 18176.9

19.0mm to 25.0mm

19.0mm to 25.0mm

12.5mm to 19.0mm

9.5mm to 12.5mm

4.75mm to 9.5mm

Size of Aggregate Number of rocks before test


0.300mm to 0.600mm

Number of rocks after test Visual Description

37.5mm to 63.0mm 24 24

37

0.600mm to 1.18mm

1.18mm to 2.36mm

2.36mm to 4.75mm


19.0mm to 37.5mm 37

Size of

Particles

Clay Lumps in Natural Aggregate

ASTM C142

Client: R.F. Binnie Project No.:

Test Pit Number: Sampled By:

Sample Number: Tested By:

Depth: Date Tested:

Original Original Mass After Weighted

Sieve Percent Mass of Removal Clay Average

Mass Retained Fraction of Clay Lumps Clay Lumps

g % g g % %

Coarse Aggregate

11544.0

3167.8 27.4 1004.7 1003.0 0.17 0.05

3262.7 28.3 1004.1 1002.2 0.19 0.05

2294.8 19.9 1004.8 1002.8 0.20 0.04

2818.7 24.4 1002.5 999.7 0.28 0.07

100.0 Total: 0.2

436.6 100.0 26.2 26.1 0.38 0.4

Comments:

Reviewed by:


Prince George, BC

KX052807


B01 4-Jul-19

1.0 - 2.0m G. Michaud

Size of

Particles

Mass of Sample (g)

16mm to 19mm

12.5mm to 16mm

9.5mm to 12.5mm

4.75mm to 9.5mm

Fine Aggregate

1.18mm to 4.75mm

Refer to 2016 Standard Specifications for Highway Construction: Section 502, Table 502-B.

- Section 502, Table 502-B for allowable percent loss.

- Section 211, Table 211-E for allowable percent loss.

Brian McLeod


Client: R.F. BinnieProject No.: Project Name: Tested By:

MICRO-DEVAL ABRASION

Coarse Aggregate (ASTM D6928)

Grading Sample Pan No. Mic-Dev Init Mass Final Mass DM (CA)

ID Jar No. of Sample g of Sample g % Loss

A B (A-B)*100/A

8.2 BP19-DC-903(B1) Prust A 1503.3 1308.1 13.0

8.2 Control 4B B 1502.9 1303.4 13.3

* The target for the Drain Brothers control aggregate is 13.1%. The acceptable range is 11.4% - 14.8%.

Fine Aggregate (ASTM D7428)



A B (A-B)*100/A

8.2 BP19-DC-903(B1) PCT2 B 501.5 441.1 12.0

8.2 Control Dan A 500.2 416.7 16.7

* The target for the Sutherland Sand control aggregate is 16.2%. The acceptable range is 15.2% - 18.4%.

Comments:

- Section 502, Table 502-B for acceptable value for Superpave, Class 1 and Class 2 aggregates.


Prince George, BC

Per:

KX052807Highway 29S. McMahon

Loss of

Mass g

A - B

195.2

199.5

Loss of

Mass g

A - B

Refer to BCMoT 2016 Standard Specifications for Highway Construction;

- Section 202, Table 202-B for acceptable values for HFSA, base course, subbase course and BEF.

- Section 211, Table 211-E for acceptable value for concrete course aggregate.


60.4

83.5

Client: R. F. Binnie Date Sampled: 25-Apr-19Project No.: KX052807 Sampled By: P. O'SullivanSource: BP19-DC-903 Tested By: B. McLeodSample No.: B01 Date Tested: 5-Jul-19Depth: 1.0 - 2.0m

Trial # 1 2 3 Average

Clay Height (mm): 5.0 5.0 5.0

Sediment Period: 20 mins 20 mins 20 mins

Sand Height (mm): 4.2 4.2 4.1

Sand Equivalent (SE): 85 85 82 84

Calculations: Sand Equivalent (SE) = (Sand Height / Clay Height) x 100

INTERPRETATION OF RESULTS

Sand Equivalent (SE)

Comments:


Prince George, BC

Per:

Refer to BCMoT 2016 Standard Specifications for Highway Construction, Section 202, Table 202-B


SAND EQUIVALENT TEST ASTM D2419

80 40 30 20

Absence of Possible Plastic Plastic

Plastic Fines Material Material

Crushed Particles

ASTM D5821








Mass Retained

g % g g % %

17442.2

3447.3 19.8 1507.3 1323.7 87.8 17.4

3884.6 22.3 508.6 508.6 100.0 22.3

4010.5 23.0 502.1 502.1 100.0 23.0

2742.6 15.7 210.1 210.1 100.0 15.7

3357.2 19.2 201.7 201.7 100.0 19.2

100.0 Total: 97.6

Comments:

Reviewed by:

Brian McLeod


Prince George, BC


19mm to 25mm

16mm to 19mm

12.5mm to 16mm

9.5mm to 12.5mm

4.75mm to 9.5mm

28-Apr-19

13-Jun-19

Size of

Particles


Crushed Particles

ASTM D5821








Mass Retained

g % g g % %

17442.2

3447.3 19.8 1507.3 1084.4 71.9 14.2

3884.6 22.3 508.6 426.3 83.8 18.7

4010.5 23.0 502.1 455.5 90.7 20.9

2742.6 15.7 210.1 198.0 94.2 14.8

3357.2 19.2 201.7 201.7 100.0 19.2

100.0 Total: 87.8

Comments:

Reviewed by:

Brian McLeod


Prince George, BC


19mm to 25mm

16mm to 19mm

12.5mm to 16mm

9.5mm to 12.5mm

4.75mm to 9.5mm

28-Apr-19

13-Jun-19

Size of

Particles



Highway 29 - Granular Borrow Investigation, Area 17B

TEST PIT NUMBER:


DEPTH: DATE TESTED:


AVG

Mass of Pan in Air 382.1 398.3 391.3






Diff. in SS Mass 368.2 359.7 365.9






AVG


Mass of Flask (X) 174.47 211.15













Per:

0.1 - 1.0m 21-Jun-19

COMMENTS:


PROJECT NAME:


B01 28-Apr-19



5-Jul-19


ASTM C88








7895.1 56.4 671.4 661.9 1.41 0.8

2742.6 19.6 331.3 320.3 3.32 0.7

3357.2 24.0 302.2 282.5 6.52 1.6

100.0 Total: 3.0




855.7 60.3 102.7 91.9 10.52 6.3

378.7 26.7 103.7 96.5 6.94 1.9

180.8 12.7 110.1 97.3 11.63 1.5

4.2 0.3 107.1 98.9 7.66 0.0

100.0 Total: 9.7





Reviewed by:

Brian McLeod


Prince George, BC

KX052807

Highway 29 P. O'Sullivan

28-Apr-19

S. McMahon

12.5mm to 19.0mm

17-Jun-19

Size of

Particles

9.5mm to 12.5mm


4.75mm to 9.5mm

Size of Aggregate Number of rocks before test

0.300mm to 0.600mm

Number of rocks after test Visual Description

19.0mm to 37.5mm 0

0.600mm to 1.18mm

1.18mm to 2.36mm

2.36mm to 4.75mm


Size of

Particles



ASTM C142




Depth: Date Tested:




g % g g % %

Coarse Aggregate

13994.9

3884.6 27.8 1004.8 1004.0 0.08 0.02

4010.5 28.7 1006.9 1005.5 0.14 0.04

2742.6 19.6 1005.6 1003.7 0.19 0.04

3357.2 24.0 1004.4 1001.1 0.33 0.08

100.0 Total: 0.2

390.5 100.0 26.6 26.4 0.75 0.8

Comments: Refer to 2016 Standard Specifications for Highway Construction: Section 502, Table 502-B.

Reviewed by:


Prince George, BC

1.18mm to 4.75mm



Brian McLeod


9.5mm to 12.5mm

4.75mm to 9.5mm

Fine Aggregate

Size of

Particles

Mass of Sample (g)

16mm to 19mm

12.5mm to 16mm

KX052807


B01 4-Jul-19

0.1 - 1.0m G. Michaud






A B (A-B)*100/A

8.2 BP19-DC-919(B1) Minou A 1503.2 1392.3 7.4

8.2 Control 4B B 1502.9 1303.4 13.3





A B (A-B)*100/A

8.2 BP19-DC-919(B1) Hibou A 500.7 444.3 11.3

8.2 Control Dan A 500.2 416.7 16.7


Comments:



Prince George, BC

Per:





56.4

83.5

199.5

Loss of

Mass g

A - B

Loss of

Mass g

A - B

110.9











Comments:


Prince George, BC

Per:

Absence of Possible Plastic Plastic

Plastic Fines Material Material




80 40 30 20

Crushed Particles

ASTM D5821








Mass Retained

g % g g % %

16027.2

2539.4 15.8 617.1 320.8 52.0 8.2

3924.4 24.5 502.0 347.1 69.1 16.9

3337.7 20.8 210.5 111.4 52.9 11.0

6225.7 38.8 203.1 124.5 61.3 23.8

100.0 Total: 60.0

Comments:

Reviewed by:

Brian McLeod


Prince George, BC

24-Apr-19

14-Jun-19

Size of

Particles


4.75mm to 9.5mm


16mm to 19mm

12.5mm to 16mm

9.5mm to 12.5mm

Crushed Particles

ASTM D5821








Mass Retained

g % g g % %

16027.2

2539.4 15.8 617.1 181.2 29.4 4.7

3924.4 24.5 502.0 257.8 51.4 12.6

3337.7 20.8 210.5 70.2 33.3 6.9

6225.7 38.8 203.1 80.6 39.7 15.4

100.0 Total: 39.6

Comments:

Reviewed by:

Brian McLeod


Prince George, BC

24-Apr-19

14-Jun-19

Size of

Particles


16mm to 19mm

12.5mm to 16mm

9.5mm to 12.5mm

4.75mm to 9.5mm



TEST PIT NUMBER:


DEPTH: DATE TESTED:


AVG

Mass of Pan in Air 232.0 230.0 237.2






Diff. in SS Mass 194.2 184.4 193.7






AVG


Mass of Flask (X) 211.14 208.85













Per:

0.1 - 1.1m 21-Jun-19

COMMENTS:


PROJECT NAME: Highway 29 - Granular Borrow Investigation, Area 17C


B01 24-Apr-19



5-Jul-19


ASTM C88








1859.9 10.4 503.3 492.3 2.19 0.2

6463.8 36.1 671.5 655.3 2.41 0.9

3337.7 18.7 331.0 310.4 6.22 1.2

6225.7 34.8 306.3 277.1 9.53 3.3

100.0 Total: 5.6




590.4 36.0 112.2 93.6 16.58 6.0

257.1 15.7 101.4 92.9 8.38 1.3

327.0 19.9 112.5 91.7 18.49 3.7

467.7 28.5 106.0 84.7 20.09 5.7

100.0 Total: 16.7





Reviewed by:

Brian McLeod


Prince George, BC


Particles

4.75mm to 9.5mm

31 particles splitting

Number of rocks before test Number of rocks after test

19.0mm to 37.5mm


KX052807

17-Jun-19

Size of

Particles

Size of

Size of Aggregate

P. O'Sullivan

24-Apr-19

S. McMahon

Highway 29

39 8 particles cracking

Visual Description

19.0mm to 25.0mm

12.5mm to 19.0mm

9.5mm to 12.5mm

0.300mm to 0.600mm

0.600mm to 1.18mm

1.18mm to 2.36mm

2.36mm to 4.75mm



ASTM C142




Depth: Date Tested:




g % g g % %

Coarse Aggregate

16027.2

2539.4 15.8 1007.8 1006.5 0.13 0.02

3924.4 24.5 1003.2 1001.3 0.19 0.05

3337.7 20.8 1003.4 1001.9 0.15 0.03

6225.7 38.8 1005.2 1002.0 0.32 0.12

100.0 Total: 0.2

467.7 100.0 26.1 26.1 0.00 0.0

Comments:

Reviewed by:


Prince George, BC

KX052807

G. Michaud

Particles

Mass of Sample (g)

Size of

P. O'Sullivan

4-Jul-19


Fine Aggregate

1.18mm to 4.75mm

Refer to 2016 Standard Specifications for Highway Construction: Section 502, Table 502-B.



BP19-DC-932

B01

0.1 - 1.1m

12.5mm to 16mm

16mm to 19mm

Brian McLeod

9.5mm to 12.5mm

4.75mm to 9.5mm






A B (A-B)*100/A

8.2 BP19-DC-932(B1) Art B 1503.8 1378.7 8.3

8.2 Control 4B B 1502.9 1303.4 13.3





A B (A-B)*100/A

8.2 BP19-DC-932(B1) PCT1 3 501.3 429.2 14.4

8.2 Control Dan A 500.2 416.7 16.7


Comments:



Prince George, BC

Per:





72.1

83.5

199.5

Loss of

Mass g

A - B

Loss of

Mass g

A - B

125.1











Comments:


Prince George, BC

Per:

Material

Plastic



80 40 30 20

Absence of Possible Plastic


Plastic Fines Material

Documents

Granular Borrow Investigation – Area 1 7 · Between April 21 and April 30 of 2019, an investigation program consisting of forty test pits (BP19-DC-901 through BP19-DC-952) was completed