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A REPORT TO MIL CON THREE DEVELOPMENTS LIMITED
A GEOTECHNICAL INVESTIGATION FOR
PROPOSED RESIDENTIAL DEVELOPMENT
BRITANNIA ROAD WEST AND THOMPSON ROAD SOUTH TOWN OF MILTON
REFERENCE NO. 1806-S145
AUGUST 2018
DISTRIBUTION
3 Copies - Mil Con Three Developments Limited 1 Copy - Soil Engineers Ltd. (Mississauga) 1 Copy - Soil Engineers Ltd. (Richmond Hill)
Reference No. 1806-S145 ii
TABLE OF CONTENTS
1.0 INTRODUCTION ...................................................................................... 1
2.0 SITE AND PROJECT DESCRIPTION ..................................................... 2
3.0 FIELD WORK ............................................................................................ 3
4.0 SUBSURFACE CONDITIONS ................................................................. 4
4.1 Ploughed Earth ............................................................................... 4 4.2 Earth Fill ......................................................................................... 4 4.3 Silty Clay Till ................................................................................. 5 4.4 Sandy Silt Till ................................................................................. 7 4.5 Compaction Characteristics of the Revealed Soils ........................ 8
5.0 GROUNDWATER CONDITIONS ............................................................ 11
6.0 DISCUSSION AND RECOMMENDATIONS ......................................... 13
6.1 Foundations .................................................................................... 15 6.2 Engineered Fill ............................................................................... 16 6.3 Underground Structure and Slab-on-Grade .................................... 19 6.4 Underground Services .................................................................... 20 6.5 Backfilling in Trenches and Excavated Areas ............................... 21 6.6 Pavement Design ............................................................................ 23 6.7 Soil Parameters ............................................................................... 25 6.8 Excavation ...................................................................................... 26
7.0 LIMITATIONS OF REPORT .................................................................... 27
Reference No. 1806-S145 iii
TABLES
Table 1 - Estimated Water Content for Compaction ............................................. 9
Table 2 - Groundwater Levels ............................................................................... 11
Table 3 - Founding Levels ..................................................................................... 15
Table 4 - Pavement Design .................................................................................... 24
Table 5 - Soil Parameters ....................................................................................... 25
Table 6 - Classification of Soils for Excavation .................................................... 26
ENCLOSURES Logs of Boreholes ............................................................................ Figures 1 to 10 Grain Size Distribution Graphs ........................................................ Figure 11 Borehole Location Plan ................................................................... Drawing No. 1 Subsurface Profile ............................................................................ Drawing No. 2
Reference No. 1806-S145 1
1.0 INTRODUCTION
In accordance with written authorization from Ms. Maria Herrera of Mil Con Three
Developments Limited dated June 21, 2018, a geotechnical investigation was carried
out on a parcel of land located on the north side of Britannia Road West and west of
Thompson Road South in the Town of Milton.
The purpose of the investigation was to reveal the subsurface conditions and to
determine the engineering properties of the disclosed soils for the design and
construction of a proposed residential development.
The findings and resulting geotechnical recommendations are presented in this
Report.
Reference No. 1806-S145 2
2.0 SITE AND PROJECT DESCRIPTION
The Town of Milton is situated in the physiographical region known as the
Horseshoe Moraine. The region comprises complex till ridges, with interspersed
kame moraines, moulded till plains, outwash plains and spillways. Peel ponding
(glacial lake) also invaded the region and eroded parts of the tills which have been
filled with lacustrine sands, silt, clay and/or reworked till. Shale bedrock of
Queenston and/or Meaform Formations are known to occur in the region at shallow
to moderate depths.
The subject property, almost rectangular in shape and encompassing an area of 19.2
hectares, is located on the north side of Britannia Road West, approximately 300 m
west of Thompson Road South in the Town of Milton. At the time of investigation,
part of the property was a farmfield and the remaining portion towards the west was
wooded, with a creek flowing through the wood land. The existing site gradient is
relatively flat with minor undulations towards the south and west.
At the time of report preparation, details of the proposed development were not
available. However, it is assumed that the development will consist of a residential
subdivision with municipal services and roadways meeting urban standards.
Reference No. 1806-S145 3
3.0 FIELD WORK
The field work, consisting of ten (10) boreholes and extending to a depth of 6.2 or
6.4 m from the prevailing ground surface, was conducted on July 23 and 24, 2018, at
the locations of the farmfield as shown on the Borehole Location Plan, Drawing
No. 1. No borehole was completed in the wooded area due to limited accessibility for
the drilling equipment.
The boreholes were advanced at intervals to the sampling depths by a track-mounted,
continuous-flight power-auger machine equipped for soil sampling. Standard
Penetration Tests, using the procedures described on the enclosed “List of
Abbreviations and Terms”, were performed at the sampling depths. The test results
are recorded as the Standard Penetration Resistance (or ‘N’ values) of the subsoil.
The relative density of the granular strata and the consistency of the cohesive strata
are inferred from the ‘N’ values. Split-spoon samples were recovered for soil
classification and laboratory testing.
The field work was supervised and the findings were recorded by a Geotechnical
Technician.
The ground elevation at each borehole location was established by a hand-held
Global Navigation Satellite System surveying equipment (Trimble Geoexplorer 6000
series).
Reference No. 1806-S145 4
4.0 SUBSURFACE CONDITIONS
The investigation conducted in the farmfield, revealed that beneath a layer of
ploughed earth, with earth fill in places, the site is generally underlain by a native
stratum of silty clay till and sandy silt till.
Detailed descriptions of the encountered subsurface conditions are presented on the
Borehole Logs, comprising Figures 1 to 10, inclusive. The revealed stratigraphy is
plotted on the Subsurface Profile, Drawing No. 2. The engineering properties of the
disclosed soils are discussed herein.
4.1 Ploughed Earth (All Boreholes)
A layer of ploughed earth, 30 to 60 cm in thickness, was contacted at the ground
surface in all boreholes. It consists a mixture of sandy silt and silty clay, with gravel,
topsoil and rootlets.
The ploughed earth is compressible and it can be reused for landscaping purposes
only. Due to its humus content, the topsoil may produce volatile gases and generate
an offensive odour under anaerobic conditions. Therefore, it must not be buried
below any structure or deeper than 1.2 m from the finished grade, so that it will not
have an adverse impact on the environmental well-being of the developed areas.
4.2 Earth Fill (Borehole 7)
A layer of earth fill was contacted below the ploughed earth in Borehole 7. It consists
of silty clay, with some brick fragments, mixture of topsoil and rootlet inclusions.
The earth fill extends to a depth of 0.6 to 1.1 m from the prevailing ground surface.
Reference No. 1806-S145 5
The earth fill is in moist condition, having the natural water content of 23%. It is not
suitable for supporting any structure sensitive to movement. In using the fill for
structural backfill, pavement subgrade or slab-on-grade construction, it should be
subexcavated, sorted free of serious topsoil inclusions or deleterious materials, and
properly recompacted in layers.
4.3 Silty Clay Till (All boreholes)
The silty clay till was encountered below the ploughed earth or earth fill in the
boreholes. It consists of a random mixture of soils; the particles sizes range from
clay to gravel, with the silt and clay fraction exerting the dominant influence on its
soil properties. Sample examinations show that the till contains trace sand and a trace
of gravel with occasional sand seams and layers. The structure of the clay till is
heterogeneous, indicating a glacial deposit.
The obtained ‘N’ values in the clay till range from 19 to over 100 blows per 30 cm of
penetration, with a median of 45 blows per 30 cm of penetration, showing the
consistency of the clay till is very stiff to hard, being generally hard.
Hard resistance to augering was encountered in places, showing occasional cobbles
and boulders in the till stratum.
The Atterberg Limits of a representative sample and the natural water content values
of all the clay till samples were determined. The results are plotted on the Borehole
Logs and summarized below:
Reference No. 1806-S145 6
Liquid Limit 29%
Plastic Limit 17%
Natural Water Content 9% to 20% (median 13%)
The results indicate that the clay till deposit is a cohesive material with low plasticity.
The natural water content values generally lie below its plastic limit, confirming the
consistency of the clay till as determined from the ‘N’ values.
Grain size analyses were performed on 3 representative samples of the clay till; the
results are plotted on Figure 11.
Based on the above findings, the soil engineering properties of the clay till pertaining
to the project are given below:
• Highly frost susceptible and low water erodibility.
• Low permeability, with an estimated coefficient of permeability of 10-7 cm/sec,
a percolation rate of over 80 min/cm, and runoff coefficients of:
Slope
0% - 2% 0.15
2% - 6% 0.20
6% + 0.28
• Its shear strength is primarily derived from consistency which is inversely
related to its moisture content. It contains silt and sand; therefore, its shear
strength is also augmented by internal friction.
• It will generally be stable in a relatively steep cut; however, prolonged exposure
will allow the sand and silt seams and layers to become saturated, which may
lead to localized sloughing.
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• A very poor pavement-supportive material, with an estimated California Bearing
Ratio (CBR) value of 3%.
• Moderately high corrosivity to buried metal, with an estimated electrical
resistivity of 3000 ohm·cm.
4.4 Sandy Silt Till (All Boreholes)
The sandy silt till deposit was encountered below silty clay till below 1.4 to 5.6 m. It
extends to the maximum investigated depth of boreholes and consist of a random
mixture of soil particle sizes ranging from clay to gravel, with the sand and silt being
the predominant fraction.
The obtained ‘N’ values of the till deposits range from 60 to more than 100 blows per
30 cm of penetration, showing the relative density of the silt till deposit is very dense.
Hard resistance to augering was encountered in places, showing occasional cobbles
and boulders in the till stratum.
The natural water content of the till samples was determined, and the results are
plotted on the Borehole Logs; the values range from 5% to 13%, with a median of
9%, showing the silt till is in damp to moist conditions, being generally moist.
Based on the above findings, the engineering properties of the silt till deposit are
given below:
• Moderately frost susceptible and low water erodibility.
• Relatively low permeability, with an estimated coefficient of permeability of
10-6 cm/sec, a percolation rate of about 60 min/cm, and runoff coefficients of:
Reference No. 1806-S145 8
Slope
0% - 2% 0.15
2% - 6% 0.20
6% + 0.28
• A frictional soil, its shear strength is derived from internal friction, thus being
density dependent.
• It will generally be stable in a relatively steep cut; however, prolonged exposure
will allow the fissures in the sand seams to become saturated, which may lead to
localized sloughing.
• A poor pavement-supportive material, with an estimated CBR value of 5%.
• Moderately low corrosivity to buried metal, with an estimated electrical
resistivity of 5000 ohm·cm.
4.5 Compaction Characteristics of the Revealed Soils
The obtainable degree of compaction is primarily dependent on the soil moisture and,
to a lesser extent, on the type of compactor used and the effort applied.
As a general guide, the typical water content values of the revealed soils for Standard
Proctor compaction are presented in Table 1.
Reference No. 1806-S145 9
Table 1 - Estimated Water Content for Compaction
Soil Type
Determined Natural Water Content (%)
Water Content (%) for Standard Proctor Compaction
100% (optimum) Range for 95% or +
Earth Fill 23 17 12 to 22
Silty Clay Till 10 to 20
(median 13) 16 12 to 20
Sandy Silt Till 8 to 13 (median 9) 12 8 to 15
The majority of the on-site soils are suitable for 95% or + Standard Proctor
compaction. However, any wet material will require aeration by spreading it on the
ground, during dry and warm weather or mixing with drier soils prior to structural
compaction.
The earth fill should be subexcavated, sorted free of organic or topsoil below
structured uses. The ploughed earth can only be reused as topsoil in landscape
contouring.
The tills should be compacted using a heavy-weight, kneading-type roller. The lifts
for compaction should be limited to 20 cm, or to a suitable thickness as assessed by
test strips performed by the equipment which will be used at the time of construction.
Boulders over 15 cm in size must either be sorted or removed for structural backfill.
When compacting chunks of till on the dry side of the optimum, the compactive
energy will frequently bridge over the chunks in the soil and be transmitted laterally
into the soil mantle. Therefore, the lifts of these soils must be limited to 20 cm or
less (before compaction).
Reference No. 1806-S145 10
If the compaction of the soils is carried out with the water content within the range
for 95% Standard Proctor dry density but on the wet side of the optimum, the surface
of the compacted soil mantle will roll under the dynamic compactive load. This is
unsuitable for pavement construction since each component of the pavement structure
is to be placed under dynamic conditions which will induce the rolling action of the
subgrade surface and cause structural failure of the new pavement. The foundations
for structures and utilities will be placed on a subgrade which will not be subjected to
impact loads. Therefore, the structurally compacted soil mantle with the water
content on the wet side or dry side of the optimum will provide an adequate subgrade
for the construction.
The presence of boulders will prevent transmission of the compactive energy into the
underlying material to be compacted. If an appreciable amount of boulders over
15 cm in size is mixed with the material, it must either be sorted or the material must
not be used for construction of engineered fill and/or structural backfill.
Reference No. 1806-S145 11
5.0 GROUNDWATER CONDITIONS
The boreholes were checked for the presence of groundwater and the occurrence of
cave-in upon their completion. The recorded groundwater data in the boreholes are
plotted on the Borehole Logs and summarized in Table 2.
Table 2 - Groundwater Levels
Borehole No.
Ground Elevation
(m)
Depth of Borehole
(m)
Groundwater Level Upon Completion
Depth (m) Elevation (m)
1 192.6 6.2 Dry -
2 192.1 6.2 Dry -
3 191.6 6.2 Dry -
4 192.0 6.2 Dry -
5 191.1 6.2 5.9 185.2
6 190.9 6.4 Dry -
7 191.2 6.2 5.4 185.8
8 192.2 6.4 Dry -
9 190.7 6.4 Dry -
10 191.5 6.4 Dry -
Groundwater was encountered in Boreholes 5 and 7 at a depth of 5.9 m and 5.4 m,
respectively, below the prevailing ground surface, or El. 185.2 m and El. 185.8 m,
upon completion of drilling. The rest of the boreholes remained dry and open upon
the completion of drilling. The groundwater may represent perched water in the sand
seams within the till deposits. It may fluctuate with the seasons.
Reference No. 1806-S145 12
In excavation, the groundwater yield is expected to be slow in rate and limited in
quantity. It can be drained to a sump pit and removed by conventional pumping.
Reference No. 1806-S145 13
6.0 DISCUSSION AND RECOMMENDATIONS
The investigation has revealed that beneath the ploughed earth, with a layer of earth
fill in places, the site is generally underlain by a stratum of very stiff to hard,
generally hard silty clay till and very dense sandy silt till deposit in the lower
stratigraphy.
Groundwater was recorded in Boreholes 5 and 7 at a depth of 5.9 m and 5.4 m
respectively below the prevailing ground surface, or El. 185.2 m and El. 185.8 m,
upon completion of drilling. The rest of the boreholes remained dry and open upon
the completion of drilling. The groundwater may represent perched water in the sand
seams within the till deposits. It may fluctuate with the seasons.
The site will be re-graded for development. Details of the development, however,
were not available at the time of report preparation. It is assumed that the
development will consist of a residential subdivision with municipal services and
roadways meeting urban standards.
The geotechnical findings which warrant special consideration are presented below:
1. The ploughed earth and the topsoil in the woodland must be removed for the
project construction. They are compressible under loads and unsuitable for
engineering applications. Therefore, they should be placed in landscaped areas
only and should not be buried within the building envelope, or deeper than
1.2 m below the exterior finished grade of the project.
2. The existing earth fill are not suitable for supporting any structure sensitive to
movement. In using the fill for structural backfill, pavement subgrade or slab-
Reference No. 1806-S145 14
on-grade construction, it should be subexcavated, sorted free of serious topsoil
inclusions or deleterious materials, and properly compacted in layers.
3. If the site is to be regraded for development, it is generally more economical to
place an engineered fill for normal house footing, sewer and road construction.
4. The foundations of the proposed structures can consist of conventional spread
and strip footings, founded on the sound native till deposit or engineered fill.
The footings must be designed in accordance with the recommended bearing
pressures in Section 6.1 and the footing subgrade must be inspected by a
geotechnical engineer to ensure that its condition is compatible with the design
of the foundations.
5. For slab-on-grade construction, the slab should be constructed on a granular
base, 20 cm thick, consisting of 20-mm Crusher-Run Limestone, or equivalent,
compacted to its maximum Standard Proctor dry density.
6. A Class ‘B’ bedding, consisting of compacted 20-mm Crusher-Run Limestone,
is recommended for the construction of the underground services. The pipe
joints should be leak-proof, or wrapped with an appropriate waterproof
membrane.
7. All excavations should be carried out in accordance with Regulation 213/91.
The recommendations appropriate for the project described in Section 2.0 are
presented herein. One must be aware that the subsurface conditions may vary
between boreholes. Should this become apparent during construction, a geotechnical
engineer must be consulted to determine whether the following recommendations
require revision.
Reference No. 1806-S145 15
6.1 Foundations
It is recommended that normal spread and strip footings of the proposed structures
are placed onto the sound native till or engineered fill. As a general guide, the
recommended soil pressures for use in the design of the footings, together with the
corresponding suitable founding levels, are presented in Table 3.
Table 3 - Founding Levels
Borehole No.
Recommended Maximum Allowable Soil Pressure (SLS)/ Factored Ultimate Soil Bearing Pressure (ULS)
and Suitable Founding Level
300 kPa (SLS) 500 kPa (ULS)
500 kPa (SLS) 800 kPa (ULS)
Depth (m) El. (m) Depth (m) El. (m)
1 0.8 or + 191.8 or - 3.0 or + 189.6 or -
2 0.8 or + 191.3 or - 1.5 or + 190.6 or -
3 0.8 or + 190.8 or - 2.3 or + 189.3 or -
4 0.8 or + 191.2 o r- 3.0 or + 189.0 or -
5 0.8 or + 190.3 or - 2.3 or + 188.8 or -
6 0.8 or + 190.1 or - 3.0 or + 187.9 or -
7 1.3 or + 189.9 or - 2.3 or + 188.9 or -
8 0.8 or + 191.4 or - 1.5 or + 190.7 or -
9 1.5 or + 189.2 or - 4.6 or + 186.1 or -
10 0.8 or + 190.7 or - 2.3 or + 189.2 or -
The recommended bearing pressures (SLS) for normal footings incorporate a safety
factor of 3. The total and differential settlements of the footings are estimated to be
25 mm and 15 mm, respectively.
Reference No. 1806-S145 16
Higher design bearing pressures of 900 kPa (SLS) may be used for foundations
founded at deeper levels at some particular locations. The final design of structures
and foundations can be reviewed by the geotechnical engineer. Additional boreholes
may be required to verify the subsurface conditions for the design of these structures
with higher design bearing pressures.
The footing subgrade must be inspected by a geotechnical engineer, or a geotechnical
technician under the supervision of a geotechnical engineer, to assess its suitability
for bearing the designed foundations.
Footings exposed to weathering, or in unheated areas, should have at least 1.2 m of
earth cover for protection against frost action.
The foundations should meet the requirements specified in the latest Ontario Building
Code. The structure should be designed to resist an earthquake force using Site
Classification ‘C’ (very dense soil).
Most of the in situ soils have high soil-adfreezing potential. In order to alleviate the
risk of frost damage, the foundation walls of the proposed buildings must be
constructed of concrete and either the backfill must consist of non-frost-susceptible
granular material or the foundation walls must be shielded with layers of
polyethylene slip-membrane between the concrete wall and the native backfill.
6.2 Engineered Fill
Where the site is to be regarded for the development, it is generally more economical
to place engineered fill for normal footing, sewer and road construction.
Reference No. 1806-S145 17
The engineering requirements for a certifiable fill for road construction, municipal
services, slab-on-grade, and footings designed with a Maximum Allowable Soil
Pressure (SLS) of 150 kPa and a Factored Ultimate Soil Bearing Pressure (ULS) of
250 kPa for normal footings are presented below:
1. The existing topsoil and ploughed earth must be stripped and removed.
2. The existing earth fill must be subexcavated, inspected and proof-rolled prior to
any fill placement, in order to assess any subexcavation requirements. The
stripped surface must be surface compacted.
3. Inorganic soils must be used, and they must be uniformly compacted in lifts
20 cm thick to 98% or + of their maximum Standard Proctor dry density up to
the proposed finished grade. The soil moisture must be properly controlled on
the wet side of the optimum.
4. If the house foundations are to be built soon after the fill placement, the
densification process for the engineered fill must be increased to 100% of the
maximum Standard Proctor compaction.
5. If imported fill is to be used, it should be inorganic soils, free of deleterious or
any material with environmental issue (contamination). Any potential imported
earth fill from off site must be reviewed for geotechnical and environmental
quality by the appropriate personnel as authorized by the developer or agency,
before being hauled to the site.
6. If the engineered fill is to be left over the winter months, adequate earth cover
or equivalent must be provided for protection against frost action.
7. The engineered fill must extend over the entire graded area; the engineered fill
envelope and finished elevations must be clearly and accurately defined in the
field, and must be precisely documented by qualified surveyors. Foundations
partially on engineered fill must be reinforced by two 15-mm steel reinforcing
bars in the footings and upper section of the foundation walls, or be designed by
Reference No. 1806-S145 18
a structural engineer to properly distribute the stress induced by the abrupt
differential settlement (about 15 mm) between the natural soil and engineered
fill.
8. Foundations partially on engineered fill must be reinforced by two 15-mm steel
reinforcing bars in the footings and upper section of the foundation walls, or be
designed by a structural engineer to properly distribute the stress induced by the
abrupt differential settlement (about 15 mm) between the natural soil and
engineered fill.
9. The engineered fill must not be placed during the period from late November to
early April when freezing ambient temperatures occur either persistently or
intermittently. This is to ensure that the fill is free of frozen soils, ice and snow.
10. Where the fill is to be placed on a bank steeper than 1 vertical:3 horizontal, the
face of the bank must be flattened to 3 + so that it is suitable for safe operation
of the compactor and the required compaction can be obtained.
11. Where the ground is wet due to subsurface water seepage, an appropriate
subdrain scheme must be implemented prior to the fill placement, particularly if
it is to be carried out on sloping ground.
12. The fill operation must be inspected on a full-time basis by a technician under
the direction of a geotechnical engineer.
13. The footing and underground services subgrade must be inspected by the
geotechnical consulting firm that supervised the engineered fill placement. This
is to ensure that the foundations are placed within the engineered fill envelope,
and the integrity of the fill has not been compromised by interim construction,
environmental degradation and/or disturbance by the footing excavation.
14. Any excavation carried out in certified engineered fill must be reported to the
geotechnical consultant who supervised the fill placement in order to document
the locations of excavation and/or to supervise reinstatement of the excavated
areas to engineered fill status. If construction on the engineered fill does not
Reference No. 1806-S145 19
commence within a period of 2 years from the date of certification, the
condition of the engineered fill must be assessed for re-certification.
15. Despite stringent control in the placement of the engineered fill, variations in
soil type and density may occur in the engineered fill. Therefore, the strip
footings and the upper section of the foundation walls constructed on the
engineered fill may require continuous reinforcement with steel bars, depending
on the uniformity of the soils in the engineered fill and the thickness of the
engineered fill underlying the foundations. Should the footings and/or walls
require reinforcement, the required number and size of reinforcing bars must be
assessed by considering the uniformity as well as the thickness of the
engineered fill beneath the foundations. In sewer construction, the engineered
fill is considered to have the same structural proficiency as a natural inorganic
soil.
6.3 Underground Structure and Slab-on-Grade
The perimeter walls of underground structures should be designed to sustain a lateral
earth pressure calculated using the soil parameters given in Table 5 in this report.
Any applicable surcharge loads adjacent to the proposed building must also be
considered in the design of the underground structures.
The subgrade for slab-on-grade construction must consist of sound natural soils or
properly compacted inorganic earth fill. In preparation of the subgrade, it must be
inspected and assessed by proof-rolling. Any soft soils should be subexcavated,
sorted free of any deleterious material, aerated and uniformly compacted to 98% or +
of its maximum Standard Proctor dry density. If the deleterious materials cannot be
sorted, the soils should be replaced by properly compacted, organic-free earth fill.
Reference No. 1806-S145 20
The slab should be constructed on a granular base, 20 cm thick, consisting of
20-mm Crusher-Run Limestone, or equivalent, compacted to its maximum Standard
Proctor dry density. A Modulus of Subgrade Reaction of 25 MPa/m can be used for
the design of the floor slab.
The slab-on-grade in open areas should be designed to tolerate frost heave and the
grading around the slab-on-grade and building structures must be such that it directs
runoff away from the structures.
6.4 Underground Services
The subgrade for the underground services should consist of sound natural soil or
properly compacted inorganic earth fill. Where organics or badly weathered soils are
encountered, it should be subexcavated and replaced with the bedding material,
compacted to at least 95% or + of its Standard Proctor compaction.
A Class ‘B’ bedding is recommended for construction of the underground services.
The bedding material should consist of compacted 20-mm Crusher-Run Limestone,
or equivalent, to be approved by a geotechnical engineer.
The pipes must be connected by leak-proof joints, or the joints should be wrapped
with a waterproof membrane, to prevent subgrade upfiltration through the joints.
In order to prevent pipe floatation when the sewer trench is deluged with water, a soil
cover with a thickness equal to the diameter of the pipe should be in place at all times
after completion of the pipe installation.
Reference No. 1806-S145 21
Openings to subdrains and catch basins should be shielded with a fabric filter to
prevent blockage by silting.
The subgrade soils of the underground services have a moderately high corrosivity to
buried metal. These soils are considered corrosive to ductile iron pipes and metal
fittings; therefore, the underground services should be protected against soil
corrosion. For estimation of anode weight requirements, the estimated electrical
resistivity of 2500 ohm⋅cm can be used. This, however, should be confirmed by
testing the soil along the trench at the time of construction.
6.5 Backfilling in Trenches and Excavated Areas
The on site inorganic soils are generally suitable for use as trench backfill. However,
the soils should be sorted free of any topsoil inclusions and other deleterious
materials prior to the backfilling. Oversized boulders (over 15 cm in size) must be
segregated and removed from the backfill.
The backfill in the trenches should be compacted to at least 95% of its maximum
Standard Proctor dry density. In the zone within 1.0 m below the road subgrade, the
materials should be compacted with the water content 2% to 3% drier than the
optimum, and the compaction should be increased to at least 98% of the respective
maximum Standard Proctor dry density. This is to provide the required stiffness for
pavement construction. In the lower zone, the compaction should be carried out on
the wet side of the optimum; this allows a wider latitude of lift thickness. Backfill
below any slab-on-grade which is sensitive to settlement must be compacted to at
least 98% of its maximum Standard Proctor dry density.
Reference No. 1806-S145 22
In normal construction practice, the problem areas of settlement largely occur
adjacent to manholes, catch basins, service crossings, foundation walls and columns.
In areas which are inaccessible to a heavy compactor, imported sand backfill should
be used. Unless compaction of the backfill is carefully performed, the interface of the
native soils and the sand backfill will have to be flooded for a period of several days.
The narrow trenches for services crossings should be cut at 1 vertical:
2 or + horizontal so that the backfill can be effectively compacted. Otherwise, soil
arching will prevent the achievement of proper compaction. The lift of each backfill
layer should either be limited to a thickness of 20 cm, or the thickness should be
determined by test strips.
One must be aware of the possible consequences during trench backfilling and
exercise caution as described below:
• When construction is carried out in freezing winter weather, allowance should
be made for these following conditions. Despite stringent backfill monitoring,
frozen soil layers may inadvertently be mixed with the structural trench backfill.
Should the in situ soils have a water content on the dry side of the optimum, it
would be impossible to wet the soils due to the freezing condition, rendering
difficulties in obtaining uniform and proper compaction. Furthermore, the
freezing condition will prevent flooding of the backfill when it is required, such
as in a narrow vertical trench section, or when the trench box is removed. The
above will invariably cause backfill settlement that may become evident within
1 to several years, depending on the depth of the trench which has been
backfilled.
• In areas where the underground services construction is carried out during the
winter months, prolonged exposure of the trench walls will result in frost heave
within the soil mantle of the walls. This may result in some settlement as the
Reference No. 1806-S145 23
frost recedes, and repair costs will be incurred prior to final surfacing of the new
pavement and the slab-on-grade.
• To backfill a deep trench, one must be aware that future settlement is to be
expected, unless the side of the cut is flattened to at least 1 vertical:
1.5+ horizontal, and the lifts of the fill and its moisture content are stringently
controlled; i.e., lifts should be no more than 20 cm (or less if the backfilling
conditions dictate) and uniformly compacted to achieve at least 95% of the
maximum Standard Proctor dry density, with the moisture content on the wet
side of the optimum.
• It is often difficult to achieve uniform compaction of the backfill in the lower
vertical section of a trench which is an open cut or is stabilized by a trench box,
particularly in the sector close to the trench walls or the sides of the box. These
sectors must be backfilled with sand. In a trench stabilized by a trench box, the
void left after the removal of the box will be filled by the backfill. It is
necessary to backfill this sector with sand, and the compacted backfill must be
flooded for 1 day, prior to the placement of the backfill above this sector, i.e., in
the upper sloped trench section. This measure is necessary in order to prevent
consolidation of inadvertent voids and loose backfill which will compromise the
compaction of the backfill in the upper section. In areas where groundwater
movement is expected in the sand fill mantle, anti-seepage collars should be
provided.
6.6 Pavement Design
The recommended pavement design for a local residential road and collector is
presented in Table 4.
Reference No. 1806-S145 24
Table 4 - Pavement Design
Course Thickness (mm) OPS Specifications
Asphalt Surface 40 HL-3
Asphalt Binder - Local Road - Collectors
50 65
HL-8
Granular Base 150 Granular ‘A’ or equivalent
Granular Sub-base - Local Road - Collectors
300 450
Granular ‘B’ or equivalent
In preparation of the subgrade, the topsoil and ploughed earth should be stripped and
removed, and the subgrade surface must be proof-rolled. Any earth fill used to raise
the grade for pavement construction should consist of organic-free soil uniformly
compacted to 98% or + of its maximum Standard Proctor dry density.
All the granular bases should be compacted to 100% of their maximum Standard
Proctor dry density.
In the zone within 1.0 m below the road subgrade, the backfill should be compacted
to at least 98% of its maximum Standard Proctor dry density, with the water content
2% to 3% drier than the optimum. In the lower zone, a 95% or + Standard Proctor
compaction is considered adequate.
The road subgrade will suffer a strength regression if water is allowed to saturate the
mantle. The following measures should, therefore, be incorporated into the
construction procedures and pavement design:
Reference No. 1806-S145 25
• If the road construction does not immediately follow the trench backfilling, the
subgrade should be properly crowned and smooth-rolled to allow interim
precipitation to be properly drained.
• Lot areas adjacent to the roads should be properly graded to prevent ponding
of large amounts of water during the interim construction period.
• Curb subdrains will be required. They should consist of filter-sleeved weepers
to prevent blockage by silting and connecting to a positive outlet.
• If the roads are to be constructed during wet seasons and extensively soft
subgrade occurs, the granular sub-base should be thickened in order to
compensate for the inadequate strength of the subgrade. This can be assessed
during construction.
6.7 Soil Parameters
The recommended soil parameters for the project design are given in Table 5.
Table 5 - Soil Parameters
Unit Weight and Bulk Factor Unit Weight (kN/m3)
Estimated Bulk Factor
Bulk Submerged Loose Compacted
Existing Earth Fill 21.0 11.0 1.30 0.98
Silty Clay Till 22.0 12.0 1.30 1.05
Sandy Silt Till 22.5 12.5 1.30 1.05
Lateral Earth Pressure Coefficients Active Ka
At Rest K0
Passive Kp
Compacted Earth Fill 0.40 0.60 2.50
Silty Clay Till 0.35 0.50 3.00
Sandy Silt Till 0.30 0.45 3.30
Reference No. 1806-S145 26
6.8 Excavation
Excavation should be carried out in accordance with Ontario Regulation 213/91. For
excavation purposes, the types of soils are classified in Table 6.
Table 6 - Classification of Soils for Excavation Material Type
Sound Tills 2
Existing Earth Fill 3
Excavation into the tills containing boulders will require extra effort and the use of a
heavy-duty, properly equipped backhoe. Boulders larger than 15 cm in size are not
suitable for use in structural backfill and/or construction of engineered fill.
In excavation, any groundwater yield is expected to be slow in rate and limited in
quantity. It can be drained to a sump pit and removed by conventional pumping.
Prospective contractors must be asked to assess the in situ subsurface conditions for
soil cuts and to assess the proper method for groundwater control by test pits. They
must be dug to at least 0.5 m below the intended bottom of excavation prior to and/or
during project construction. These test pits should be allowed to remain open for a
period of at least 4 hours to assess the trenching conditions.
LIST OF ABBREVIATIONS AND DESCRIPTION OF TERMS The abbreviations and terms commonly employed on the borehole logs and figures, and in the text of the report, are as follows: SAMPLE TYPES
AS Auger sample CS Chunk sample DO Drive open (split spoon) DS Denison type sample FS Foil sample RC Rock core (with size and percentage
recovery) ST Slotted tube TO Thin-walled, open TP Thin-walled, piston WS Wash sample PENETRATION RESISTANCE
Dynamic Cone Penetration Resistance:
A continuous profile showing the number of blows for each foot of penetration of a 2-inch diameter, 90° point cone driven by a 140-pound hammer falling 30 inches. Plotted as ‘ • ’
Standard Penetration Resistance or ‘N’ Value:
The number of blows of a 140-pound hammer falling 30 inches required to advance a 2-inch O.D. drive open sampler one foot into undisturbed soil. Plotted as ‘’
WH Sampler advanced by static weight PH Sampler advanced by hydraulic pressure PM Sampler advanced by manual pressure NP No penetration
SOIL DESCRIPTION
Cohesionless Soils:
‘N’ (blows/ft) Relative Density
0 to 4 very loose 4 to 10 loose
10 to 30 compact 30 to 50 dense
over 50 very dense
Cohesive Soils:
Undrained Shear Strength (ksf) ‘N’ (blows/ft) Consistency
less than 0.25 0 to 2 very soft 0.25 to 0.50 2 to 4 soft 0.50 to 1.0 4 to 8 firm 1.0 to 2.0 8 to 16 stiff 2.0 to 4.0 16 to 32 very stiff
over 4.0 over 32 hard
Method of Determination of Undrained Shear Strength of Cohesive Soils:
x 0.0 Field vane test in borehole; the number denotes the sensitivity to remoulding
Laboratory vane test
Compression test in laboratory
For a saturated cohesive soil, the undrained shear strength is taken as one half of the undrained compressive strength
METRIC CONVERSION FACTORS 1 ft = 0.3048 metres 1 inch = 25.4 mm 1lb = 0.454 kg 1ksf = 47.88 kPa
192.1
188.0
186.4
0.0
0.5
4.6
6.2 END OF BOREHOLE
PLOUGHED EARTH brown sandy silt, some clay a trace of gravel occ. cobbles and topsoil inclusionsBrown to reddish brown, hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders
Reddish brown, very dense
SANDY SILT TILL trace gravel and clay occ. cobbles and boulders
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
7
45
38
43
53
50/13
50/8
8
7
6
5
4
3
2
1
0 20
11
16
14
10
9
8
Dry
on
com
plet
ion
1LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
1FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 24, 2018DRILLING DATE:
192.6 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
191.6
190.7
185.9
0.0
0.5
1.4
6.2 END OF BOREHOLE
PLOUGHED EARTH brown silty clay, a trace of gravel occ. topsoil inclusionBrown, very stiff
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and bouldersBrown to reddish brown, very dense
SANDY SILT TILL trace gravel and clay occ. sand seams and layers, cobbles and boulders some rock fragments
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
9
29
60
81
50/13
50/15
50/8
8
7
6
5
4
3
2
1
0 21
13
10
11
8
8
5
Dry
on
com
plet
ion
2LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
2FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 24, 2018DRILLING DATE:
192.1 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
191.2
189.5
185.4
0.0
0.4
2.1
6.2 END OF BOREHOLE
PLOUGHED EARTH brown silty clay, with inclusion of topsoil and rootletsBrown, hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders
Brown to reddish brown, very dense
SANDY SILT TILL trace gravel and clay occ. sand seams and layers, cobbles and boulders
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
13
34
48
64
50/13
50/10
50/8
8
7
6
5
4
3
2
1
0 15
13
11
8
7
7
10
Dry
on
com
plet
ion
3LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
3FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 24, 2018DRILLING DATE:
191.6 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
191.5
188.0
185.8
0.0
0.5
4.0
6.2 END OF BOREHOLE
PLOUGHED EARTH brown silty clay, a trace of gravelBrown/reddish brown, hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders
Reddish brown, very dense
SANDY SILT TILL trace gravel and clay occ. sand seams and layers, cobbles and boulders shale fragments at 4.6 m
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
13
38
46
43
47
50/13
50/10
8
7
6
5
4
3
2
1
0 19
14
13
12
12
10
7
Dry
on
com
plet
ion
4LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
4FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 24, 2018DRILLING DATE:
192.0 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
190.6
188.3
184.9
0.0
0.5
2.8
6.2 END OF BOREHOLE
PLOUGHED EARTH brown silty clay, a trace of gravelBrown to reddish brown, hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders
Brown, very dense
SANDY SILT TILL trace gravel and clay occ. sand seams and silty sand layers, cobbles and boulders
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
8
35
32
62
50/13
50/13
50/13
8
7
6
5
4
3
2
1
0 24
15
15
11
9
9
8
W.L
@ E
l. 18
5.2
m o
n co
mpl
etio
n
5LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
5FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 23, 2018DRILLING DATE:
191.1 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
190.6
188.1
184.5
0.0
0.3
2.8
6.4
END OF BOREHOLE
PLOUGHED SOILReddish brown, hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders occ. sand pockets
Very dense
SANDY SILT TILL trace gravel and clay occ. sand seams and layers, cobbles and boulders
reddish brown
grey
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
14
36
38
45
60
50/10
50/13
8
7
6
5
4
3
2
1
0 17
13
12
11
11
9
10
Dry
on
com
plet
ion
6LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
6FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 24, 2018DRILLING DATE:
190.9 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
190.6
190.1
186.9
185.0
0.0
0.6
1.1
4.3
6.2 END OF BOREHOLE
PLOUGHED EARTH brown silty clay, a trace of gravel
EARTH FILL brown silty clay, some brick fragments, occ. topsoil inclusionsBrown, hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders occ. sand pockets
Brown, very dense
SANDY SILT TILL trace gravel and clay occ. cobbles and boulders occ. shale fragments
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
15
24
40
50/15
80/30
50/13
50/15
8
7
6
5
4
3
2
1
0 23
19
14
11
10
9
7
W.L
@ E
l. 18
5.8
m o
n co
mpl
etio
n
7LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
7FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 23, 2018DRILLING DATE:
191.2 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
191.7
186.6
185.8
0.0
0.5
5.6
6.4
END OF BOREHOLE
PLOUGHED EARTH brown silty clay, a trace of gravelBrown, hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders occ. sand pockets
Brown to greyish brown, very dense
SANDY SILT TILL trace gravel and clay occ. cobbles and boulders occ. shale fragments
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
13
42
52
56
55
57
50/15
8
7
6
5
4
3
2
1
0 23
13
14
12
11
11
11
Dry
on
com
plet
ion
8LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
8FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 23, 2018DRILLING DATE:
192.2 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
185.1
184.3
0.0
0.3
5.6
6.4
END OF BOREHOLE
PLOUGHED EARTH brown silty clay, a trace of gravelBrown to reddish brown, very stiff to hard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders occ. sand pockets
Grey, very dense
SANDY SILT TILL trace gravel and clay occ. cobbles and boulders occ. shale fragments
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
19
24
37
42
37
57
50/10
8
7
6
5
4
3
2
1
0 20
15
17
14
14
12
8
Dry
on
com
plet
ion
9LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
9FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 24, 2018DRILLING DATE:
190.7 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
190.9
185.9
185.1
0.0
0.6
5.6
6.4
END OF BOREHOLE
PLOUGHED EARTH brown silty clay and sandy silt, a trace of gravelHard
SILTY CLAY TILL trace gravel and sand occ. sand seams and layers, cobbles and boulders occ. sand pockets
Grey, very dense
SANDY SILT TILL trace gravel and clay occ. layers of fine to medium sand, cobbles and boulders occ. shale fragments
browngrey
1
2
3
4
5
6
7
DO
DO
DO
DO
DO
DO
DO
8
30
48
60
81
52
50/13
8
7
6
5
4
3
2
1
0 19
13
13
12
12
10
9
Dry
on
com
plet
ion
10LOG OF BOREHOLE NO.:1806-S145JOB NO.:
Proposed Residential DevelopmentPROJECT DESCRIPTION:
Britannia Road and Thompson Road South Town of Milton
PROJECT LOCATION:
10FIGURE NO.:
Flight-AugerMETHOD OF BORING:
July 23, 2018DRILLING DATE:
191.5 Ground Surface
El.(m)
Depth(m)
SOILDESCRIPTION
SAMPLES
Num
ber
Type
N-V
alue
Dep
th S
cale
(m)
Atterberg LimitsPL LL
WAT
ER L
EVEL
Dynamic Cone (blows/30 cm)
9070503010
Penetration Resistance(blows/30 cm)
9070503010
Shear Strength (kN/m2)
20015010050
Moisture Content (%)40302010
Soil Engineers Ltd.1 of 1Page:
Reference No: 1806-S145
U.S. BUREAU OF SOILS CLASSIFICATION
COARSE
UNIFIED SOIL CLASSIFICATION
COARSE
Project: Proposed Residential Development BH./Sa. 4/5 6/3 10/4
Location: Britannia Road West and Thompson Road South, Town of Milton Liquid Limit (%) = - 29 -
Plastic Limit (%) = - 17 -
Borehole No: 4 6 10 Plasticity Index (%) = - 12 -
Sample No: 5 3 4 Moisture Content (%) = 12 - 12
Depth (m): 3.3 1.8 2.5 Estimated Permeability
Elevation (m): 188.7 189.1 189.0 (cm./sec.) = 10-7 10-7 10-7
Classification of Sample [& Group Symbol]: SILTY CLAY TIL, some sand to sandy, a trace of gravel
GRAIN SIZE DISTRIBUTION
SAND
V. FINE
GRAVELSILT
COARSE FINEFINE
SILT & CLAY
Figure: 11
COARSE
MEDIUM
FINE
CLAY
SAND
MEDIUMFINE
GRAVEL
3" 2-1/2" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 4 8 10 16 20 30 40 50 60 100 140 200 270 325
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Perc
ent P
assi
ng
Grain Size in millimeters
BH.6/Sa.3
BH.10/Sa.4
BH.4/Sa.5
90 WEST BEAVER CREEK, SUITE #100, RICHMOND HILL, ONTARIO L4B 1E7 · TEL: (416) 754-8515 · FAX: (905) 881-8335
Soil Engineers Ltd.CONSULTING ENGINEERS
GEOTECHNICAL | ENVIRONMENTAL | HYDROGEOLOGICAL | BUILDING SCIENCE
SITE:
DESIGNED BY: CHECKED BY: DWG NO.:
SCALE: REF. NO.: DATE:
REV
BOREHOLE LOCATION PLAN
N.A B.L
Britannia Road W and Thompson Road S, Milton
1
1:4000 1806-S145 August 2018
192
191
190
189
188
187
186
185
184
183
182
181
192
191
190
189
188
187
186
185
184
183
182
181
7
45
38
43
53
50/13
50/8
9
29
60
81
50/13
50/15
50/8
13
34
48
64
50/13
50/10
50/8
13
38
46
43
47
50/13
50/10
8
35
32
62
50/13
50/13
50/13
14
36
38
45
60
50/10
50/13
15
24
40
50/15
80/30
50/13
50/15
13
42
52
56
55
57
50/15
19
24
37
42
37
57
50/10
8
30
48
60
81
52
50/13
Soil Engineers Ltd.CONSULTING ENGINEERSGEOTECHNICAL | ENVIRONMENTAL | HYDROGEOLOGICAL | BUILDING SCIENCE
SUBSURFACE PROFILEDRAWING NO. 2
SCALE: AS SHOWN
JOB NO.: 1806-S145REPORT DATE: August 2018PROJECT DESCRIPTION: Proposed Residential Development
PROJECT LOCATION: Britannia Road and Thompson Road South Town of Milton
LEGENDPLOUGHED EARTH FILL SANDY SILT TILL SILTY CLAY TILL
WATER LEVEL (END OF DRILLING) CAVE-IN 1
192.62
192.13
191.64
1925
191.16
190.97
191.28
192.29
190.710
191.5BH No.:El. (m):