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
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page i
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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page ii
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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page iii
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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 1
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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 2
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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 3
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
BH104-17 Taunton 0+290 WB shoulder 3.0 Road widening
BH105-17 Taunton 0+290 EB lane 1.2 Road widening
BH106-17 Taunton 0+290 EB shoulder 3.0 Road widening
BH107-17 Taunton 0+380 WB shoulder 3.0 Road widening
BH108-17 Taunton 0+380 WB lane 1.2 Road widening
BH109-17 Taunton 0+490 WB shoulder 3.0 Road widening
BH110-17 Taunton 0+490 EB lane 1.2 Road widening
BH111-17 Taunton 0+490 EB shoulder 3.0 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
BH116-17 RR57 0+325 SB lane 1.2 Road widening
BH117-17 RR57 0+390 NB shoulder 3.0 Road widening
BH118-17 RR57 0+390 NB lane 1.2 Road widening
BH119-17 RR57 0+450 SB 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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
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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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
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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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
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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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 7
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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 8
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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
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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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
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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;
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
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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.
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 12
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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 13
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:
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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
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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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 30
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
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specifically received, the work or report is based on a reasonable extrapolation from such
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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
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performed by Cambium and such matters have not been investigated or addressed.
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which has retained the services of Cambium and to which its reports are addressed. Cambium
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc. Page 31
is not responsible for the use of its work or reports by any other party, or for the reliance on, or
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Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
Cambium Inc.
Appended Figures
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
Ref. No.: 5512-001
June 1, 2018
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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
1
2
SS
SS
67
100
ASPHALT: 60 mm thick
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 2.4 m depth on completion
1
2
3
4
5
SS
SS
SS
SS
SS
71
11
100
100
100
ASPHALT: 30 mm thick
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
Organic staining and odour noted
Organic staining and odour noted
Borehole open and groundwater encountered at 2.9 m depth on completion
1
2
3
4
5
SS
SS
SS
SS
SS
92
78
100
17
100
ASPHALT: 90 mm thick
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
Borehole terminated at 3.5 m depth in silty sand.
45
20
22
27
14
160
159
158
157
156
155
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
1
2
SS
SS
67
44
ASPHALT: 90 mm thick
SAND AND GRAVEL: Brown sand and gravel, very dense, moist (fill)
SILTY SAND: Brown silty sand, some gravel, dense, moist (fill)
Borehole terminated at 1.2 m depth in silty sand.
65
32
160
159
158
157
156
155
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:26% gravel62% sand12% silt
Borehole open and groundwater encountered at 2.3 m depth on completion
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
Borehole terminated at 3.2 m depth in silty sand.
25
21
6
18
15
160
159
158
157
156
155
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:15% gravel57% sand28% silt
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)
Borehole terminated at 3.2 m depth in silty sand.
23
23
31
23
162
161
160
159
158
157
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
1
2
SS
SS
75
89
ASPHALT: 150 mm thick
SAND AND GRAVEL: Brown sand and gravel, dense, moist (fill)
SILTY SAND: Brown silty sand, trace to some gravel, compact, moist (fill)
Borehole terminated at 1.2 m depth in silty sand.
45
23
162
161
160
159
158
157
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
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
Borehole terminated at 3.5 m depth in silty sand.
27
32
5
11
32
165
164
163
162
161
160
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:22% gravel46% sand32% silt
Borehole open and dry on completion
1
2
SS
SS
54
100
ASPHALT: 90 mm thick
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 2.1 m depth on completion
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
1
2
3
4
5
SS
SS
SS
SS
SS
67
78
78
100
100
SAND AND GRAVEL: Brown sand and gravel, trace silt, compact, moist (fill)
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
Borehole terminated at 3.5 m depth in silty sand.
13
15
13
40
23
162
161
160
159
158
157
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:20% gravel58% sand22% silt
Borehole open and dry on completion
1
2
SS
SS
75
78
ASPHALT: 90 mm thick
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
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
Borehole terminated at 3.5 m depth in silty sand.
18
24
22
13
22
162
161
160
159
158
157
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:26% gravel62% sand12% silt
SS4 GSA:23% gravel37% sand31% silt9% clay
Borehole open and groundwater encountered at 3.4 m depth on completion
1
2
3
4
5
SS
SS
SS
SS
SS
75
89
100
100
100
ASPHALT: 30 mm thick
GRAVELLY SAND: Brown gravelly sand, some silt, compact, moist (fill)
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
1
2
SS
SS
83
100
ASPHALT: 120 mm thick
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:26% gravel64% sand10% silt
Borehole open and dry on completion
1
2
3
4
5
SS
SS
SS
SS
SS
75
89
100
100
100
GRAVELLY SAND: Brown gravelly sand, some silt, compact, moist (fill)
SILTY SAND: Brown silty sand, trace gravel, compact, moist (fill)
SILTY SAND: Brown silty sand, trace gravel, compact, wet
SILTY SAND: Brown to grey silty sand,trace gravel, sand seams, dense, wetto saturated (till)
‐ becomes grey
Borehole terminated at 3.5 m depth in silty sand.
24
10
22
45
55
162
161
160
159
158
157
156
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
1
2
SS
SS
100
100
ASPHALT: 150 mm thick
SAND AND GRAVEL: Brown sand and gravel, dense, moist (fill)
SILTY SAND: Brown silty sand, trace gravel, compact, wet
Borehole terminated at 1.2 m depth in silty sand.
47
11
162
161
160
159
158
157
156
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:15% gravel72% sand13% silt
Borehole open and dry on completion
1
2
SS
SS
75
56
ASPHALT: 90 mm thick
SAND: Brown sand, some gravel, some silt, very dense, moist (fill)
SAND: Brown sand, some gravel, trace to some silt, dense, moist (fill)
Borehole terminated at 1.2 m depth in sand.
55
38
162
161
160
159
158
157
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 dry on completion
1
2
SS
SS 56
ASPHALT: 60 mm thick
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)
Borehole terminated at 1.2 m depth in sand.
95
43
163
162
161
160
159
158
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS1 GSA:14% gravel45% sand41% silt
Trace organic stain and odour
Borehole open and groundwater encountered at 2.3 m depth on completion
Organic staining and odour noted
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
Borehole terminated at 5.0 m depth in silty sand.
34
19
10
25
35
163
162
161
160
159
158
157
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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:
SS6 GSA:7% gravel46% sand37% silt10% clay
Borehole open and dry on completion
1
2
3
4
5
6
SS
SS
SS
SS
SS
SS
75
67
94
89
33
100
SAND AND GRAVEL: Brown sand and gravel, trace silt, compact, moist (fill)
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)
Borehole terminated at 5.0 m depth in silty sand.
18
28
13
18
15
21
163
162
161
160
159
158
0
1
2
3
4
5
6
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
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 J.MonroyInput By:
SS1 GSA:15% gravel52% sand33% silt
Organic stain and odour
Groundwater measured at 2.54 mbgs on July 6/17
Organic odour
Borehole open and groundwater encountered at 3.7 m depth on completion
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
ASPHALT: 250 mm thick
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
Canadian Environmental Drilling
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 J.MonroyInput By:
SS1 GSA:11% gravel54% sand35% silt
Organic staining and odour
Groundwater measured at 2.39 mbgs on July 6/17
Borehole open and groundwater encountered at 2.7 m depth on completion
SS6 GSA:2% gravel5% sand39% silt54% clay
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
Borehole terminated at 8.0 m in silty sand till
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
Canadian Environmental Drilling
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 J.MonroyInput By:
Borehole open and groundwater encountered at 3.0 m depth on completion
SS7 GSA:29% gravel39% sand25% silt7% clay
1
2
3
4
5
6
7
8
SS
SS
SS
SS
SS
SS
SS
SS
83
56
56
89
89
89
100
89
ASPHALT: 125 mm thick
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
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
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
Canadian Environmental Drilling
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 J.MonroyInput By:
SS1 GSA:24% gravel56% sand20% silt
Borehole caved to 6.1 m depth and groundwatered encountered at 2.4 m depth on completion
SS7 GSA:32% gravel51% sand13% silt4% clay
1
2
3
4
5
6
7
8
SS
SS
SS
SS
SS
SS
SS
SS
50
67
11
78
78
71
89
78
ASPHALT: 450 mm thick
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
Borehole terminated at 8.1 m in silty sand till
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
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
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
Grain Size Distribution Chart
Issued By: Date Issued:
S-17-522
July 19, 2017(Senior Project Manager)
Hole No.: BH 107-17 SS 1 Depth: 0 m to 0.6 m Lab Sample No:
Sample Date: June 26, 2017 Sampled By: Kyle Pedersen - Cambium Inc.
Project Number: 5512-001 Client: The Municipal Infrastructure Group (TMIG)
Project Name: Bowmanville Creek Bridge and RR4/RR57 Intersection
Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture
11.0
Description Classification D60 D30 D10 Cu Cc
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
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
Grain Size Distribution Chart
Issued By: Date Issued:
S-17-523
July 19, 2017(Senior Project Manager)
Hole No.: BH 110-17 SS 1 Depth: 0 m to 0.6 m Lab Sample No:
Sample Date: June 26, 2017 Sampled By: Kyle Pedersen - Cambium Inc.
Project Number: 5512-001 Client: The Municipal Infrastructure Group (TMIG)
Project Name: Bowmanville Creek Bridge and RR4/RR57 Intersection
Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture
9.1
Description Classification D60 D30 D10 Cu Cc
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
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
Grain Size Distribution Chart
Issued By: Date Issued:
-Gravelly Sand - 0.65 0.16 - -
5.7
Description Classification D60 D30 D10 Cu Cc
BH 113-17 SS 1 0 m to 0.6 m 20 58 22
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-17-524
July 19, 2017(Senior Project Manager)
Hole No.: BH 113-17 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
Grain Size Distribution Chart
Issued By: Date Issued:
-Gravelly Sand - 1.70 0.28 - -
6.4
Description Classification D60 D30 D10 Cu Cc
BH 115-17 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-17-525
July 19, 2017(Senior Project Manager)
Hole No.: BH 115-17 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
Grain Size Distribution Chart
Issued By: Date Issued:
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)
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 GRAVELBOULDERSSILT
MEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory) 866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Grain Size Distribution Chart
Issued By: Date Issued:
0.9Gravelly Sand SP 1.30 0.27 0.07 20.0
5.7
Description Classification D60 D30 D10 Cu Cc
BH 117-17 SS 1 0 m to 0.6 m 26 64 10
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-17-526
July 19, 2017(Senior Project Manager)
Hole No.: BH 117-17 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
Grain Size Distribution Chart
Issued By: Date Issued:
-Sand some Gravel - 0.60 0.21 - -
4.1
Description Classification D60 D30 D10 Cu Cc
BH 119-17 SS 1 0 m to 0.6 m 15 72 13
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-17-527
July 19, 2017(Senior Project Manager)
Hole No.: BH 119-17 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
Grain Size Distribution Chart
Issued By: Date Issued:
S-17-528
July 19, 2017(Senior Project Manager)
Hole No.: BH 121-17 SS 1 Depth: 0 m to 0.6 m Lab Sample No:
Sample Date: June 26, 2017 Sampled By: Kyle Pedersen - Cambium Inc.
Project Number: 5512-001 Client: The Municipal Infrastructure Group (TMIG)
Project Name: Bowmanville Creek Bridge and RR4/RR57 Intersection
Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture
9.9
Description Classification D60 D30 D10 Cu Cc
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
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
Grain Size Distribution Chart
Issued By: Date Issued:
2.31Sand and Silt some Clay trace Gravel SW 0.150 0.025 0.0018 83.33
47
Classification D60 D30 D10 Cu
BH 122-17 SS 6 4.6 m to 5 m 7 46
Sample Date:
(Senior Project Manager)July 19, 2017
Location:
Location Sample No. Depth Gravel Sand Silt Clay Moisture
9.6
Description Cc
Project Name:
Project Number:
4.6 m to 5 m
TMIG
Taunton Road/Regional Road 57 Class EA
5512-001
BH 122-17 SS 6
June 26, 2017 Kyle Pedersen - Cambium Inc.
Depth:
Sampled By:
Client:
Lab Sample No: S-17-533
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)
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 GRAVELBOULDERSSILT
MEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory) 866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Grain Size Distribution Chart
Issued By: Date Issued:
-Silty Sand some Gravel SM 0.40 - - -
4.8
Description Classification D60 D30 D10 Cu Cc
BH 123-17 SS 1 0 m to 0.6 m 15 52 33
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-17-529
July 19, 2017(Senior Project Manager)
Hole No.: BH 123-17 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
Grain Size Distribution Chart
Issued By: Date Issued:
-Silty Sand SM 0.32 - - -
11.5
Description Classification D60 D30 D10 Cu Cc
BH 124-17 SS 1 0 m to 0.6 m 11 54 35
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-17-530
July 19, 2017(Senior Project Manager)
Hole No.: BH 124-17 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
Grain Size Distribution Chart
Issued By: Date Issued:
-Clay and Silt trace Sand trace Gravel CL-ML 0.0029 - - -
91
Classification D60 D30 D10 Cu
BH 124-17 SS 6 4.6 m to 5 m 2 7
Sample Date:
(Senior Project Manager)July 19, 2017
Location:
Location Sample No. Depth Gravel Sand Silt Clay Moisture
23.7
Description Cc
Project Name:
Project Number:
4.6 m to 5 m
TMIG
Taunton Road/Regional Road 57 Class EA
5512-001
BH 124-17 SS 6
June 26, 2017 Kyle Pedersen - Cambium Inc.
Depth:
Sampled By:
Client:
Lab Sample No: S-17-536
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)
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 GRAVELBOULDERSSILT
MEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory) 866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Grain Size Distribution Chart
Issued By: Date Issued:
0.59Gravelly Silty Sand trace Gravel SM 1.400 0.053 0.0034 411.76
32
Classification D60 D30 D10 Cu
BH 125-17 SS 7 6.1 m to 6.6 m 29 39
Sample Date:
(Senior Project Manager)July 19, 2017
Location:
Location Sample No. Depth Gravel Sand Silt Clay Moisture
7.9
Description Cc
Project Name:
Project Number:
6.1 m to 6.6 m
TMIG
Taunton Road/Regional Road 57 Class EA
5512-001
BH 125-17 SS 7
June 26, 2017 Kyle Pedersen - Cambium Inc.
Depth:
Sampled By:
Client:
Lab Sample No: S-17-534
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)
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 GRAVELBOULDERSSILT
MEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory) 866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Grain Size Distribution Chart
Issued By: Date Issued:
-Gravelly Sand - 1.40 0.20 - -
2.6
Description Classification D60 D30 D10 Cu Cc
BH 126-17 SS 1 0 m to 0.6 m 24 56 20
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-17-531
July 19, 2017(Senior Project Manager)
Hole No.: BH 126-17 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
Grain Size Distribution Chart
Issued By: Date Issued:
1.79Gravelly Sand some Silt trace Clay SW 2.700 0.2200 0.0 270.00
17
Classification D60 D30 D10 Cu
BH 126-17 SS 7 6.1 m to 6.6 m 32 51
Sample Date:
(Senior Project Manager)July 19, 2017
Location:
Location Sample No. Depth Gravel Sand Silt Clay Moisture
6.4
Description Cc
Project Name:
Project Number:
6.1 m to 6.6 m
TMIG
Taunton Road/Regional Road 57 Class EA
5512-001
BH 126-17 SS 7
June 26, 2017 Kyle Pedersen - Cambium Inc.
Depth:
Sampled By:
Client:
Lab Sample No: S-17-535
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)
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 GRAVELBOULDERSSILT
MEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory) 866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Geotechnical Investigation Report, Taunton Road/RR57 Intersection and Bowmanville Creek Bridge Reconstruction
The Municipal Infrastructure Group on behalf of the Regional Municipality of Durham
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 *