Geotechnical Investigation Report Taunton Road / RR57 ...

Cambium Inc.

P.O. Box 325

52 Hunter Street East, Peterborough

Ontario, K9H 1G5

Telephone: (866) 217.7900

Facsimile: (705) 742.7907

cambium-inc.com

Geotechnical

Investigation Report

Taunton Road / RR57

Intersection and

Bowmanville Creek Bridge

Reconstruction

Cambium Reference No.: 5512-001

June 1, 2018

Prepared for: The Municipal Infrastructure Group

on behalf of the Regional Municipality of

Durham

Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction

The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham

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Table of Contents

1.0 Introduction .......................................................................................................1

2.0 Methodology .....................................................................................................2

2.1 Borehole Investigation ................................................................................................. 2

2.2 Topsoil Thickness ........................................................................................................ 4

2.3 Physical Laboratory Testing ........................................................................................ 4

2.4 Environmental Laboratory Testing ............................................................................... 4

3.0 Subsurface Conditions ....................................................................................5

3.1 Topsoil ......................................................................................................................... 5

3.2 Pavement Structure ..................................................................................................... 5

3.3 Glacial Till .................................................................................................................... 7

3.4 Bedrock ....................................................................................................................... 9

3.5 Groundwater ................................................................................................................ 9

3.6 Environmental Testing Results .................................................................................. 10

4.0 Geotechnical Considerations ....................................................................... 12

4.1 General Site Preparation ........................................................................................... 12

4.2 Excavations ............................................................................................................... 13

4.3 Dewatering ................................................................................................................ 13

4.3.1 Road Construction ..................................................................................................... 13

4.3.2 Bridge Abutments ...................................................................................................... 14

4.3.3 Culvert (1500 mm dia Culvert, 130 m South of Taunton Road) ................................. 14

4.4 Backfill and Compaction ............................................................................................ 15

4.4.1 Engineered Fill .......................................................................................................... 15

4.5 Lateral Earth Pressure .............................................................................................. 16

4.6 Frost Penetration ....................................................................................................... 17

4.7 Foundation Design – Bridge Abutments .................................................................... 17

4.7.1 Concrete Caissons .................................................................................................... 17

4.7.2 Driven H-Piles ........................................................................................................... 18



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4.7.2.1 Axial Geotechnical Resistance .............................................................................. 18

4.7.2.2 Resistance to Lateral Loads .................................................................................. 18

4.8 Foundation Design – 1500 mm Culvert, 130 m South of Taunton Road ................... 19

4.8.1 Bearing Capacity ....................................................................................................... 19

4.8.2 Culvert Bedding ......................................................................................................... 19

4.8.3 Erosion Protection ..................................................................................................... 20

4.9 Pavement Design ...................................................................................................... 20

4.9.1 Site Preparation and Compaction .............................................................................. 22

4.9.2 Widenings.................................................................................................................. 23

4.9.3 AASHTO 1993 Method .............................................................................................. 23

4.9.4 Pavement Design Options ......................................................................................... 26

4.10 Design Review and Inspections ................................................................................ 27

5.0 Closing ........................................................................................................... 28

List of Appended Figures

Figure 1 Borehole Location Map – Taunton Road STA 0+180 to STA 0+320

Figure 2 Borehole Location Map – Taunton Road STA 0+360 to STA 0+540

Figure 3 Borehole Location Map – RR57 STA 0+180 to STA 0+360

Figure 4 Borehole Location Map – RR57 STA 0+360 to STA 0+520

List of Inserted Tables

Table 1 Borehole Location ................................................................................................. 3

Table 2 Particle Size Distribution Analysis – Granular Fill ................................................. 7

Table 3 Particle Size Distribution Analysis – Glacial Till .................................................... 8

Table 4 Coefficient Related to Soil Density ...................................................................... 19

Table 5 Pavement Design Factors ................................................................................... 21

Table 6 Summary of Existing Pavement Structure – Taunton Road ................................ 21

Table 7 Summary of Existing Pavement Structure –Regional Road 57 ........................... 21

Table 8 AASHTO Design Parameters ............................................................................. 24



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Table 9 Recommended Minimum Pavement Design Based n AASHTO 1993 Analysis .. 25

Table 10 Recommended Minimum GBE for Taunton Road and Regional Road 57 .......... 26

Table 11 Pavement Design Options – No Grade Raise – Taunton Road .......................... 27

Table 12 Pavement Design Options – No Grade Raise – Regional Road 57 .................... 27

List of Appended Tables

Table 13 Soil Quality

List of Appendices

Appendix A Borehole Logs

Appendix B Physical Laboratory Testing Results

Appendix C Environmental Laboratory Testing Results



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1.0 Introduction

Cambium Inc. (Cambium) was retained by The Municipal Infrastructure Group (Client) to

undertake a geotechnical investigation at the intersection of Taunton Road and Regional Road

57 (RR57) as well as at the Bowmanville Creek Bridge on Taunton Road in Bowmanville,

Ontario (Site). The investigation is part of a Municipal Class Environmental Assessment (EA)

and detailed design project tendered by the Regional Municipality of Durham for the

Bowmanville Creek Bridge replacement and the reconstruction of the intersection of Taunton

Road and RR57.

At the time of the investigation, it was understood that the intersection reconstruction will

incorporate auxiliary lanes, improved radii to accommodate truck traffic turning movements,

and redesign of the existing lanes to accommodate current and future traffic volumes (storage,

taper, deceleration lengths). After completion of the investigation a second reconstruction

option was included in the study: construction of a roundabout at the intersection.

The Bowmanville Creek Bridge, located approximately 115 m west of the intersection, requires

replacement to accommodate the additional turn lanes, structural capacity and hydraulic

requirements. It is understood that the proposed bridge design will accommodate four (4) lanes

of traffic (two through lanes and a left and right turn lane) with 1.2 m wide paved shoulders.

The new bridge will be centered in the same location as the existing bridge, with widening

occurring to both the north and south sides.

The geotechnical investigation is required to determine the subgrade conditions at the existing

bridge abutments, the existing pavement structure along Taunton Road and RR57, as well as

subgrade conditions within the proposed road widening areas and in the location of an existing

culvert on the south leg of RR57.

This report presents the methodology and findings of the geotechnical investigation at the site

and provides geotechnical recommendations for the design and reconstruction of the Taunton

Road / RR57 intersection as well as the Bowmanville Creek Bridge replacement.



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2.0 Methodology

The borehole investigation was developed based on the RFP requirements and input from the

Client and the Region. The investigation was modified and expanded to accommodate a

potential culvert replacement on the south leg of RR57 as well as potential storm sewer and

urbanization along the west side of the north leg of RR57. The number and location of

boreholes was developed with input from all parties in order to obtain subsurface information

for all potential work.

2.1 Borehole Investigation

A borehole investigation was conducted at the Site between June 19 and 21, 2017 to assess

subsurface conditions. A total of 26 boreholes, designated as BH101-17 through BH126-17,

were identified along all four (4) legs of the Taunton Road / RR57 intersection as well as at all

four (4) corners of the existing Bowmanville Creek bridge abutments. The borehole locations

were referenced by chainage and lane/shoulder location and the elevations were estimated

from the topographic survey provided by the Client. A summary of the borehole locations and

proposed drilling depths is provided in Table 1. The borehole locations are shown on Figures 1

to 4. Borehole logs are provided in Appendix A.

Drilling and sampling was completed using a truck-mounted drill rig operating under the

supervision of a Cambium technician. The boreholes were advanced to the sampling depths

by means of continuous flight solid stem augers with 50 mm O.D. split spoon samplers.

Standard Penetration Test (SPT) N values were recorded for the sampled intervals as the

number of blows required to drive a split spoon sampler 305 mm into the soil using a 63.5 kg

hammer falling 750 mm, as per ASTM D1586 procedures. The SPT N values are used in this

report to assess consistency of cohesive soils and relative density of non-cohesive materials.

Soil samples were collected at approximately 0.75 m intervals for the first 3.0 m and at 1.5 m

intervals thereafter. The encountered soil units were logged in the field using visual and tactile

methods and samples were placed in labelled plastic bags for transport, future reference,

possible laboratory testing, and storage.



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Table 1 Borehole Location

Borehole Road Chainage Location Depth (mbgs) Purpose

BH101-17 Taunton 0+170 WB shoulder 3.0 Road widening

BH102-17 Taunton 0+170 EB lane 1.2 Road widening

BH103-17 Taunton 0+170 EB shoulder 3.0 Road widening





BH108-17 Taunton 0+380 WB lane 1.2 Road widening




BH112-17 RR57 0+200 SB shoulder 3.0 Road widening

BH113-17 RR57 0+200 SB lane 1.2 Road widening

BH114-17 RR57 0+200 NB shoulder 3.0 Road widening

BH115-17 RR57 0+325 SB shoulder 3.0 Road widening


BH117-17 RR57 0+390 NB shoulder 3.0 Road widening

BH118-17 RR57 0+390 NB lane 1.2 Road widening


BH120-17 RR57 0+510 NB lane 1.2 Road widening

BH121-17 RR57 0+485 SB shoulder 5.0 Culvert

BH122-17 RR57 0+480 NB shoulder 5.0 Culvert

BH123-17 Taunton 0+215 WB lane 8.0 Bridge

BH124-17 Taunton 0+215 EB shoulder 8.0 Bridge

BH125-17 Taunton 0+225 WB shoulder 8.0 Bridge

BH126-17 Taunton 0+225 EB lane 8.0 Bridge

Open boreholes were checked for groundwater and general stability prior to backfilling. Two

(2) of the deep boreholes for the bridge replacement were outfitted with monitoring wells in

order to measure the static groundwater level at the bridge. All boreholes were backfilled in

accordance with O.Reg. 903, as amended, and the property was reinstated to pre-existing

conditions.

Borehole logs are provided in Appendix A. Site soil and groundwater conditions are described

and geotechnical recommendations are discussed in the following sections of this report.



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2.2 Topsoil Thickness

On July 6, 2017 Cambium technicians completed hand augers at each of the four (4) corners

of the intersection of Taunton Road and RR57 to determine topsoil thickness for removal

purposes.

2.3 Physical Laboratory Testing

Physical laboratory testing, include 11 sieve analyses (LS-702) and 5 sieve and hydrometer

analyses (LS-702,705) were completed on selected soil samples to confirm textural

classification and granular reuse potential and to assess geotechnical parameters. Moisture

content testing was completed on all soil samples. Results are presented in Appendix B and

are discussed in Section 3.0.

2.4 Environmental Laboratory Testing

Four (4) representative soil samples taken from the hand augers completed at each corner of

the Taunton Road / RR57 intersection were submitted to Caduceon Laboratories in Kingston,

Ontario, a Canadian Association of Laboratory Accreditation (CALA) certified environmental

laboratory. One (1) soil sample, taken from the upper 0.3 m of soil, was submitted from each

corner of the intersection for the following analyses: metals and inorganics; sodium adsorption

ratio (SAR) and electrical conductivity (EC); petroleum hydrocarbons (PHC F1-F4);

polychlorinated biphenyls (PCBs); and benzene, toluene, ethylbenzene, and xylenes (BTEX).

The environmental testing results are summarized in Section 3.6 and the laboratory certificates

of analysis are included in Appendix C.



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3.0 Subsurface Conditions

Subsurface conditions at the Site generally consist of a pavement structure overlying glacial till

soils, extending to the borehole termination depths of up to 8.0 mbgs. Bedrock was not

encountered within the investigation depths. The glacial till soils were predominantly silty sand

to sandy silt in texture with some finer-grained till soils identified along Taunton Road west of

RR57.

The encountered subsurface conditions are discussed in more detail below and borehole logs

are provided in Appendix A.

3.1 Topsoil

On July 6, 2017 a Cambium technician was on site to determine topsoil thickness at each of

the four corners of the Taunton Road / RR57 intersection. Five topsoil samples were taken at

each corner using hand augers. The topsoil thickness varies from 25 mm to 250 mm with an

overall average of 138 mm. The average topsoil thickness at each corner of the intersection is

as follows:

Northwest corner – 147 mm

Northeast corner – 102 mm

Southwest corner – 142 mm

Southeast corner – 137 mm

Overall – 138 mm

The topsoil was a dark brown silty sand and was moist at the time of the investigation.

Assessments of organic matter content or other topsoil quality tests were beyond the scope of

this study.

3.2 Pavement Structure

On Taunton Road the driving lane asphalt thickness varies from 60 mm to 150 mm with an

average thickness of 98 mm except at the Bowmanville Creek bridge, where the asphalt

thickness in the driving lanes was observed to vary from 250 mm to 450 mm. On Taunton



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Road west of RR57 the shoulder locations varied from unpaved (BH106-17) to an asphalt

thickness of 30 mm to 90 mm. At the bridge, the westbound shoulder has 125 mm of asphalt.

On the east side of the RR57 the shoulder locations along Taunton Road were unpaved.

On RR57 the driving lane asphalt thickness varies from 60 mm to 150 mm with an average

thickness of 102 mm. All of the shoulder borehole locations were unpaved except at borehole

BH115-17, where a 30 mm thick layer of asphalt was encountered.

Beneath the asphalt or at the surface of some of the shoulder boreholes, a layer of granular fill

material was observed. Along Taunton Road the granular material varied from 570 mm to 700

mm, with thicker granular material observed in the four (4) boreholes at the Bowmanville Creek

bridge (950 mm to 1,400 mm). Along RR57 the granular material varied in thickness from 610

mm to 650 mm.

The texture of the granular material generally varied from a gravelly sand with some silt to a

silty sand with some gravel to gravelly, was brown in colour and moist at the time of the

investigation. Based on SPT N values ranging from 11 to greater than 50 blows for 305 mm of

penetration, the granular material has a compact to very dense relative density.

Laboratory particle size distribution analyses were completed for 11 samples of the fill material,

taken from immediately below the asphalt surface or from the just below the surface in the

shoulder boreholes. The analysis results, based on the Unified Soil Classification System

(USCS) scale, are summarized in Table 2 with full results provided in Appendix B.

The results of the laboratory testing indicate that the granular fill does not meet the

requirements for Granular B with a higher percentage of fines (material passing the No.200 (75

µm) sieve) than is acceptable (10% to 41% versus 8%). The granular material is acceptable for

reuse for general subgrade fill and site grading.

In locations where the percentage of fines within the granular fill is close to the 8%

specification or where material visually looks acceptable, consideration can be given to

stockpiling this material on site during construction and completing additional testing to confirm

potential reuse as Granular B material during road reconstruction.



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Table 2 Particle Size Distribution Analysis – Granular Fill

Borehole Road Location Depth (mbgs)

Soil Gravel (%) Sand (%) Silt (%)

BH106-17 Taunton EB shoulder 0-0.6 Gravelly sand 26 62 12

BH107-17 Taunton WB shoulder 0-0.6 Silty sand 15 57 28

BH110-17 Taunton EB lane 0.1-0.7 Gravelly silty sand 22 46 32

BH113-17 RR57 SB lane 0.1-0.7 Gravelly silty sand 20 58 22

BH115-17 RR57 SB shoulder 0.1-0.7 Gravelly sand 26 62 12

BH117-17 RR57 NB shoulder 0-0.6 Gravelly sand 26 64 10

BH119-17 RR57 SB lane 0.1-0.7 Sand 15 72 13

BH121-17 RR57 SB shoulder 0-0.6 Sand and silt 14 45 41

BH123-17 Taunton WB lane 0.2-0.8 Silty sand 15 52 33

BH124-17 Taunton EB shoulder 0-0.6 Silty sand 11 54 35

BH126-17 Taunton EB lane 0.4-0.7 Gravelly silty sand 24 56 20

3.3 Glacial Till

Overall, the subsurface conditions below the pavement structure resemble a glacial till

material, varying in texture from a fine grained clay and silt to a coarser grained gravelly sand.

In the upper 3.0 m in some locations, this material appears to be reworked native till material

based on lower SPT N values and the presence of organics between 1.5 m and 3.0 m depth.

Below this depth, the material resembles an undisturbed glacial till.

The glacial till material is predominantly a silty sand with a trace to some clay and gravel. The

predominantly silty sand material was generally brown to dark brown in colour, with some grey

colouring observed below 2.3 m depth in boreholes BH112-17, BH114-17, BH115-17, and

BH117-17 as well as below 3.0 m depth in the four (4) boreholes augered adjacent to the

Bowmanville bridge (BH123-17 through BH126-17). The silty sand material was moist to wet at

the time of the investigation with wet to saturated conditions observed below 4.0 m depth in the

four deep boreholes adjacent to the Bowmanville bridge. The natural moisture content of the

silty sand material varies from 7% to 19% based on laboratory testing, with higher moisture

content observed in those reworked soils with organics. The relative density of the silty sand

material is loose to very dense based on SPT N values varying from 5 to greater than 50 blows

for 305 mm of penetration. The low SPT N values seem to correspond to reworked material. In



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the boreholes adjacent to the bridge, consistently very dense material was encountered

between 6.0 m and 7.5 m depth.

As indicated above, some pockets of fine grained clay and silt to clayey silt, with a trace to

some sand and gravel were observed, specifically on the west leg of Taunton Road in

boreholes BH103-17, BH106-17, BH124-17, and BH125-17. The fine grained material was

brown to grey in colour and about to wetter than plastic limit (APL to WTPL) at the time of the

investigation, with natural moisture content varying from 16% to 27%.

Laboratory particle size distribution analyses were completed for four (4) samples of the till

material, taken from boreholes and depth shown below. The analysis results, based on the

Unified Soil Classification System (USCS) scale, are summarized in Table 3 with full results

provided in Appendix B.

Table 3 Particle Size Distribution Analysis – Glacial Till

Borehole Road Location Depth (mbgs)

Soil Gravel (%)

Sand (%) Silt (%) Clay (%)

BH115-17 RR57 SB shoulder 2.3-2.7 Gravelly silty sand

23 37 31 9

BH122-17 RR57 NB shoulder 4.5-5.0 Silty sand 7 46 37 10

BH124-17 Taunton EB shoulder 4.5-5.0 Clay and silt 2 5 39 54

BH125-17 Taunton WB shoulder

6.1-6.6 Silty gravelly sand

29 39 25 7

BH126-17 Taunton EB lane 6.1-6.6 Gravelly sand 32 51 13 4

Some buried organic material was encountered in a number of locations.

Within the east and west bound shoulders of Taunton Road at borehole locations

BH104-17 and BH106-17 organic staining and a thin organic seam were observed at

approximately 1.8 m depth.

Within the east and west bound shoulders of Taunton Road at borehole locations

BH109-17 and BH111-17 a 150 mm thick layer of organic topsoil was encountered at

1.8 m depth.



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In boreholes BH121-17 and BH122-17, on the shoulders on either side of the culvert

located across RR57, south of Taunton Road, organics were observed between 1.5 m

and 3.0 mm depth.

At three of the four boreholes located adjacent to the Bowmanville bridge (BH123-17,

BH124-17, and BH126-17) trace organics were observed between 1.5 m and 2.7 m

depth.

3.4 Bedrock

Bedrock was not encountered within the investigation depths. All boreholes were terminated in

native soil at depths ranging from 1.2 mbgs to 8.1 mbgs.

3.5 Groundwater

Only two (2) of the boreholes experienced caving on completion of drilling: borehole BH107-17

caved to 1.8 mbgs and borehole BH126-17 caved to 6.1 mbgs. All other boreholes remained

open on completion.

Groundwater seepage was observed in 12 of the boreholes on completion of drilling, to depths

of 1.8 mbgs to 3.7 mbgs. In all four (4) boreholes adjacent to the bridge groundwater seepage

was observed to depths of 2.4 m to 3.7 m below ground surface, with grey and saturated soils

observed below 3.0 m depth in all of the boreholes.

Two (2) monitoring wells were installed as part of the drilling investigation. Boreholes BH123-

17 and BH124-17, located adjacent to the bridge, were outfitted with 50 mm diameter

monitoring wells. On July 6, 2017 the static water level at the site was measured at 2.54 mbgs

and 2.39 mbgs, respectively, corresponding to a groundwater elevation of 157.3 to 156.4 m,

respectively.

It should be noted that soil moisture and groundwater levels at the Site may fluctuate

seasonally and in response to climatic events.



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3.6 Environmental Testing Results

The Ministry of the Environment (MOE) document Soil, Ground Water and Sediment

Standards for Use Under Part XV.1 of the Environmental Protection Act (Ministry of the

Environment, 2011), herein referred to as the Standard, was referenced in determining the

applicable criteria for the Site. The chemical testing results were compared with Table 1 of the

Standard, Residential/Parkland/Institutional/Industrial/Commercial/Community (RPIICC)

Property Use, to determine exceedances and to provide the necessary information for the

disposal of any excess soils.

The soil samples were field screened and the worst case sample from each hand auger

completed at each corner of the intersection was for analysis, for a total of four (4) soil

samples. The samples were submitted to Caduceon Laboratories for analysis of metals,

inorganics, SAR, EC, PHCs, BTEX, and PCBs.

Laboratory chemical test results show that concentrations of the tested parameters in the

samples submitted for chemical analysis meet all of the parameters in the current MOE Table

1 Standard for RPIICC Property Use with the following exceptions:

Exceedance in electrical conductivity (EC) in the NW corner

The results are summarized in Appended Table 13 and the Certificates of Analysis are

included in Appendix C.

Based on the test results, the following handling options are available for soils sampled and

tested under this program:

Remain on-site to be appropriately reused as backfill or for re-grading, under the

guidance of a Qualified Person (QP) as defined by the MOECC and as approved by a

geotechnical engineer;

Accepted by a Receiving Site with specifications for receipt of soil based on the above

test results under the guidance of the receiving site’s QP and Fill Management Plan, and

subject to the municipality’s fill bylaw;



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Disposed of at a waste disposal landfill appropriately certified by the MOECC. Additional

testing may be required for O. Reg. 347 waste characterization analysis as directed by

the Receiver.

It is noted that the chemical parameters tested and the number of samples may not meet the

requirements of a Record of Site Condition and may not meet the requirements of the intended

receiving site. This report should not be construed as an Environmental Site Assessment.

Handling options provided herein are based solely on the chemical analysis of soils located

within the upper 0.3 m of soil at Taunton Road / RR57 intersection, and do not represent

acceptance or suitability of this material on behalf of the intended receiving site. Should

conditions encountered or the proposed work scopes vary from those described in this report,

Cambium should be notified to evaluate the need for further work.



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4.0 Geotechnical Considerations

The following recommendations are based on the borehole information and are intended to

assist designers. Recommendations should not be construed as providing instructions to

contractors, who should form their own opinions about site conditions, particularly when it

comes to groundwater seepage. It is possible that subsurface conditions beyond the borehole

locations may vary from those observed. If significant variations are found before or during

construction, Cambium should be contacted so that we can reassess our findings, if

necessary.

4.1 General Site Preparation

Existing topsoil, deleterious fill, and any surficial organic matter identified or found shall be

excavated and removed from beneath any areas of the Site to be developed. The stripped

surface must be proof rolled and/or approved by Cambium prior to placement of additional fill

or foundations.

In the location of the existing bridge across Bowmanville Creek, subsurface conditions consist

of loose to compact silty sand to sand and gravel with some organic material observed

extending to approximately 3.0 m depth. The measured groundwater in this area is 2.5 mbgs

at elevation 157.4 masl. Given the loose to compact soils, the presence of organic material

and the measured groundwater table, shallow footings are not recommended for the bridge

abutments. With the presence of consistently very dense native till soils at 8.0 m depth

(elevation 152 masl) either caissons to this depth or H-piles driven to practical refusal are

recommended as foundation alternatives. This avoids the need to dewater due to shallow

groundwater conditions or remove the organic material observed to 3.0 m depth in the vicinity

of the bridge.

Based on the anticipated excavation depth for the culvert across RR57 south of Taunton Road

the subgrade material is expected to consist of compact silty sand soils which are acceptable

for supporting the culvert. If engineered fill placement is required for the structure, it should be



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noted that when placing soil that will act as support for foundation that placement and

compaction should occur during temperatures above freezing.

In areas of cut or minor fill where the proof roll and/ or inspection has identified unsuitable

subgrade conditions, whether too soft or too wet, material is to be removed and replaced with

an approved OPSS 1010 SSM or Granular ‘B’ Type I compacted material, under guidance of

Cambium Staff.

4.2 Excavations

Temporary excavations must be carried out in accordance with the latest edition of the

Occupational Health and Safety Act (OHSA). As per the OHSA, excavations in soils above the

groundwater table can have unsupported site slopes of 1H:1V based on the classification of

the shallower soils as Type 3 soils in accordance with OHSA. Any excavations below the

groundwater table will require shoring.

Excavation side slopes should be protected from exposure to precipitation and associated

ground surface runoff and should be inspected regularly for signs of instability. If localized

instability is noted during excavations or if wet conditions are encountered, the side slopes

should be flattened as required to maintain safe working conditions or excavation sidewalls

must be fully supported (shored).

4.3 Dewatering

4.3.1 Road Construction

Excavations for road improvements are not expected to be deeper than 2.5 m depth (elevation

157.3 masl), the groundwater level measured in the two monitoring wells installed on Taunton

Road adjacent to the Bowmanville Creek bridge. Soil moisture conditions on all four (4) legs of

the intersection were generally moist within the upper 2.0 m depth with some wet conditions

observed below 1.5 m depth. While excavations for construction of the road improvements are

unlikely to extend below 2.5 m depth; however, some groundwater seepage in the excavations

is anticipated. Given the fine grained nature of the subgrade soils, it is anticipated that the



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seepage should be controllable with filtered sumps and pumps. A Permit to Take Water

(PTTW) from the Ministry of the Environment and Climate Change and registration on the

Environmental Activity and Sector Registry (EASR) is not anticipated as pumping rates should

not exceed 50,000 L/day.

Installation of storm sewers along Regional Road 57 may require advance dewatering

depending on the depth of the storm sewer. Additional recommendations on dewatering can

be provided once the depth of the excavations is determined.

It is noted that the elevation of the groundwater table will vary due to seasonal conditions and

in response to heavy precipitation events.

4.3.2 Bridge Abutments

Deep foundations are recommended for the bridge abutments due to the loose to compact

density of the shallow subsurface soils, the presence of organic material to 3.0 m depth, and

the measured groundwater table at 2.5 m depth (elevation 157.4 masl). If deep foundations are

used, groundwater seepage and potential dewatering issues are not relevant to the

construction of the bridge abutments.

4.3.3 Culvert (1500 mm dia Culvert, 130 m South of Taunton Road)

Based on the inferred excavations depths, the predominantly silty sand soils, and the existing

groundwater conditions, groundwater seepage should be anticipated in excavations extending

below a depth of approximately 2.5 m. Excavations required to install the proposed culvert to

be located 130 m south of Taunton Road, will likely extend below this depth. If the culvert is

installed during a dry season, seepage into the excavation would likely be manageable using

filtered sumps and pumps within the excavation. If the work is done in a wetter time of year or

if excavations need to extend significantly below a depth of 2.5 m, advanced dewatering using

a well point system will be required to lower the groundwater table prior to construction.

Temporary rerouting of the creek will be required to facilitate the replacement of the culvert.

Options for rerouting include construction of a temporary culvert/channel or the construction of

a cofferdam with a pump to pump the water around the construction area. An advance



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dewatering system would require a Permit to Take Water from the Ministry of the Environment

and Climate Change and registration on the EASR.

It should be noted that the groundwater table and the level of the reservoir are influenced by

seasonal fluctuations and major precipitation events.

4.4 Backfill and Compaction

Excavated native silty sand to sandy silt soils from the site may be appropriate for use as fill

below grading areas, provided that the actual or adjusted moisture content at the time of

construction is within a range that permits compaction to required densities. Some moisture

content adjustments may be required depending upon seasonal conditions. Geotechnical

inspections and testing of engineered fill are required to confirm acceptable quality.

Any engineered fill for foundations should be placed in maximum 200 mm thick lifts and should

be compacted to a minimum of 100% of standard Proctor maximum dry density (SPMDD). If

conditions are wet at the time of construction, compaction of granular fill may not be possible

and 19 mm diameter crushed clear stone wrapped in a geotextile filter fabric (Terrafix 270R or

equivalent) should be used in place of engineered fill.

Foundation wall backfill should consist of free-draining imported granular material. Most of the

native site soils are too fine-grained to provide proper drainage, and as such this should be

accomplished using well graded Granular B Type 2 material complying with OPSS 1010.

Backfill should be placed in lifts not exceeding 250 mm in thickness and compacted to 98 % of

SPMDD.

Placement of engineered fill should be verified by onsite compaction testing during

construction.

4.4.1 Engineered Fill

For any fill treated as an engineered fill to support structural elements such as foundations, the

following is recommended for the construction of engineered fill:



Ref. No.: 5512-001

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I. Remove any and all existing vegetation, surficial topsoil/ organics, organic fills or fills and

any loose soils to a competent subgrade for a suitable envelope;

II. The area of the engineered fill should extend horizontally 1 m beyond the outside edge

of the foundations then extend downward at a 1:1 slope to the competent native soil;

III. The subgrade or base of the engineered fill area must be approved by Cambium prior to

placement of any new fill, to ensure that suitability of subgrade condition;

IV. Place approved OPSS 1010 SSM or Granular ‘B’ Type I material at a moisture content at

or near optimum moisture in suitable maximum 200 mm thick lifts, compacted to 100

percent SPMDD.

V. Any frost penetration into the fill material must be removed prior to placement of

subsequent lifts of fill or reviewed by Cambium;

VI. Full time testing and inspection of the engineered fill will be required for it to be used as

a founding material, as outlined in Section 4.2.2.2 of the Ontario Building Code.

4.5 Lateral Earth Pressure

Lateral earth pressure coefficients (K) for foundation and retaining wall design are provided

below for the case of a horizontal backfill surface (i.e. the ground surface is not inclined). It is

assumed that potential lateral loads will result from cohesionless, frictional materials, such as

granular backfill used against the bridge abutments. An angle of internal friction of 35° can be

assumed for compacted granular backfill.

Ko (at rest) 0.43

Ka (active) 0.27

Kp (passive) 3.7

The following formula may be used to calculate active lateral thrust (Pa) on yielding retaining

structures;

Pa= (H/2)(Ka)(γH+2q)

where,



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H = Height of retaining structure (m)

γ= unit weight of retained soil (kN/m3)

q = surcharge (kPa)

A unit weight of 21 kN/m3 should be assumed for compacted granular backfill loadings.

4.6 Frost Penetration

Based on climate data and design charts, the maximum frost penetration depth below the

pavement at the Site is estimated at 1.2 m.

Exterior footings and pile caps for the proposed structure should be situated at or below this

depth for frost penetration or should be protected.

It is assumed that the pavement structure thickness will be less than 1.2 m, so grading and

drainage are very important for good pavement performance and life expectancy.

4.7 Foundation Design – Bridge Abutments

As discussed in Section 4.1, the preferred foundation options for the bridge abutments include

concrete caissons and driven H-piles.

4.7.1 Concrete Caissons

If the Site is prepared as outlined in Section 4.1 and concrete caissons are selected to support

the bridge abutments the caissons should extend to a depth of 8.0 m below the existing road

surface (elevation 151.8 masl) terminating in very dense glacial till soils. At this elevation, the

native soils are competent to support the caissons, which can be designed for a bearing

capacity of 250 kPa (SLS) and 375 kPa (ULS). This has assumed that the caissons will be end

bearing only given the significant depth of loose to compact soil above the till. The caissons

should be spaced no closer than three (3) times the diameter on centre.

During installation, a temporary liner must be installed to permit hand cleaning, if necessary,

and to seal off any caving or groundwater seepage. A positive head of concrete inside the



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temporary steel liner must be maintained during withdrawal of the liner to prevent “necking” of

the caissons.

4.7.2 Driven H-Piles

H-piles driven to practical refusal in very dense till soils between 9.0 m and 12.0 m below

existing road surface (approximate elevation 148 to 151 masl) are appropriate to support the

bridge abutments.

4.7.2.1 Axial Geotechnical Resistance

Based on the potential length of the H-piles, a minimum pile size of HP 310x110 is

recommended. A factored axial resistance at ULS of 1,100 kN may be used for any H-Piles

driven to practical refusal in very dense glacial till.

Pile driving termination or set criteria will be dependent on the pile driving hammer, type,

helmet and length of pile. The criteria must therefore be established at the time of construction

after the piling equipment is known. The driving criteria should be selected to ensure that the

piles are not overdriven to avoid possible damage to the piles.

Piling operations should be inspected on a full time basis by geotechnical personnel.

4.7.2.2 Resistance to Lateral Loads

Lateral loadings can be fully or partially resisted by the use of battered H-Piles. Otherwise, the

resistance to lateral loading can be derived from through passive earth pressures developed in

the soils in which the piles are embedded. Very dense silty sand glacial till soils encountered in

the boreholes indicate that the piles will be approximately 9.0 m to 12.0 m in length depending

upon the design of the bridge abutments. Lateral pile resistance may be considered in

accordance with Section 6.4 of the Canadian Highway Bridge Design Code (CHBDC).

For lateral soil-pile interaction analysis, the horizontal subgrade reaction (lateral spring

parameters) to the pile may be calculated from the following expression based on the largely

cohesionless soils at the site:

ks = nh(z/d)



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where ks = Coefficient of horizontal subgrade reaction

nh = coefficient related to soil density

d = pile width (310 mm for HP310x110)

z = depth

The values of nh for the various soil types encountered in the borehole investigation are

summarized in Table 4.

Table 4 Coefficient Related to Soil Density

Soil Type and Density Nh (kN/m3)

Compact sands, silty sands 6,000

Stiff silty clay to clay and silt till 6,200

Dense to very dense silty sand to sandy silt till 14,000

Compact Granular Fill 6,000

4.8 Foundation Design – 1500 mm Culvert, 130 m South of Taunton Road

4.8.1 Bearing Capacity

The subgrade soils between 3.0 m and 5.0 m depth (approximate elevation 158 masl to 160

masl) consist of compact silty sand to sand and silty till or engineered fill, both of which are

competent for founding the culvert base. The allowable bearing capacity of these soils is 150

kPa at serviceability limit state (SLS) and 225 kPa at ultimate limit state (ULS). The quality of

the subgrade should be inspected by a Geotechnical Engineer during construction, prior to

laying the culvert bedding, to confirm bearing capacity estimates. Settlement potential at the

above-noted SLS loadings is less than 25 mm and differential settlement should be less than

10 mm.

4.8.2 Culvert Bedding

The compact silty sand to sand and silt soils found at depths of between 3.0 m and 5.0 m are

considered suitable for the support of the bedding for the proposed replacement culvert.

Bedding should consist of a minimum of 150 mm of OPSS 1010 Granular ‘A’ compacted to

98% of standard Proctor maximum dry density. If, during construction, it is not possible to keep

the excavations for the bedding material in a fully dry state, bedding for the proposed culvert



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below the standing water should consist of at least 300 mm of 19 mm crushed clear stone

wrapped in a geotextile filter fabric (Terrafix 270R or equivalent). The bedding should be

placed and then the surface compacted with a vibratory plate compactor. A levelling pad

consisting of uncompacted Granular ‘A’ or fine aggregate (OPSS 1002) may be required, if so,

the levelling pad should be separated from the clear stone with another layer of geotextile.

4.8.3 Erosion Protection

The existing subsoils at the invert level of the culvert consist of silty sand to silt and sand. It is

assumed that seasonal water flow velocities may be sufficiently high to require scour and

erosion protection.

In order to prevent water from flowing either beneath the culvert (potentially causing

undermining and scouring), or around the culvert (causing erosion and loss of backfill

material), a clay seal or cut-off headwall should be provided at both ends of the culvert. If cut-

off headwalls are used, the backfill around the headwalls should consist of fine grained soils

with a low hydraulic conductivity such as clayey silt or silt and clay.

Erosion protection should be provided upstream and downstream of the culvert using non-

woven geotextiles and rip-rap suitable for the hydraulic requirements.

4.9 Pavement Design

Pavement design options are provided based on the results of the geotechnical investigation.

These options should be revisited with final design preparations. If the preferred option is a

roundabout design, additional boreholes in the shoulders and potentially outside of the current

right-of-way are recommended to confirm subgrade conditions.

Both Taunton Road and RR57 are Type A arterial roads within the regional road network. A

review of the Region’s ‘Design Specifications for Roads and Entranceways’ dated April 2017

indicates that, as a minimum, a typical hot-mix asphalt road structure will be a minimum of 910

mm thick and include the following:

160 mm Hot Mix Asphalt (HMA)



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150 mm Granular A

600 mm minimum Granular B Type 1 modified

The following pavement design factors outlined in Table 5 were used to calculate the Granular

Base Equivalency (GBE) for the various pavement design options.

Table 5 Pavement Design Factors

Pavement Component

Factor

Existing New

Hot mix asphalt (HMA) 1.25 2.0

Base 0.75 1.0

Subbase 0.5 0.67

Pulverised Base & Asphalt N/A 1.0

Expanded Asphalt Material N/A 1.7

The existing pavement structure for Taunton Road and Regional Road 57 was analyzed using

in-situ granular base equivalencies and the results of the borehole investigation. The existing

pavement structure is provided in Table 6 for Taunton Road and Table 7 for Regional Road 57.

Table 6 Summary of Existing Pavement Structure – Taunton Road

Material Thickness (mm) Equivalent Factor Average GBE (mm)

Hot mix asphalt (HMA) Range (60-150) mm

Average 98 mm

1.25 123

Base Range (570-700) mm

Average 625 mm

0.65 407

Subbase

TOTAL Range (630-850) mm

Average 723

530

Table 7 Summary of Existing Pavement Structure –Regional Road 57

Material Thickness (mm) Equivalent Factor Average GBE (mm)

Hot mix asphalt (HMA) Range (60-150) mm

Average 102 mm

1.25 128

Base Range (540-660) mm

Average 598 mm

0.65 389

Subbase

TOTAL Range (600-810) mm

Average 700

517



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It should be noted that at the Bowmanville Creek bridge on Taunton Road west of RR57, the

pavement structure observed in boreholes BH123-17 through BH126-17 is much thicker than

the observed pavement structure along the rest of Taunton Road and RR57. The asphalt

thickness at the bridge varied from 250 mm to 450 mm and the granular material varied in

thickness from 950 mm to 1,400 mm, for an overall pavement thickness of 1,400 mm.

Understanding that the bridge is being rebuilt, this thicker pavement structure is not included in

the overall averages and will not be a concern for any of the pavement design options

providing that it does not extend outside of the bridge limits. However, consideration should be

given to completing some additional coring to determine the extent of the thicker pavement

structure along Taunton Road to determine whether this will need to be handled differently

than the proposed pavement design options.

The pavement design options provided below are developed with this proposed minimum

guideline in mind; however, the pavement design should be revisited with final design

preparations.

4.9.1 Site Preparation and Compaction

The performance of the pavement is dependent upon proper subgrade preparation and

drainage. Any surficial organic material or organic material encountered at the proposed

subgrade elevation should be removed from beneath the proposed road and shoulder areas

and backfilled with approved engineered fill or native material, compacted to 98 percent

SPMDD. The subgrade should be proof rolled and inspected by a Geotechnical Engineer. Any

areas where rutting or appreciable deflection is noted should be subexcavated and replaced

with suitable fill. The fill should be compacted to at least 98 percent SPMDD.

Compaction of the subgrade should be verified by the Engineer prior to placing the granular fill.

Granular layers should be placed in 150 mm maximum loose lifts and compacted to 100

percent of SPMDD (ASTM D698) standard. The granular materials specified should conform to

OPSS standards, as confirmed by appropriate materials testing.

Material and thickness substitutions must be approved by the Design Engineer.



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The thickness of the subbase layer could be increased at the discretion of the Engineer, to

accommodate site conditions at the time of construction, including soft or weak subgrade soil

replacement.

The final asphalt surface should be sloped at a minimum of 2 percent to shed runoff. Abutting

pavements should be sawcut to provide clean vertical joints with new pavement areas.

Given the frost susceptible nature of the subgrade soils, subdrains are recommended beneath

the pavement structure connecting to a frost-free outlet in all areas with an urban cross section

(curb and gutter). In rural areas subdrains are not required if adequate ditching is provided to

allow for proper drainage of the granular material. If insufficient space is available for ditching,

subdrains should be installed beneath the pavement structure and connected to a frost free

outlet to allow for adequate drainage.

4.9.2 Widenings

The following recommendations should be followed for any proposed roadway widenings:

Organic topsoil, earth fill, and frozen earth encountered at subgrade elevation should be

removed for the full width of construction;

Any widenings should conform to Ontario Provincial Standard Drawings (OPSD) 208.010

and 209.010;

Prior to the placement of granular fill the subgrade should be proof rolled for the purpose

of detecting possible zones of overly wet or soft soils. Any deleterious areas identified

should be replaced with granular material compacted to a minimum of 98 % of its SPMDD;

and

The subgrade surface should be graded to prevent ponding of water during construction

and to promote rapid drainage of the sub-base and base course materials.

4.9.3 AASHTO 1993 Method

Upon review of the field data associated with each of the roads the recommended pavement

design is provided below as determine using the 1993 American Association of State Highway



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and Transportation Officials (AASHTO) Guide for the design of Pavement Structures, using the

Darwin Software.

The AASHTO pavement design method considers many design factors including future road

traffic (ESALs), road classification reliability (R), standard deviation (So), subgrade resilient

modulus (Mr), and initial (P0) and terminal (Pt) serviceability. Using these parameters, the

structural number (SN) is calculated and is defined as the number which provides a measure

of the pavement strength and thickness needed to avoid over-stressing the subgrade, based

on AASHTO standards.

The design parameters used for both Taunton Road and Regional Road 57 are summarized in

Table 8. The AADT, traffic growth, and truck percentages that feed into the ESAL calculation

were taken from the traffic report prepared for this project.

Table 8 AASHTO Design Parameters

Parameter Taunton Road Regional Road 57

ESALs 6,275,000

2018 AADT – 12,500

Growth Rate – 1.5%

Percent Trucks – 7.0%

Design Service Life – 20 years

5,025,000

2018 AADT – 7,000

Growth Rate – 5.0%

Percent Trucks – 7.0%

Design Service Life – 20 years

Initial Serviceability (P0) 4.2 4.2

Terminal Serviceability (Pt) 2.5 2.5

Reliability Level (R) 95% 95%

Standard Deviation (S0) 0.50 0.50

Subgrade Resilient Modulus (Mr) 7,500 7,500

The recommended pavement design based on AASHTO methodology is applicable for this

Site provided the site is prepared as outlined in Section 4.9.1. The recommended pavement

design based on the AASHTO 1993 Analysis and the parameters provided in Table 8 is

provided in Table 9 for both Taunton Road and Regional Road 57.



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Table 9 Recommended Minimum Pavement Design Based n AASHTO 1993 Analysis

Description TAUNTON ROAD REGIONAL ROAD 57

Min Thickness (inches)

Min Thickness (mm)

Min Thickness (inches)

Min Thickness (mm)

Design Structural Number (DSN) 4.95 4.85

HMA Asphalt 7.0 175 6.5 165

Granular Base ‘A’ 6.0 150 6.0 150

Granular Subbase ‘B’ Type I 9.50 250 10.5 265

Selected Structural Number (SSN) 4.96 125.5 4.86 122.8

Total Pavement Thickness (mm) 575 580

Granular Base Equivalency (mm) 668 658

The asphalt and Granular Base ‘A‘ minimum requirements from the AASHTO analysis are in

line with the Region’s minimum pavement structure requirements for Type A arterial Roads

(HMA = 160 mm and Granular A = 150 mm). However, the minimum requirement for the

Granular Subbase ‘B’ Type I material is significantly less than the Region’s minimum standard

of 600 mm. Cambium recommends a minimum subbase thickness in line with the Region’s

standard of 600 mm in order to provide adequate drainage of the granular material. Good

drainage will provide better structural integrity to the pavement structure and potentially

prolong the life of the pavement.

The recommended minimum GBE for the reconstructed pavement along Taunton Road and

Regional Road 57 is provided in Table 10. This GBE meets the minimum requirements

outlined in the Region’s 2017 document noted in Section 4.9 and exceeds the minimum

requirements calculated using the AASHTO methodology, providing better drainage with a

thicker subbase layer.



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Table 10 Recommended Minimum GBE for Taunton Road and Regional Road 57

Material Minimum Thickness (mm) GBE Factors GBE (mm)

HMA 160 2 320

Granular Base A 150 1 150

Granular Subbase B Type I 600 0.67 402

Total Thickness 910 872

4.9.4 Pavement Design Options

It is understood that a grade raise is undesirable both along Taunton Road, particularly in the

Bowmanville Creek bridge, as well as along Regional Road 57, particularly north of Taunton

Road along the west side due to the numerous driveways.

Pavement design options that result in no grade raise include full depth reconstruction removal

of a portion of the existing pavement structure and replacing it with an increased thickness of

asphalt.

Full depth reconstruction will allow for installation of the preferred minimum pavement structure

to meet the GBE requirement of the Region’s standard for Type A arterial roads without a

grade raise.

Removal of a specific thickness of the existing pavement structure and replacement with a

thicker layer of asphalt than required in the minimum pavement structure will improve the GBE

over existing but will not meet the minimum GBE required to meet the Region’s Type A arterial

road standard. One option is to remove the top 200 mm of asphalt and granular material and

replace it with 200 mm of HMA placed in 50 mm lifts. Another option is to remove the top 350

mm of asphalt and granular material and replace it with 150 mm of Granular A and 200 mm of

HMA. The resulting GBE for these two options is provided in Table 11 for Taunton Road and

Table 12 for Regional Road 57.



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Table 11 Pavement Design Options – No Grade Raise – Taunton Road

Material Existing Remove 200 mm Remove 350 mm

mm Factor GBE mm Factor GBE mm Factor GBE

HMA 98 1.25 123 200 2.0 400 200 2.0 400

Gr A 625 0.65 406 523 0.65 340

150 1.0 150

Gr B 373 0.65 242

Total 723 529 723 740 792

Table 12 Pavement Design Options – No Grade Raise – Regional Road 57

mm Factor GBE mm Factor GBE mm Factor GBE

HMA 102 1.25 128 200 2.0 400 200 2.0 400

Gr A 598 0.65 389 500 0.65 325

150 1.0 150

Gr B 350 0.65 228

Total 700 517 723 725 778

Any remediation option involving milling and pulverizing cannot meet the minimum GBE

specification without a grade raise. Where a grade raise is possible on Regional Road 57,

consideration could be given to utilizing the pavement rehabilitation strategy provided in Table

12 but with the addition of additional Granular A below the proposed asphalt. The thickness of

the Granular A could be matched to the allowable grade raise.

4.10 Design Review and Inspections

Cambium should be contacted to review and approve design drawings, prior to tendering or

commencing construction, to ensure that all pertinent geotechnical-related factors have been

addressed. It is important that onsite geotechnical supervision be provided at this Site for

excavation and backfill procedures, deleterious soil removal, subgrade inspections, and

compaction and concrete testing.

A Geotechnical Engineering and Construction Testing and Inspection firm should be retained

to complete testing and inspections during construction operations to examine and approve

subgrade conditions, placement and compaction of fill materials, granular base courses, and

asphaltic concrete.



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5.0 Closing

Please note that this work program and report are governed by the attached Qualifications and

Limitations. If you have questions or comments regarding this document, please do not

hesitate to contact the undersigned at (705) 742-7900 ext. 336/332.

Respectfully submitted,

Cambium Inc.

Stuart Baird, M.Eng., P.Eng.

General Manager, Geotechnical

Jennifer Wales, P.Eng.

Project Manager

SEB/jw

P:\5500 to 5599\5512-001 TMIG - Geotech and Hydrogeo for EA for Bowmanville Creek Bridge & RR4,RR57 Intersection\Deliverables\REPORT - Geotech\2018-06-01 RPT Taunton Rd and RR57 Intersection Geotech.docx



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Qualifications and Limitations

Limited Warranty

In performing work on behalf of a client, Cambium relies on its client to provide instructions on

the scope of its retainer and, on that basis, Cambium determines the precise nature of the

work to be performed. Cambium undertakes all work in accordance with applicable accepted

industry practices and standards. Unless required under local laws, other than as expressly

stated herein, no other warranties or conditions, either expressed or implied, are made

regarding the services, work or reports provided.

Reliance on Materials and Information

The findings and results presented in reports prepared by Cambium are based on the

materials and information provided by the client to Cambium and on the facts, conditions and

circumstances encountered by Cambium during the performance of the work requested by the

client. In formulating its findings and results into a report, Cambium assumes that the

information and materials provided by the client or obtained by Cambium from the client or

otherwise are factual, accurate and represent a true depiction of the circumstances that exist.

Cambium relies on its client to inform Cambium if there are changes to any such information

and materials. Cambium does not review, analyze or attempt to verify the accuracy or

completeness of the information or materials provided, or circumstances encountered, other

than in accordance with applicable accepted industry practice. Cambium will not be

responsible for matters arising from incomplete, incorrect or misleading information or from

facts or circumstances that are not fully disclosed to or that are concealed from Cambium

during the provision of services, work or reports.

Facts, conditions, information and circumstances may vary with time and locations and

Cambium’s work is based on a review of such matters as they existed at the particular time

and location indicated in its reports. No assurance is made by Cambium that the facts,

conditions, information, circumstances or any underlying assumptions made by Cambium in

connection with the work performed will not change after the work is completed and a report is

submitted. If any such changes occur or additional information is obtained, Cambium should



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be advised and requested to consider if the changes or additional information affect its findings

or results.

When preparing reports, Cambium considers applicable legislation, regulations, governmental

guidelines and policies to the extent they are within its knowledge, but Cambium is not

qualified to advise with respect to legal matters. The presentation of information regarding

applicable legislation, regulations, governmental guidelines and policies is for information only

and is not intended to and should not be interpreted as constituting a legal opinion concerning

the work completed or conditions outlined in a report. All legal matters should be reviewed and

considered by an appropriately qualified legal practitioner.

Site Assessments

A site assessment is created using data and information collected during the investigation of a

site and based on conditions encountered at the time and particular locations at which

fieldwork is conducted. The information, sample results and data collected represent the

conditions only at the specific times at which and at those specific locations from which the

information, samples and data were obtained and the information, sample results and data

may vary at other locations and times. To the extent that Cambium ’s work or report considers

any locations or times other than those from which information, sample results and data was

specifically received, the work or report is based on a reasonable extrapolation from such

information, sample results and data but the actual conditions encountered may vary from

those extrapolations.

Only conditions at the site and locations chosen for study by the client are evaluated; no

adjacent or other properties are evaluated unless specifically requested by the client. Any

physical or other aspects of the site chosen for study by the client, or any other matter not

specifically addressed in a report prepared by Cambium, are beyond the scope of the work

performed by Cambium and such matters have not been investigated or addressed.

No Reliance

Cambium’s services, work and reports are provided solely for the exclusive use of the client

which has retained the services of Cambium and to which its reports are addressed. Cambium



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is not responsible for the use of its work or reports by any other party, or for the reliance on, or

for any decision which is made by any party using the services or work performed by or a

report prepared by Cambium without Cambium’s express written consent. Any party that relies

on services or work performed by Cambium or a report prepared by Cambium without

Cambium’s express written consent, does so at its own risk. No report of Cambium may be

disclosed or referred to in any public document without Cambium’s express prior written

consent. Cambium specifically disclaims any liability or responsibility to any such party for any

loss, damage, expense, fine, penalty or other such thing which may arise or result from the use

of any information, recommendation or other matter arising from the services, work or reports

provided by Cambium.

Limitation of Liability

Cambium is not responsible for any lost revenues, lost profits, cost of capital, or any special,

indirect, consequential or punitive damages suffered by the client or any other party in reliance

on any Cambium work or report. Cambium’s total liability and responsibility to the client or any

other person for any and all losses, costs, expenses, damages, claims, causes of action or

other liability whatsoever which do or may result or arise from or be in relation to Cambium’s

services, work (or failure to perform services or work) or reports shall be limited to the invoiced

charges for the work performed by Cambium.



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Cambium Inc.

Appended Figures



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Cambium Inc.

Appended Tables

Project No. 5512-001

Table 13

Summary of Soil Quality - Metals and Inorganics Project No. 5512-001

Bowmanville Creek Bridge & RR4, RR57 Intersection

Sample 1: SW Corner of

Inter.

Sample 2: NW Corner

of Inter.

Sample 3: NE Corner of

Inter.

Sample 4: SE

Corner of Inter.

06-Jul-17 06-Jul-17 06-Jul-17 06-Jul-17

INORGANIC PHYSICAL PROPERTIES

Electrical Conductivity mS/cm 0.57 0.138 0.582 0.118 0.099

Sodium Adsorption Ratio No Units 2.4 0.458 0.453 3.94 0.121

pH @25°C pH units NV 7.66 7.45 7.48 7.84

INORGANIC (METALS)

Antimony µg/g 1.3 < 0.5 < 0.5 < 0.5 < 0.5

Arsenic µg/g 18 3.5 3.4 2.5 2.7

Barium µg/g 220 61 44 36 36

Beryllium µg/g 2.5 0.3 0.3 0.3 < 0.2

Boron µg/g 36 5.8 5.7 4.6 5.2

Boron (HWS) µg/g NV 0.06 0.11 0.07 0.07

Cadmium µg/g 1.2 < 0.5 < 0.5 < 0.5 < 0.5

Chromium µg/g 70 12 10 9 11

Chromium (VI) µg/g 0.66 < 0.2 < 0.2 < 0.2 < 0.2

Cobalt µg/g 21 4 3 3 3

Copper µg/g 92 9 10 6 12

Cyanide (Free) µg/g 0.051 < 0.05 < 0.05 < 0.05 < 0.05

Lead µg/g 120 23 69 16 46

Mercury µg/g 0.27 0.018 0.028 0.045 0.013

Molybdenum µg/g 2 < 1 < 1 < 1 < 1

Nickel µg/g 82 9 7 5 6

Selenium µg/g 1.5 < 0.5 < 0.5 < 0.5 < 0.5

Silver µg/g 0.5 < 0.2 < 0.2 < 0.2 < 0.2

Thallium µg/g 1 < 0.1 < 0.1 < 0.1 < 0.1

Uranium µg/g 2.5 0.5 0.6 0.5 0.5

Vanadium µg/g 86 19 17 19 14

Zinc µg/g 290 43 62 38 54

PCB, BTEX, PHC F1-F4

Benzene µg/g 0.02 < 0.02 < 0.02 < 0.02 < 0.02

Toluene µg/g 0.2 < 0.03 < 0.03 < 0.03 < 0.03

Ethylbenzene µg/g 0.05 < 0.03 < 0.03 < 0.03 < 0.03

Xylene, m,p- µg/g NV < 0.04 < 0.04 < 0.04 < 0.04

Xylene, o- µg/g NV < 0.03 < 0.03 < 0.03 < 0.03

Xylene, m,p,o- µg/g 0.05 < 0.05 < 0.05 < 0.05 < 0.05

Toluene-d8 (SS) % NV 99 100 99 99

PHC F1 (C6-C10) µg/g 25 < 10 < 10 < 10 < 10

PHC F2 (>C10-C16) µg/g 10 < 5 < 5 < 5 < 5

PHC F3 (>C16-C34) µg/g 240 < 10 43 < 10 < 10

PHC F4 (>C34-C50) µg/g 120 < 10 < 10 < 10 < 10

Poly-Chlorinated Biphenyls (PCB's) µg/g 0.3 < 0.3 < 0.3 < 0.3 < 0.3

Notes:

2. Bold and Shaded values exceed Table 1 AGR Criteria

3. "-" indicates value not analyzed.

4. NV indicates no value.

Units Table 1 AGR1Parameter

1. Table 1 RPIICC Property Use of the Soil Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act.

P:\5500 to 5599\5512-001 TMIG - Geotech and Hydrogeo for EA for Bowmanville Creek Bridge & RR4,RR57 Intersection\Analytical\Data Tables\2018-06-

01 Soil Quality Data.xlsx



Ref. No.: 5512-001

June 1, 2018

Cambium Inc.

Appendix A

Borehole Logs

755025

SUBSURFACE PROFILE SAMPLE

Contractor:

Location: Elevation:

Solid Stem Auger

STA 0+170 Taunton Rd. West of RR57 - WB shoulder 17T 682112 E 457005 N

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

160.5 masl

BH101-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC

Log of Borehole:Barrie

Peterborough

www.cambium-inc.com

The Municipal Infrastructure Group Hwy 57 & Taunton RdProject Name:

RemarksInstallationWell

Client:

T: 866-217-7900

OshawaKingston

Logged By: K. Pedersen A.PayetteInput By:

Borehole open and groundwater encountered at 2.9 m depth on completion

1

2

3

4

SS

SS

SS

SS

25

56

100

100

ASPHALT: 30 mm thick

SAND AND GRAVEL: Grey sand and gravel, trace silt, dense, moist (fill)

SAND: Brown sand, some gravel, some silt, loose,wet

SILTY SAND: Brown silty sand with seams of sand and gravel, loose to compact, saturated (till)

‐ becomes grey

Borehole terminated at 3.5 m depth in silty sand.

50

9

9

18

160

159

158

157

156

155

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+170 Taunton Rd. West of RR57 - EB lane

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

160.5 masl

BH102-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston


Borehole open and dry on completion

1

2

SS

SS

67

100


SAND AND GRAVEL: Brown sand and gravel, trace silt, dense, moist (fill)

SILTY SAND: Brown silty sand to sandy silt, loose, wet

Borehole terminated at 1.2 m depth in silty sand to sandy silt

30

6

160

159

158

157

156

155

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+170 Taunton Rd. West of RR57 - EB shoulder

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

160.5 masl

BH103-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

3

4

5

SS

SS

SS

SS

SS

71

11

100

100

100


SAND AND GRAVEL: Brown sand and gravel, trace silt, very dense, moist (fill)

SILTY SAND: Brown silty sand, trace gravel, loose, wet (fill)

CLAYEY SILT: Grey clayey silt, some gravel in sand seams, stiff to very stiff, WTPL

‐ no sand seams present

Borehole terminated at 3.5 m depth in clayey silt.

67

5

8

16

18

160

159

158

157

156

155

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+290 Taunton Rd. West of RR57 - WB shoulder 682262 4870811

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

160.6 masl

BH104-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston


Organic staining and odour noted



1

2

3

4

5

SS

SS

SS

SS

SS

92

78

100

17

100


SAND AND GRAVEL: Brown sand and gravel, dense, dry to moist (fill)

SAND: Brown sand, some gravel, trace to some silt, compact, dry to moist (fill)

SILTY SAND: Brown/dark brown silty sand, trace gravel, compact, moist

SILTY SAND: Dark brown to light brown silty sand, some gravel, compact, wet to saturated

‐ becomes saturated


45

20

22

27

14

160

159

158

157

156

155

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+290 Taunton Rd. West of RR57 - EB lane 682259 4870799

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

160.7 masl

BH105-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

SS

SS

67

44


SAND AND GRAVEL: Brown sand and gravel, very dense, moist (fill)

SILTY SAND: Brown silty sand, some gravel, dense, moist (fill)


65

32

160

159

158

157

156

155

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+290 Taunton Rd. West of RR57 - EB shoulder 682261 4870800

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

160.5 masl

BH106-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston


SS1 GSA:26% gravel62% sand12% silt


1

2

3

4

5

SS

SS

SS

SS

SS

83

11

100

33

100

GRAVELLY SAND: Brown gravelly sand, some silt, compact, moist (fill)

SAND: Brown sand, some silt, trace gravel, compact, moist (fill)

CLAYEY SILT: Brown clayey silt, some sand, firm, WTPL

SILTY SAND: Brown to light brown silty sand with sand and gravel seams, compact, moist to saturated (till)

‐ thin organic seam at 1.8 m

‐ becomes saturated


25

21

6

18

15

160

159

158

157

156

155

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+380 Taunton Rd. East of RR57 - WB shoulder 682344 4870846

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

162.8 masl

BH107-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



Borehole cave and groundwater encountered at 1.8 m depth on completion

1

2

3

4

5

SS

SS

SS

SS

SS

100

100

100

100

0

SILTY SAND: Brown silty sand, some gravel, compact, moist (fill)

SILTY SAND: Brown silty sand, some gravel, compact to dense, moist to wet

SILTY SAND: Brown silty sand, some gravel, compact, saturated (till)


23

23

31

23

162

161

160

159

158

157

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+380 Taunton Rd. East of RR57 - WB lane 682353 4870842

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

162.9 masl

BH108-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

SS

SS

75

89


SAND AND GRAVEL: Brown sand and gravel, dense, moist (fill)

SILTY SAND: Brown silty sand, trace to some gravel, compact, moist (fill)


45

23

162

161

160

159

158

157

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+490 Taunton Rd. East of RR57 - WB shoulder 682459 4870878

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

165.5 masl

BH109-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

3

4

5

SS

SS

SS

SS

SS

58

44

100

89

100

SAND AND GRAVEL: Brown silty sand, some gravel, compact, dry to moist (fill)

SILTY SAND: Brown silty sand, trace gravel, dense, moist (fill)

SILTY SAND: Dark brown to brown silty sand, loose, moist to wet (fill)‐ 150 mm organic rich seam at 1.8 m depth

SILTY SAND: Light brown silty sand, compact to dense, wet (till)

‐ becomes dense


27

32

5

11

32

165

164

163

162

161

160

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+490 Taunton Rd. East of RR57 - EB lane 682459 4870877

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

165.6 masl

BH110-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston




1

2

SS

SS

54

100


SILTY SAND: Brown gravelly silty sand, very dense, moist (fill)

SAND AND GRAVEL: Brown silty sandand gravel, very dense, moist (fill)

Borehole terminated at 1.2 m depth in silty sand and gravel.

80

72

165

164

163

162

161

160

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+490 Taunton Rd. East of RR57 - EB shoulder

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

165.5 masl

BH111-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

3

4

5

SS

SS

SS

SS

SS

50

89

100

100

100

SAND AND GRAVEL: Brown sand and gravel, trace silt, compact, moist (fill)

SILTY SAND: Brown silty sand, trace to some gravel, compact, moist (fill)

SILTY SAND: Brown silty sand, trace gravel, compact, wet‐ 150 mm thick topsoil seam at 1.8 m

SANDY SILT: Brown sandy silt, trace gravel, loose to compact, saturated (till)

Borehole terminated at 3.5 m depth in sandy silt.

19

23

18

8

17

165

164

163

162

161

160

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+200 RR57 North of Taunton Rd. - SB shoulder 17T 682245 E 4870968 N

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

162.3 masl

BH112-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

3

4

5

SS

SS

SS

SS

SS

67

78

78

100

100


SAND: Brown sand, some silt, trace gravel, compact, moist

SILTY SAND: Brown silty sand, trace gravel, compact, wet

SILTY SAND: Light brown to grey silty sand, trace gravel, dense to compact,wet (till)

‐ becomes grey, some gravel


13

15

13

40

23

162

161

160

159

158

157

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+200 RR57 North of Taunton Rd. - SB lane 17T 682253 E 4870971 N

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

162.4 masl

BH113-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston




1

2

SS

SS

75

78


SILTY SAND: Brown gravelly silty sand, dense, moist (fill)

SAND: Brown sand, some gravel, trace to some silt, compact, moist (fill)

Borehole terminated at 1.2 m depth in sand.

33

20

162

161

160

159

158

157

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+200 RR57 North of Taunton Rd. - NB shoulder 17T 682260 E 4870963 N

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

162.3 masl

BH114-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

3

4

5

SS

SS

SS

SS

SS

78

50

100

100

67

SAND AND GRAVEL: Brown sand and gravel, some silt, compact, moist (fill)‐ 100 mm thick organic rich seam at 0.3 m

SILTY SAND: Light brown silty sand, trace gravel, compact, moist to saturated (till)

‐ sand and gravel seams, becomes saturated and grey


18

24

22

13

22

162

161

160

159

158

157

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+325 RR57 North of Taunton Rd. - SB shoulder

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

161.6 masl

BH115-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



SS4 GSA:23% gravel37% sand31% silt9% clay


1

2

3

4

5

SS

SS

SS

SS

SS

75

89

100

100

100



SANDY SILT: Light brown sandy silt, trace gravel seams, compact, moist (fill)

SILTY SAND: Brown to grey gravelly silty sand, trace clay, loose to very dense, saturated (till)

‐ becomes grey and compact

‐ becomes very dense with sand seams

Borehole terminated at 3.5 m depth in sandy silt.

16

17

9

26

65

161

160

159

158

157

156

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+325 RR57 North of Taunton Rd. - SB lane

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

161.9 masl

BH116-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

SS

SS

83

100


SAND AND GRAVEL: Brown sand and gravel, trace to some silt, compact, moist (fill)

SAND AND GRAVEL: Brown silty sandand gravel, compact, wet

Borehole terminated at 1.2 m depth in sand and gravel.

27

24

161

160

159

158

157

156

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+390 RR57 South of Taunton Rd. - NB shoulder 17T 682383 E 4870779 N

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

162.1 masl

BH117-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston




1

2

3

4

5

SS

SS

SS

SS

SS

75

89

100

100

100


SILTY SAND: Brown silty sand, trace gravel, compact, moist (fill)


SILTY SAND: Brown to grey silty sand,trace gravel, sand seams, dense, wetto saturated (till)

‐ becomes grey


24

10

22

45

55

162

161

160

159

158

157

156

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+390 RR57 South of Taunton Rd. - NB lane 17T 682335 E 4870767 N

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

162.1 masl

BH118-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

SS

SS

100

100


SAND AND GRAVEL: Brown sand and gravel, dense, moist (fill)



47

11

162

161

160

159

158

157

156

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+450 RR57 South of Taunton Rd. - SB lane 17T 682331 E 4870730 N

Date Completed:

1 of 1

UTM:

Project No.:

June 21, 2017

5512-001

162.6 masl

BH119-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston




1

2

SS

SS

75

56


SAND: Brown sand, some gravel, some silt, very dense, moist (fill)

SAND: Brown sand, some gravel, trace to some silt, dense, moist (fill)


55

38

162

161

160

159

158

157

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+510 RR57 South of Taunton Rd. - NB lane

Date Completed:

1 of 1

UTM:

Project No.:

June 20, 2017

5512-001

163.9 masl

BH120-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



1

2

SS

SS 56


SAND AND GRAVEL: Brown sand and gravel, trace to some silt, very dense,moist (fill)

SAND: Brown sand, some silt, trace gravel, dense, moist (fill)


95

43

163

162

161

160

159

158

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+485 RR57 South of Taunton Rd. - SB shoulder 17T 682342 E 4870695 N

Date Completed:

1 of 1

UTM:

Project No.:

June 20, 2017

5512-001

163.1 masl

BH121-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



Trace organic stain and odour



1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

50

56

78

44

100

SAND AND GRAVEL: Brown sand and gravel, trace to some silt, dense, moist (fill)

SAND AND SILT: Brown sand and silt, some gravel, compact, moist (fill)

SILTY SAND: Brown silty sand, trace gravel, trace organics, compact, wet

SAND AND GRAVEL: Dark brown silty sand and gravel, saturated, organic odour

Brown silty sand, trace gravel, trace organics at 3.0 m, compact to dense, saturated

‐ becomes dense till


34

19

10

25

35

163

162

161

160

159

158

157

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+480 RR57 South of Taunton Rd. - NB shoulder 17T 682348 E 4870788 N

Date Completed:

1 of 1

UTM:

Project No.:

June 20, 2017

5512-001

163.2 masl

BH122-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

CEDC


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston




1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

75

67

94

89

33

100


SILTY SAND: Brown silty sand, some gravel, compact, moist (fill)

SILTY SAND: Brown to dark brown silty sand, trace gravel, trace organics, compact, wet

SANDY SILT: Brown to dark brown sandy silt, organic rich, compact, moist

SAND AND SILT: Brown sand and silt, trace gravel, trace clay, compact, wet(till)


18

28

13

18

15

21

163

162

161

160

159

158

0

1

2

3

4

5

6

755025


Contractor:


Solid Stem Auger

STA 0+215 Taunton Rd. West of RR57 - WB lane 17 T 682222 E 4870791 N

Date Completed:

1 of 1

UTM:

Project No.:

June 20, 2017

5512-001

159.8 masl

BH123-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure

Canadian Environmental Drilling


Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Logged By: K.Pedersen J.MonroyInput By:


Organic stain and odour

Groundwater measured at 2.54 mbgs on July 6/17

Organic odour


Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

78

22

78

67

33

100

100

89


SILTY SAND: Brown, silty sand, some gravel, dense to very dense, moist (fill)

SILTY SAND: Dark brown to brown, silty sand, trace gravel, trace to someorganics (wood debris), loose to compact, wet

SILTY SAND: Grey, silty sand, some gravel, compact, saturated

SILTY SAND: Grey, silty sand, some gravel, dense to very dense, saturated (till)

‐ sand and gravel seams

Borehole terminated at 8.1 m in silty sand till

55

31

9

10

12

63

45

73

159

158

157

156

155

154

153

152

151

0

1

2

3

4

5

6

7

8

755025


Contractor:


Solid Stem Auger

STA 0+215 Taunton Rd. West of RR57 - EB shoulder 17 T 682185 E 4870768 N

Date Completed:

1 of 1

UTM:

Project No.:

June 19, 2017

5512-001

159.8 masl

BH124-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure



Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



Organic staining and odour

Groundwater measured at 2.39 mbgs on July 6/17



Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

Cap

Bentonite Plug

Pipe

Sand Pack

PVC Screen

Cap

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

42

44

89

50

100

100

100

75

SILTY SAND: Brown, silty sand, some gravel, compact, moist (fill)

SILTY SAND: Brown to dark brown, silty sand, some gravel, compact, moist

SAND AND GRAVEL: Dark brown to dark grey, silty sand and gravel, organics present, compact, moist

CLAY AND SILT: Grey, clay and silt, trace sand, trace gravel, stiff, WTPL (till)

SILTY SAND: Grey, silty sand, trace gravel, very dense, wet (till)

‐ sand seams


22

11

30

19

13

13

65

89/250

159

158

157

156

155

154

153

152

151

0

1

2

3

4

5

6

7

8

755025


Contractor:


Solid Stem Auger

STA 0+225 Taunton Rd. West of RR57 - WB shoulder 17 T 682183 E 4870773 N

Date Completed:

1 of 1

UTM:

Project No.:

June 20, 2017

5512-001

159.7 masl

BH125-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure



Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston




1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

83

56

56

89

89

89

100

89


SAND AND GRAVEL: Brown, sand andgravel, some silt, compact, moist (fill)

SILTY SAND: Brown, silty sand, some gravel, dense, moist

SAND: Brown, sand, some gravel, some silt, compact, moist

SILTY CLAY: Grey, silty clay, some sand, stiff, WTPL (till)

GRAVELLY SAND: Grey silty gravelly sand, trace clay, compact to very dense, saturated (till)

‐ sand and gravel seams

‐becomes very dense

Borehole terminated at 8.1 m in silty gravelly sand till

23

12

34

14

15

15

14

80

159

158

157

156

155

154

153

152

151

0

1

2

3

4

5

6

7

8

755025


Contractor:


Solid Stem Auger

STA 0+225 Taunton Rd. West of RR57 - EB lane 17 T 682219 E 4870784 N

Date Completed:

1 of 1

UTM:

Project No.:

June 20, 2017

5512-001

159.8 masl

BH126-17

Method:

Page

10 3020 40Ele

vatio

n

(m)

Dep

th

Lith

olog

y

Description

Num

ber

Typ

e

% R

ecov

ery

SP

T (

N)

SP

T (

N)

% M

oist

ure



Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston



Borehole caved to 6.1 m depth and groundwatered encountered at 2.4 m depth on completion


1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

50

67

11

78

78

71

89

78


GRAVELLY SAND: Brown, gravelly sand, trace to some silt, very dense to compact, moist (fill)

SILTY SAND: Light brown to brown, silty sand, trace gravel, loose, saturated (fill)

SILTY SAND: Brown to grey, silty sand, some gravel, very dense, saturated (till)

‐trace organics

‐ sand and gravel seams at 6.0 m


77

25

9

5

8

62

87

84

159

158

157

156

155

154

153

152

151

0

1

2

3

4

5

6

7

8



Ref. No.: 5512-001

June 1, 2018

Cambium Inc.

Appendix B

Physical Laboratory Testing Results

Grain Size Distribution Chart

Issued By: Date Issued:

1.1Gravelly Sand SW 1.90 0.32 0.05 38.0

6.0

Description Classification D60 D30 D10 Cu Cc

BH 106-17 SS 1 0 m to 0.6 m 26 62 12

Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture

Project Number: 5512-001 Client: The Municipal Infrastructure Group (TMIG)

Project Name: Bowmanville Creek Bridge and RR4/RR57 Intersection

Sample Date: June 26, 2017 Sampled By: Kyle Pedersen - Cambium Inc.

S-17-521

July 19, 2017(Senior Project Manager)

Hole No.: BH 106-17 SS 1 Depth: 0 m to 0.6 m Lab Sample No:

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample

CLAY & SILT (<0.075 mm)SAND (<4.75 mm to 0.075 mm) GRAVEL (>4.75 mm)

FINE MEDIUM

UNIFIED SOIL CLASSIFICATION SYSTEM

COARSE FINE COARSE

CLAYFINE

SAND

MIT SOIL CLASSIFICATION SYSTEM

GRAVELBOULDERSSILT

MEDIUM COARSE FINE MEDIUM COARSE

Cambium Inc. (Laboratory) 866.217.7900 | cambium-inc.com

701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo



S-17-522







11.0


BH 107-17 SS 1 0 m to 0.6 m 15 57 28

-Sand some Gravel - 0.34 0.08 - -

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






S-17-523







9.1


BH 110-17 SS 1 0 m to 0.6 m 22 46 32

-Sand some Gravel - 0.75 - - -

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






-Gravelly Sand - 0.65 0.16 - -

5.7


BH 113-17 SS 1 0 m to 0.6 m 20 58 22





S-17-524



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT







6.4


BH 115-17 SS 1 0 m to 0.6 m 26 62 12





S-17-525



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






2.59Gravelly Silty Sand trace Clay SW 0.270 0.041 0.0024 112.50

40

Classification D60 D30 D10 Cu

BH 115-17 SS 4 2.3 m to 2.7 m 23 37

Sample Date:

(Senior Project Manager)July 19, 2017

Location:

Location Sample No. Depth Gravel Sand Silt Clay Moisture

7.6

Description Cc

Project Name:

Project Number:

2.3 m to 2.7 m

TMIG

Taunton Road/Regional Road 57 Class EA

5512-001

BH 115-17 SS 4

June 26, 2017 Kyle Pedersen - Cambium Inc.

Depth:

Sampled By:

Client:

Lab Sample No: S-17-0532

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P

ER

CE

NT

RE

TA

INE

D

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND GRAVELBOULDERSSILT







0.9Gravelly Sand SP 1.30 0.27 0.07 20.0

5.7


BH 117-17 SS 1 0 m to 0.6 m 26 64 10





S-17-526



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






-Sand some Gravel - 0.60 0.21 - -

4.1


BH 119-17 SS 1 0 m to 0.6 m 15 72 13





S-17-527



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






S-17-528







9.9


BH 121-17 SS 1 0 m to 0.6 m 14 45 41

-Silty Sand some Gravel SM 0.25 - - -

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






2.31Sand and Silt some Clay trace Gravel SW 0.150 0.025 0.0018 83.33

47


BH 122-17 SS 6 4.6 m to 5 m 7 46

Sample Date:


Location:


9.6

Description Cc

Project Name:

Project Number:

4.6 m to 5 m

TMIG


5512-001

BH 122-17 SS 6


Depth:

Sampled By:

Client:


0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P

ER

CE

NT

RE

TA

INE

D

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE








-Silty Sand some Gravel SM 0.40 - - -

4.8


BH 123-17 SS 1 0 m to 0.6 m 15 52 33





S-17-529



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






-Silty Sand SM 0.32 - - -

11.5


BH 124-17 SS 1 0 m to 0.6 m 11 54 35





S-17-530



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






-Clay and Silt trace Sand trace Gravel CL-ML 0.0029 - - -

91


BH 124-17 SS 6 4.6 m to 5 m 2 7

Sample Date:


Location:


23.7

Description Cc

Project Name:

Project Number:

4.6 m to 5 m

TMIG


5512-001

BH 124-17 SS 6


Depth:

Sampled By:

Client:


0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P

ER

CE

NT

RE

TA

INE

D

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE








0.59Gravelly Silty Sand trace Gravel SM 1.400 0.053 0.0034 411.76

32


BH 125-17 SS 7 6.1 m to 6.6 m 29 39

Sample Date:


Location:


7.9

Description Cc

Project Name:

Project Number:

6.1 m to 6.6 m

TMIG


5512-001

BH 125-17 SS 7


Depth:

Sampled By:

Client:


0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P

ER

CE

NT

RE

TA

INE

D

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE









2.6


BH 126-17 SS 1 0 m to 0.6 m 24 56 20





S-17-531



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)

Granular A Envelope

Granular B Envelope

Sample


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND


GRAVELBOULDERSSILT






1.79Gravelly Sand some Silt trace Clay SW 2.700 0.2200 0.0 270.00

17


BH 126-17 SS 7 6.1 m to 6.6 m 32 51

Sample Date:


Location:


6.4

Description Cc

Project Name:

Project Number:

6.1 m to 6.6 m

TMIG


5512-001

BH 126-17 SS 7


Depth:

Sampled By:

Client:


0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P

ER

CE

NT

RE

TA

INE

D

PE

RC

EN

T

P

AS

SIN

G

DIAMETER (mm)


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE








Ref. No.: 5512-001

June 1, 2018

Cambium Inc.

Appendix C

Environmental Laboratory Testing Results

Taunton & RR57

18-Jul-17DATE REPORTED:

Caduceon Environmental Laboratories

613-526-1244

2378 Holly Lane

Ottawa Ontario K1V 7P1

613-526-0123Tel:

Fax:

JOB/PROJECT NO.:

Final ReportREPORT No. B17-18988 (i)

Cambium Environmental

PO Box 325, 52 Hunter Street East

Peterborough ON K9H 1G5 Canada

Report To:

Attention: Jenn Wales

08-Jul-17DATE RECEIVED:

5512-001P.O. NUMBER:

WATERWORKS NO.SoilSAMPLE MATRIX:

Rev. 1

C.O.C.: G60334

CERTIFICATE OF ANALYSIS

Parameter Units R.L.Reference

Method

Date/Site

Analyzed

Sample 1:SW Corner

of Inter.

Sample 2:NW Corner

of Inter.

Sample 3:NE Corner

of Inter.

Sample 4: SECorner of

Inter.

Client I.D.

B17-18988-1 B17-18988-2 B17-18988-3 B17-18988-4Sample I.D.

06-Jul-17 06-Jul-17 06-Jul-17 06-Jul-17Date Collected

pH @25°C 7.66 7.45 7.48 7.84pH Units SM 4500H 12-Jul-17/O

Conductivity @25°C 138 582 118 99µmho/cm 1 SM 2510B 11-Jul-17/O

Sodium Adsorption Ratio 0.458 0.453 3.94 0.121units SM 3120 18-Jul-17/O

Antimony < 0.5 < 0.5 < 0.5 < 0.5µg/g 0.5 EPA 6020 11-Jul-17/O

Arsenic 3.5 3.4 2.5 2.7µg/g 0.5 EPA 6020 11-Jul-17/O

Barium 61 44 36 36µg/g 1 EPA 6010 11-Jul-17/O

Beryllium 0.3 0.3 0.3 < 0.2µg/g 0.2 EPA 6010 11-Jul-17/O

Boron 5.8 5.7 4.6 5.2µg/g 0.5 EPA 6010 11-Jul-17/O

Boron (HWS) 0.06 0.11 0.07 0.07µg/g 0.02 MOE3470 11-Jul-17/O

Cadmium < 0.5 < 0.5 < 0.5 < 0.5µg/g 0.5 EPA 6010 11-Jul-17/O

Chromium 12 10 9 11µg/g 1 EPA 6010 11-Jul-17/O

Chromium (VI) < 0.2 < 0.2 < 0.2 < 0.2µg/g 0.2 EPA7196A 12-Jul-17/O

Cobalt 4 3 3 3µg/g 1 EPA 6010 11-Jul-17/O

Copper 9 10 6 12µg/g 1 EPA 6010 11-Jul-17/O

Cyanide (Free) < 0.05 < 0.05 < 0.05 < 0.05µg/g 0.05 SM4500CN 12-Jul-17/R

Lead 23 69 16 46µg/g 5 EPA 6010 11-Jul-17/O

Mercury 0.018 0.028 0.045 0.013µg/g 0.005 EPA 7471A 14-Jul-17/O

Molybdenum < 1 < 1 < 1 < 1µg/g 1 EPA 6010 11-Jul-17/O

Nickel 9 7 5 6µg/g 1 EPA 6010 11-Jul-17/O

Selenium < 0.5 < 0.5 < 0.5 < 0.5µg/g 0.5 EPA 6020 11-Jul-17/O

Silver < 0.2 < 0.2 < 0.2 < 0.2µg/g 0.2 EPA 6010 11-Jul-17/O

Thallium < 0.1 < 0.1 < 0.1 < 0.1µg/g 0.1 EPA 6020 11-Jul-17/O

Uranium 0.5 0.6 0.5 0.5µg/g 0.1 EPA 6020 11-Jul-17/O

Vanadium 19 17 19 14µg/g 1 EPA 6010 11-Jul-17/O

Zinc 43 62 38 54µg/g 3 EPA 6010 11-Jul-17/O

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Greg Clarkin , BSc., C. Chem

Lab Manager - Ottawa District

R.L. = Reporting Limit

The analytical results reported herein refer to the samples as received. Reproduction of this analytical report in full or in part is prohibited without prior consent fromCaduceon Environmental Laboratories.

NOTE: Revision created in order to add missing SAR onto Final Report

Site Analyzed=K-Kingston,W-Windsor,O-Ottawa,R-Richmond Hill

Test methods may be modified from specified reference method unless indicated by an *

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