 Nortrax Canada Inc.
Geotechnical Investigation
Type of Document
Final
Project Name
Geotechnical Investigation
Proposed Nortrax Sales and Service Facility
130 David Manchester Road, City of Ottawa, Ontario
Project Number
OTT-00210567-A0
Prepared By: Zohra Guetif, ing., Ph.D.
Reviewed By: Ismail M. Taki, M.Eng., P.Eng.
exp Services Inc.
100-2650 Queensview Drive
Ottawa, ON K2B 8H6
Canada
June 18, 2013
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00220567-A0
Date: June 18, 2013
Legal Notification
This report was prepared by exp Services Inc. for the account of Nortrax Canada Inc.
Any use which a third party makes of this report, or any reliance on or decisions to be made based on it,
are the responsibility of such third parties. Exp Services Inc. accepts no responsibility for damages, if
any, suffered by any third party as a result of decisions made or actions based on this project.
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Executive Summary
Exp Services Inc. (exp) is pleased to present the results of the geotechnical investigation completed for
the proposed Nortrax sales and service facility to be located at the property registered by the street
address of 130 David Manchester Road in the City of Ottawa, Ontario. Authorization to proceed with this
work was provided by Nortrax via Purchase Order Number: 23-868369.
The proposed development will consist of approximately 3,136 m2 pre-engineered steel-frame one-storey
building. Paved and gravel-covered surface parking facilities and access roadways are also to be
constructed as part of the proposed development. A concrete slab-on-grade apron is proposed to be
constructed around three sides of the building. The facility will be serviced by private well and septic
system.
A preliminary grading plan for the development prepared by Zebroski Associates Ltd Architect for the
subject site indicated that the proposed finished floor slab of the building will be set at Elevation 139 m
that will result in a grade raise at the building location of up to 3.4 m. The finished grades along the
exterior of the building of 137.5 m and 139 m. The grades along the proposed access roadways and
parking areas are expected to range between 137 m and 137.5 m.
The fieldwork for this investigation consisted of drilling seven boreholes (Borehole Nos. 1 to 7 inclusive)
to termination depths ranging between 0.5 m and 4.1 m, i.e. Elevation 132.4 to 136.3 m.
The investigation has revealed that beneath 150 mm to 350 mm of topsoil, fill extends to a depth of
0.85 m to 1.5 m, i.e. Elevation 135.0 m to 136.1 m. The fill is a mixture of sand with variable proportions
of silt, gravel, clay and topsoil. The presence of rootlets, cobbles, boulders, rock fragments was also
observed within the fill matrix.
Beneath the topsoil in Borehole Nos. 1, 6 and 7 and the fill in Borehole No. 3, compact to very dense
gravelly sand till was encountered and extends to the surface of the bedrock/weathered bedrock. The
presence of cobbles, boulders and fractured bedrock fragments was also noted within this matrix.
A transition layer of weathered bedrock interbedded with silty sand to bouldery till mantling limestone
bedrock was contacted in all the boreholes at depths ranging between 0.15 m and 2.4 m, i.e. Elevation
133.9 m and 137 m.
The bedrock underlying the site comprised of limestone with shale partings of the Ottawa formation. The
bedrock was contacted and core drilled in Borehole Nos. 3, 4 and 6 at depths ranging between 0.4 m to
2.6 m, i.e. Elevation 133.9 m to 136.7 m. The bedrock quality within the cored depth was classified as
“very poor” to “fair”.
Groundwater measurement taken in the standpipes installed in Borehole Nos. 3 and 7, 18 days and 21
days following the completion of the fieldwork indicated the water table at depths ranging from 0.6 m to
0.9 m below the existing ground surface, i.e. Elevations 135.9 m to 136.3 m. The groundwater table is
subject to seasonal fluctuations and may be at a higher level during wet weather periods.
EX-i
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Based on the results of the investigation and prevailing subsurface conditions encountered, it is
considered that the proposed grade raise is acceptable from a geotechnical point of view.
The investigation has revealed that the geotechnical conditions at the site are suitable to found the
proposed structure on square and strip footings set on the natural till deposit, sound bedrock surface or
on an engineered fill pad prepared as per the following recommendation.
All existing fill should be sub-excavated from the building envelope to the underlying native soils or
bedrock. The sub-excavation should be sufficiently large to accommodate an engineered fill pad that
extends at least 1 m beyond the periphery of the buildings and is thereafter sloped at an inclination of
1H:1V. The exposed subgrade should be inspected by a geotechnical engineer. Following approval,
engineered fill conforming to Ontario Provincial Standard Specifications (OPSS) for Granular B, Type II
should be placed in 300 mm lift thicknesses to the proposed underside of footings and each lift
compacted to 100 percent of Standard Proctor Maximum Dry Density (SPMDD). Following the
construction of the footings, OPSS 1010 Granular B should be placed in 300mm lifts and each lift
compacted to 98 percent of the SPMDD to the underside of the floor slab.
Footings set on the native sandy gravel till or on engineered fill pad, prepared as described above, may
be designed for a Serviceability Limit State (SLS) and factored Ultimate Limit State (ULS) bearing
pressures of 150 kPa and 225 kPa respectively.
Footings set on sound bedrock below any fractured or weathered zone may be designed for factored ULS
bearing pressure of 1,000 kPa. The SLS bearing pressure of the bedrock, required to produce 25 mm
settlements of the structure, will be much larger than the recommended value for factored bearing
capacity at ULS. Therefore, the factored bearing capacity at ULS governs the design. The SLS and ULS
coefficient of friction may be taken as 0.67 and 0.55 respectively for sound limestone bedrock.
Settlements of footing set on the native sandy gravel till and designed for the recommended SLS bearing
pressure of 150 kPa and properly constructed are expected to be within the normally tolerated limits of
25 mm total and 19 mm differential movements. Settlements of footing set on the bedrock are expected
to be less than 10 mm.
The floor of the proposed basementless building may be constructed as a slab-on-grade set on an
engineered fill pad. It should be set on a bed of well-compacted 19 mm clear stone at least 200 mm thick.
Excavations at the site for installation of the footings are expected to extend to the surface of the till or
sound bedrock, i.e. depth of 0.2 m and 1.5 m below the existing ground surface. However, excavations
for installation of any septic tanks or other installation i.e. service pits, etc… may extend to deeper levels
and may extend through the bedrock. Excavation of the overburden soils at the site may be undertaken
by conventional mechanical equipment. Above the prevailing groundwater table, the excavation sides in
the overburden soils are expected to be stable for the construction period when cut back at a slope of 1H
to 1V. Below the groundwater table, the excavations of the overburden soils are expected to slough and
may eventually stabilize at a slope of 2H:1V.
EX-ii
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Based on our observations made, it would be possible to excavate the upper levels of the weathered and
cap bedrock by large mechanical equipment, i.e. a powerful hydraulic excavator. If additional excavation
of the bedrock is required, it may be undertaken with near vertical sides.
Excavation of the limestone bedrock would require the use of blasting. The blasting operations would
have to be carefully planned and closely monitored. It is recommended that the blasting contractor should
retain the services of a blast specialist to provide him with a blasting plan. The contractor should have a
licensed blaster on site at all times during the blasting and a vibrations engineer on retainer. Prior to
commencement of the blasting operations, the contractor’s proposed plan should be reviewed by this
office.
Depending on excavation depths, seepage of water into the excavations should be anticipated. However,
it should be possible to collect the water entering the excavations in perimeter ditches and to remove it by
pumping. Pumping of groundwater is expected to be required during the placement and compaction of
the engineered fill.
The existing fill is not considered suitable for backfilling purposes. However, it can be used for general
grading purposes in the landscaped areas provided any debris is removed from it. The sandy gravel till
may be used as backfill service trenches situated outside the buildings provided that any cobbles and
boulders are removed from it and its moisture control is maintained within +/- two percent of the optimum
value. It is anticipated that the material required for backfilling would be limited in site and therefore
would have to be imported and should preferably conform the recommendation stated in this report.
Based on the geotechnical conditions encountered at the site and other information available in the area,
the site has been classified as Class C in accordance with requirements of Table 4.1.8.4A, Site
Classification for Seismic Site Response, Ontario Building Code, 2006. A higher class may be available
at the site if shear wave velocity measurements is undertaken in the upper 30 m of the overburden (soil)
and bedrock.
The subgrade for the proposed heavy-duty asphalt and gravel roadways and access roadways as well as
the proposed concrete apron should be prepared as per the recommendation stated in this report. The
recommended structure for each facility is provided below:

Asphalt pavement - 90 mm of asphaltic concrete underlain by 150 mm of Granular A base and
450mm of Granular ‘B’ Type II sub-base

Gravel Pavement - 300 mm of Granular A base underlain by 500 mm of Granular B Type II
sub-base.

Concrete Apron – 150 mm concrete over 150 mm of Granular A and 400 mm of Granular B
Type II.
The above and other related considerations are discussed in greater detail in the main body of this report.
EX-iii
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Table of Contents
Page
Executive Summary ................................................................................................................. EX-i
1 Introduction ........................................................................................................................... 1 2 Site Description ..................................................................................................................... 3 3 Procedure ............................................................................................................................. 4 4 Subsurface Soil Condition ..................................................................................................... 5 5 Groundwater Conditions ....................................................................................................... 7 6 Site Grading .......................................................................................................................... 8 7 Foundation Considerations ................................................................................................... 9 7.1 Foundation on Till or Engineered Fill Pad ................................................................... 9 7.2 Foundations on Sound bedrock .................................................................................. 9 7.3 General Comments ..................................................................................................... 9 7.4 Foundation Frost Cover Requirement ....................................................................... 10 8 Floor Slab and Drainage Requirement................................................................................ 11 9 Seismic Site Classification .................................................................................................. 12 10 Excavations ......................................................................................................................... 13 11 Backfilling Requirements and Suitability of On-Site Soils for Backfilling Purposes............. 15 12 Subsurface Concrete Requirements ................................................................................... 16 13 Pavement Structures Design .............................................................................................. 17 14 Additional Comments .......................................................................................................... 20 15 General Comments ............................................................................................................. 21 List of Tables
Page
Table No. I: Unconfined Compressive Strength of the Bedrock .................................................... 6 Table No. II: Chemical Laboratory Test Result ............................................................................. 16 Table No. III: Recommended Asphalt Pavement Structure Thicknesses for Heavy‐Duty Traffic 17 Table No. IV: Recommended Structure for Gravel Access Roadway ........................................... 17 Table No. V: Recommended Concrete Pavement Thicknesses for Heavy Duty Traffic ............... 18 i
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
List of Figures
Figure 1: Site Location Plan
Figure 2: Borehole Location Plan
Figures 3 to 9: Borehole Logs
Figure 10: Grain-Size Analysis
Appendices
Appendix A: Photos of Bedrock Samples
Appendix B: Chemical Analysis
ii
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
1
Introduction
Exp Services Inc. (exp) is pleased to present the results of the geotechnical investigation completed for
the proposed Nortrax sales and service facility to be located on the property registered by the street
address of 130 David Manchester Road in the City of Ottawa, Ontario. Authorization to proceed with this
work was provided by Nortrax via Purchase Order Number: 23-868369.
The proposed development will consist of approximately 3,136 m2 pre-engineered steel-frame one storey
building with no basement which will house office space, sales and display areas as well as a 12-bay
service garage for construction, farm equipment and two 5-tonne interior overhead cranes. It is
understood that the design loads for exterior columns will range from 335 to 670 kN (75 to 150 kips),
interior column loads in the mezzanine will be 670 kN (150 kips) with remaining column loads less than
above-noted design loads. Anticipated floor loads will be 7 kPa (150 psf) in the display and office areas
and 12 kPa (250 psf) in the shop area.
Paved and gravel surface parking facilities and access roadways for employees and customers are also
to be constructed as part of the proposed development. A concrete apron is proposed to be constructed
along three sides of the building. The facility will be serviced by private well and septic system.
The finished floor slab of the proposed building will be set at Elevation 139 m whereas the exterior grades
close to the building and access roadways will be set at elevations ranging between 137 m and 139 m.
The investigation was undertaken to:
(a) Establish the subsurface soil, bedrock and groundwater conditions at the site at the location of
the boreholes;
(b) Comment on grade-raise restrictions;
(c) Make recommendations on the most suitable type of foundations and recommend bearing
pressure at Serviceability Limit State (SLS) and factored geotechnical resistance at Ultimate Limit
State (ULS) of the founding soils/bedrock for the sales and service building;
(d) Discuss floor slab construction and drainage requirements;
(e) Comment on excavation conditions and de-watering requirements;
(f) Assess backfilling requirements and suitability of on-site soils for backfilling purposes;
(g) Comment on backfilling requirements and suitability of the on-site soils for backfilling purposes;
(h) Assess site classification for seismic site response in accordance with requirements of 2006
Ontario Building Code (OBC) and comment on the liquefaction potential of onsite soils during a
seismic event;
1
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
(i) Concrete on subsurface concrete requirements;
(j) Recommend pavement structure for access roads, parking areas and concrete apron; and
(k) Comment on subsurface concrete requirements.
The comments and recommendations given in this report are based on the assumption that the abovedescribed design concept will proceed into construction. If changes are made either in the design phase
or during construction, this office must be retained to review these modifications. The result of this review
may be a modification of our recommendations or it may require additional field or laboratory work to
check whether the changes are acceptable from a geotechnical viewpoint.
2
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
2
Site Description
The site of the proposed facility is a 4.99-hectares parcel of land registered by the street address of
130 David Manchester Road in the City of Ottawa, Ontario (Figure No. 1). The site is bounded by TransCanada Highway 7 to the east, David Manchester Road to the west, a hydro right of way to the north and
by a vacant land under development to the south. Tree lines are situated along the northern, western,
and part of the southern boundaries of the property.
The ground surface elevations at the site range between 135.6 and 138 m.
3
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
3
Procedure
The fieldwork for the geotechnical investigation was undertaken on January 4th and 7th, 2013 and
consisted of drilling seven boreholes using a CME-55 track-mounted drill rig (Borehole Nos. 1 to 7
inclusive), to termination depths ranging between 0.5 m to 4.1 m. The fieldwork was supervised on a fulltime basis by representatives from exp.
The locations and elevations of the boreholes were established in the field by Annis O’Sullivan Vollebekk
Ltd. and are shown on Site Plan Figure No. 2.
Standard penetration tests were performed in the overburden at 0.75 m depth intervals and soil samples
retrieved by split barrel sampler. The bedrock was core drilled using NQ-size core barrel in Borehole
Nos. 3, 4 and 6. Standpipes were installed in Borehole Nos. 3 and 7 to monitor the groundwater table at
the site. The installation configuration is documented on the respective boreholes logs. On completion of
the fieldwork, all the boreholes were backfilled.
The boreholes were logged and representative soil samples were collected, placed in plastic bags and
identified. The rock cores were identified and placed in core boxes.
All the soil and rock samples were visually examined in the field, logged and identified. On completion of
the fieldwork, all the soil and rock samples were transported to the exp laboratory in the City of Ottawa
where they were examined by a geotechnical engineer and boreholes logs prepared. Laboratory testing
comprised of performing moisture content on all the soil samples, grain-size analyses, uniaxial
compression test and chemical tests (pH/sulfate) on selected samples. 4
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
4
Subsurface Soil Condition
A detailed description of the geotechnical conditions encountered in the boreholes drilled at the site is
given on the boreholes logs, Figures 3 to 9 inclusive. The boreholes logs and related information depict
subsurface conditions only at the specific locations and times indicated. Subsurface conditions and water
levels at other locations may differ from conditions at the locations where sampling was conducted. The
passage of time also may result in changes in the conditions interpreted to exist at the locations where
sampling was conducted. It should be noted that the soil boundaries indicated on the boreholes logs are
intended to reflect approximate transition zones for the purpose of geotechnical design and should not be
interpreted as exact planes of geological change. The “Notes on Sample Descriptions” preceding
borehole logs form an integral part of this letter report and should be read in conjunction with this letter
report.
A review of Figure Nos. 3 to 9 inclusive indicates that the surficial soils at the site comprised of topsoil
ranging in thickness between 150 mm and 350 mm. The topsoil in Borehole Nos. 2 and 3 is underlain by
heterogeneous fill, which extends to depths ranging between 0.85 m to 1.6 m, i.e. Elevation 135 m to
136.1 m. The fill is a mixture of sand with variable proportions of silt, gravel and clay. The presence of
rootlets, cobbles, boulders, rock fragments was also observed in the fill. Its natural moisture content
ranges between 16.7 and 19.9 percent.
Beneath the fill in Borehole No. 3 and beneath the topsoil in Borehole Nos. 1, 4, 6 and 7, gravelly sand till
was encountered and extends to the surface of the weathered bedrock. The result of one grain-size
analysis performed on a till sample from Borehole No. 7 is given on Figure 10. A review of this figure
indicates that a soil composition of 18 percent sand, 73 percent gravel and 9 percent silt and clay. The till
consists of gravelly sand with variable proportions of silt and contains cobbles, boulders and rock
fragments. The relative density of the till based on the Standard Penetration Test index is compact to
very dense. Its natural moisture content varies between 4.7 and 19.4 percent.
A transition layer of weathered bedrock interbedded with silty sand and gravel to bouldery till, ranging in
thickness between 0.2 m to more than 0.8 m was encountered in all the boreholes.
Underling the overburden soils layers (topsoil, fill, till) and/or weathered bedrock, limestone bedrock was
encountered and proven by core drilling in Boreholes Nos. 3, 4 and 6 at depths ranging between 0.4 m
and 2.6 m, i.e. Elevation 133.9 m and 136.7 m.
A review of the recovered cores within the depth investigated revealed the bedrock to comprise of
limestone with shale partings of the Ottawa Formation. A Total Core Recovery (TCR) and Rock Quality
Designation (RQD) of 100 percent and 0 to 71 percent respectively were obtained. On this basis, the
bedrock quality may be defined as “very poor” to “fair” within the depth investigated.
The unconfined compressive strength of the bedrock at the site was established to vary between 105
MPa and 118 MPa. Based on these values, the rock can be classified with respect to intact strength, as
“very strong”, (Canadian Foundation Engineering Manual, 4th edition, 2006). The unit weight of the
5
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
3
bedrock ranged between 26.7 and 26.9 kN/m . A summary of the laboratory tests results obtained by exp
is presented in Table No. I.
Table No. I: Unconfined Compressive Strength of the Bedrock
Borehole No.
Rock sample
depth (m)
Compressive Strength
(MPa)
Unit Weight of Bedrock
(kN/m3)
3
3.5 – 4.0
105
26.9
6
1.8 – 2.0
118
26.7
6
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
5
Groundwater Conditions
Groundwater measurement taken in the standpipes installed in the Borehole Nos. 3 and 7, 18 and 21
days following the completion of the fieldwork indicated the water table at depths ranging from 0.6 m to
0.9 m below the existing ground surface, i.e. Elevations 135.9 m to 136.3 m.
Water levels were made in the exploratory boreholes at the times and under the conditions stated in the
scope of services. These data were reviewed and exp’s interpretation of them discussed in the text of
the report. Note that fluctuations in the level of the groundwater may occur due to seasonal variation
such as precipitation, snowmelt, rainfall activities, and other factors not evident at the time of
measurement and therefore may be at a higher level during wet weather periods.
7
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
6
Site Grading
A preliminary grading plan for the site prepared by Zebroski Associates Ltd. Architect was provided to
exp as reference material. The plan proposed a finished floor slab at Elevation 139 m and finished
grades along the exterior of the building of 137.5 m and 139 m. The grades along the proposed access
roadways and parking areas are proposed to range between 137 m and 137.5 m.
Based on the existing site grades that range from Elevations 135.5 m to 137.7 m, a grade raise of up to
3.4 m is anticipated at the site.
Based on the subsurface condition encountered, the design-site grades raise are considered acceptable.
As part of the site preparation, all the fill and organic soils should be removed from the area of the
proposed building and replaced with well-compacted engineered fill.
The excavation for the removal of the fill, should extend to a sufficient distance beyond the limits of the
proposed building and concrete apron to accommodate a 1.0 m wide bench of engineered fill around the
perimeter of the structure, which is thereafter sloped at an inclination of 1H to 1V. The exposed native
subgrade or rock should be examined by a geotechnical engineer. Following approval, free draining
Granular B, Type II fill should be placed in 300 mm lift thickness and each lift compacted to 100 percent
of the Standard Proctor Maximum Dry Density (SPMDD). The placement and compaction of the
engineered fill can in this way be undertaken to the founding level. From the footing level to the
underside of the floor slab, OPSS 1010 Granular B Type II fill should be used and should be placed in
300 mm lifts and each lift compacted to 98 percent of the SPMDD. The engineered fill should be placed
under the full-time supervision of a geotechnician working under the direction of a geotechnical engineer.
In-place density tests should be undertaken on each lift of the engineered fill to ensure that it is properly
compacted prior to placement of subsequent lift.
Along the proposed parking areas and access roadways, all topsoil and organic matter should be
removed and the area proof-rolled using a heavy vibratory roller (10 tonnes) in the presence of a
geotechnical engineer. Lowering the groundwater table to below the subgrade level will be required
during the compaction of the subgrade and the upper levels of the engineered fill to meet the compaction
requirements. Any soft areas detected should be sub-excavated and replaced with approved material
that should be placed in 300 mm lifts and each lift compacted to 95 percent of the SPMDD. Test pits
should be excavated along the proposed roadways to establish the composition of the fill remaining in
place and whether any additional removal/replacement will be required. Following approval of the
subgrade, approved fill should be placed and compacted using the same procedure provided above (refer
to Section 11).
8
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
7
Foundation Considerations
The investigation has revealed the site to be underlain by topsoil, fill that extends to 0.2 m to 1.5 m depth
at the locations of the boreholes, i.e. Elevation 135 m to 137.1m. These overburden soils is mantling till,
weathered bedrock/bedrock at these depths. Spread and/or strip footings for the proposed building can
be set on natural undisturbed sandy gravel till, engineered fill pad or on the sound limestone bedrock.
Footings should not be founded partly on the overburden/engineered fill and partly on the bedrock.
Based on a finished floor slab elevation of 139 m, the footings for the proposed building are anticipated to
be set at Elevation 137.5 m. Any service pits, etc, will be set at lower levels.
7.1
Foundation on Till or Engineered Fill Pad
The proposed structures may be founded on spread and strip footings set on the till deposit or on
engineered fill pads prepared as described in Section 6.0 and designed for a Serviceability Limit State
(SLS) bearing pressure and factored geotechnical resistance at Ultimate Limit State (ULS) of 150 kPa
and 225 kPa respectively.
Settlements of the footings designed for the allowable bearing pressure recommended above and
properly constructed are expected to be within the normally tolerated limits of 25 mm total and 19 mm
differential movements.
Any soft or loose zones of the native soils noted at the footing beds should also be removed and replaced
by well compacted engineered fill material.
7.2
Foundations on Sound bedrock
The proposed building may be founded also on spread and strip footings designed to bear on sound
limestone bedrock beneath any cap or weathered rock and designed for a factored ULS bearing pressure
of 1,000 kPa. A higher factored ULS bearing pressure of the bedrock may be available but requires
additional inspection and testing during construction. This can be provided by exp if requested.
The SLS bearing pressure of the bedrock, required to produce 25 mm settlements of the structure, will be
much larger than the recommended value for factored bearing capacity at ULS. Therefore, the factored
bearing capacity at ULS will govern the design. The SLS and ULS coefficient of friction may be taken as
0.67 and 0.55 respectively for sound limestone bedrock.
7.3
General Comments
All the footing beds should be examined by a geotechnical engineer to ensure that all soft/loose soils are
removed and to map any minor fault zones, which may contain fractured bedrock and require special
foundation treatment. Where fractured rock is encountered in a fault zone, sub-excavation may be
9
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
undertaken to the underlying more competent bedrock. Alternatively, the footings may be redesigned to
a reduced allowable bearing pressure.
In areas where the footings will be founded partly in the bedrock and partly in the till/engineered fill, it is
recommended that a transition zone be provided at the interface to minimize high stress concentration.
The transition zone treatment may consist of sub-excavating 600 mm of the bedrock at a slope of 10H:1V
and backfilling the area with Granular A fill compacted to 100 percent SPMDD.
The recommended bearing capacities have been calculated by exp from the borehole information for the
design stage only. The investigation and comments are necessarily on-going as new information of
underground conditions becomes available. For example, more specific information is available with
respect to conditions between boreholes when foundation construction is underway. The interpretation
between boreholes and the recommendations of this report must therefore be checked through field
monitoring provided by an experienced geotechnical engineer to validate the information for use during
the construction stage.
7.4
Foundation Frost Cover Requirement
A minimum of 1.5 m of earth cover should be provided to all the exterior footings of heated structures
founded on the till deposit or on engineered fill to protect them from damage due to frost penetration.
Footings of unheated structures should be provided with a cover of 2.1 m if snow would not be cleared
from their vicinity. If the snow would be cleared from the vicinity of the footings, they should be provided
with 2.4 m of earth cover. For footing founded on bedrock, the requisite earth cover may be reduced to
1.2 for heated structure and 1.5 m for unheated structures.
Where earth cover is less than the minimum required, an equivalent combination of earth fill and rigid
polystyrene insulation (e.g. Styrofoam HI-60) should be provided. The Styrofoam should be placed along
the exterior foundation wall from the finished exterior grade to top of footing, on top and sides of the
footing and should extend laterally for a sufficient distance from the edge of the footings. Additional
design data on the required thickness and extend of the required insulation can be provided by exp once
the final design grades have been finalized.
10
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
8
Floor Slab and Drainage Requirement
The floor of the proposed basementless building may be constructed as a slab-on-grade provided it is set
on a bed of well compacted 19 mm clear stone at least 200 mm thick placed on the engineered fill pad
prepared as described in Section 6.0 of this report. The clear stone would prevent the capillary rise of
moisture to the floor slab. Adequate saw cuts should be provided in the floor slab to control cracking.
Based on the groundwater conditions and the proposed finished floor elevation, perimeter or underfloor
drainage system will not be required for the proposed structure; however, the finished exterior grade
should be sloped away from the building at an inclination of two percent to prevent surface ponding of
water close to the exterior walls. 11
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
9
Seismic Site Classification
The subsoil and groundwater information at the site has been examined in relation to Section 4.1.8.4 of
the Ontario Building Code (OBC) 2006. The subsoils (topsoil, fill, till) at this site extends to the weathered
bedrock/bedrock surface which is expected at depths varying between 0.4 m and 2.6 m depth (Elevation
134 m and 136.7 m) below the existing ground surface.
The site can be classified as Class C for seismic site response in accordance with the OBC. A higher
class is likely available but requires that a shear wave velocity measurements be undertaken at the site
for the upper 30 m of the overburden (soil) and bedrock. In addition, the on-site soils are not considered
liquefiable in a seismic event.
12
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
10 Excavations
Excavations at the site for installation of the footings are expected to extend to surface of the till or sound
bedrock, i.e. depth of 0.2 m and 1.5 m below the existing ground surface. Excavations for installation of
the septic tanks, etc., may extend to deeper levels and may extend through the bedrock. Excavation of
the overburden soils at the site may be undertaken with conventional mechanical equipment. The
majority of the soil to be excavated from the site is sandy gravel to gravelly sand with different proportions
of silt and clay mixed with cobbles and boulders, rock fragments.
Excavations at the site should comply at all times with the requirements of the latest edition of the Ontario
Occupational Health and Safety Act and Regulations for Construction Projects, Ontario Regulations
213/91.
Above the prevailing groundwater table, the excavation sites are expected to be stable for the
construction period when cut back at a slope of 1H to 1V. Excavations below the prevailing groundwater
table are expected to slough and may eventually stabilize at a slope of 2H:1V. If space restrictions
prevent open cut excavation, the excavations for installation of the services may be undertaken within the
confines of a prefabricated support system (e.g. trench box).
Any weathered bedrock and loose fragments must be removed from the bedrock surface in the areas of
the proposed footings. Based on our observations, the weathered bedrock removal may be possible
using mechanical equipment, i.e. a powerful hydraulic excavator.
If additional excavation of the bedrock is required, it may be undertaken with near vertical sides.
Excavation of the limestone bedrock would require the use of blasting. The blasting operations would
have to be carefully planned and closely monitored. It is recommended that the blasting contractor
should retain the services of a blast specialist to provide him with a blasting plan. The contractor should
have a licensed blaster on site at all times during the blasting and a vibrations engineer on retainer. Prior
to commencement of the blasting operations, the contractor’s proposed plan should be reviewed by this
office.
A condition survey of all the existing structures and services in the vicinity of the site should be
undertaken prior to commencement of construction. Vibration monitoring should be carried out in the
adjacent structures during blasting operations. The blast charge should be such that the peak particle
velocity should not exceed 50 mm per second at the property lines.
For temporary excavation slopes, the contractor is responsible for their stability as well as safety of the
workers, and neighbouring structures when this safety depends on the stability of the temporary slopes.
Materials and vehicular traffic should not be parked or placed on top of the slope within minimum distance
equivalent to the excavation depth.
13
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Many geologic materials deteriorate rapidly upon exposure to meteorological elements. Unless otherwise
specifically indicated in this report, walls and floors of excavations must be protected from moisture,
desiccation, and frost action throughout the course of construction.
Seepage of surface and sub-surface water into the excavations should be anticipated. However, it
should be possible to collect any water entering the excavations in ditches and to remove it by pumping
from sumps. It is noted that continuous pumping may be required during placement and compaction of
the engineered fill to maintain the groundwater table below the excavation base at all times.
Although this investigation has estimated the groundwater levels at the time of the field work and
commented on dewatering and general construction problems, conditions may be present that are difficult
to establish from standard boring techniques and which may affect the type and nature of dewatering
procedures used by the contractor in practice. These conditions include local and seasonal fluctuations
in the groundwater table, erratic changes in the soil profile, thin layers of soil with large or small
permeabilities compared with the soil mass, etc. Only carefully controlled tests using pumped wells and
observation wells will yield the quantitative data on groundwater volumes and pressures that are
necessary to adequately engineer construction-dewatering systems. 14
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
11 Backfilling Requirements and Suitability of OnSite Soils for Backfilling Purposes
The backfill in footing trenches and service trenches inside the building should conform to Ontario
Provincial Standard Specifications for Granular B, Type II. The backfill in service trenches outside the
building and any fill required to raise the grade at the site should be compactable (free of organics,
debris, cobbles and boulders) and with a moisture content which is within two percent of the optimum
value. All backfill should be compacted to 95 percent of the SPMDD.
The on-site fill is not suitable for backfilling purposes in the interior of the building. However, it can be
used for general grading purposes in the landscaped areas provided any debris is removed from it. The
on-site sandy gravel till, which is free of cobbles, boulders and bedrock fragments, may be used for
backfilling of trenches outside the building areas and as subgrade fill provided its natural moisture content
is maintained within +/- two percent of the optimum value.
Based on the observations made, it is considered that the amount of material that may be available for
site grading and backfilling at the site is expected to be of limited quantity and would require be imported.
It should comply with the following Ontario Provincial Standard specifications (OPSS).
 Engineered fill under footings
-
OPSS 1010 Granular ‘B’, Type II
 Underfloor fill and backfill in footing trenches
and service trenches inside the building and
Exterior of building
-
OPSS 1010 Granular ‘B’, Type I or II
 Trench backfill outside the building and
subgrade fill for access roads and parking
areas
-
OPSS 1010 Select Subgrade Material (SSM)
15
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
12 Subsurface Concrete Requirements
One soil sample was submitted for laboratory analysis to assess the potential of the attack of sulphates in
the subsoils on subsurface concrete. A summary of the laboratory test results are summarized in Table
No. II and the full results can be found in Appendix B.
Table No. II: Chemical Laboratory Test Result
Borehole No.
Depth (m)
Soil Type
pH
Sulphate (%)
3
1.5 – 2.1
Till
8.1
<0.01
The test results indicate the soil has a negligible potential for sulphate attack on concrete. Therefore, it is
recommended that the subsurface concrete selected for this project be in accordance with the current
Canadian Standards Association (CSA - A23-09).
16
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
13 Pavement Structures Design
The subgrade soil at the site is expected to be existing fill and/or engineered fill.
It is understood that both the asphalt and gravel access roadway and parking areas will be exposed to
heavy-duty truck traffic. The recommended asphalt and gravel pavement structures for access roadways
and parking areas are given on Table Nos. III and IV respectively whereas the concrete apron structure
around the building is provided on Table No. V. The recommendations are based upon the assumption
that the subgrade will be prepared as recommended in Section 6.0 and assuming a functional design life
of eight to ten years. The proposed functional design life represents the number of years to the first
rehabilitation, assuming regular maintenance is carried out.
It is anticipated maintenance of the gravel access roadway may be required on a periodic basis over time
and may include the placement and compaction of additional surface granular.
Table No. III: Recommended Asphalt Pavement Structure Thicknesses for Heavy-Duty
Traffic
Compaction
Requirements
Computed Pavement Structure (mm)
Heavy-Duty
Driveways and Parking Areas
92-96% Maximum
Relative Density
40 mm SC2
50 mm BC3
OPSS Granular A Base (crushed
limestone)
100% SPMDD1
150
OPSS Granular B Sub-Base
100% SPMDD1
450
Pavement
Layer
Asphaltic Concrete – PG 58-34
Notes:
1.
SPDD denotes Standard Proctor Maximum Dry Density, ASTM, D-698.
2.
SC Denotes Surface course asphalt and should comprise of Superpave OPSS 1151 SP 12.5 mm Mix (Category C).
3.
BC Denotes Base course asphalt and should comprise of Superpave OPSS 1151 SP 19 mm Mix (Category C).
4.
Any subgrade fill must be compacted to 95 percent SPMDD for at least the upper 300 mm.
Table No. IV: Recommended Structure for Gravel Access Roadway
Pavement Layer
OPSS Granular A Base
(crushed limestone)
OPSS Granular B Type II
Sub-base
Notes:
1.
2.
Compaction
Requirements
Computed Structure (mm)
100% SPMDD1
300
100% SPMDD1
500
SPMDD denotes Standard Proctor Maximum Dry Density, ASTM, D-698.
The upper 300 mm of subgrade fill must be compacted to 98% SPMDD.
17
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Table No. V: Recommended Concrete Pavement Thicknesses for Heavy Duty Traffic
Compaction
Requirements
Computed Pavement Structure
(mm)
Heavy Duty
Driveways and Parking Areas
-
150
OPSS Granular A Base (crushed
limestone)
100% SPMDD1
150
OPSS Granular B Type II
Sub-base
100% SPMDD1
400
Pavement
Layer
Concrete apron2
Notes:
1.
SPDD denotes Standard Proctor Maximum Dry Density, ASTM, D-698.
2.
Concrete pavement should be Class C-2 - 32 MPa concrete, Max w/c ratio of 0.45, Air content of 6.5 +/- 1.5, Slump
between 80 +/- 30 mm.
3.
Any subgrade fill must be compacted to 95 percent SPMDD for at least the upper 300 mm.
The concrete apron consists of plain concrete slabs with random longitudinal and transverse joints in
order to minimize cracking. Designs of the concrete apron should have tie bars or hook bolt dowels at
longitudinal joints whereas the transverse joints remain un-dowelled. The wire mesh reinforcement is also
recommended.
It must be noted that the rigid pavement structure provided above (Table No. V) does not provide full
protection of the subgrade from frost penetration, therefore, the pavement slabs must be separated from
any building structures.
The foregoing design assumes that construction would be undertaken during dry periods and that the
subgrade will be stable under the load of construction equipment. If construction is carried out during wet
weather, and heaving or rolling of the subgrade is experienced, additional thickness of granular material
may be required.
Additional comments on the construction of parking areas and access roadways are as follows:
1. Subgrade preparation should be undertaken as per the recommendations stated in Section 6.0.
2. The long-term performance of the pavement structure is highly dependent upon the subgrade
support conditions. Stringent construction control procedures should be maintained to ensure that
uniform subgrade moisture and density conditions are achieved. The need for adequate
drainage cannot be over-emphasized. Sub-drains or drainage ditches must be installed to
intercept excess subsurface moisture and to prevent subgrade softening.
3. The most severe loading conditions on the subgrade may occur during construction.
Consequently, special provisions such as restricted lanes, half-loads during paving, etc., may be
required, especially if construction is carried out during unfavourable weather.
18
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
4. The finished pavement surface should be free of depressions and should be sloped (preferably at
a minimum cross fall of two percent) to provide effective surface drainage towards catch basins.
Surface water should not be allowed to pond adjacent to the outside edges of paved areas.
5. The granular materials used for pavement construction should conform to OPSS for Granular A
and Granular B, Type II and should be compacted to 100 percent of the SPMDD. The asphaltic
concrete used and its placement should meet OPSS requirements. It should be compacted to 97
percent of the Marshall Density or 92 to 96 of the maximum relative density.
It is recommended that exp be retained to review the final pavement structure design and drainage plans
prior to construction to ensure that they are consistent with the recommendations of this report.
19
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
14 Additional Comments
All earthwork activities from placement and compaction of fill in the service trenches to subgrade
preparation, placement and compaction of granular materials and asphaltic concrete should be inspected
by qualified geotechnicians to ensure that construction of the sewers and pavement proceeds according
to the specifications. All the footing beds should also be examined by a geotechnical engineer to ensure
that the design bearing pressure is available at the founding level and that the footing beds have been
properly cleaned.
It is also recommended that an additional investigation should be performed if deemed required once the
final design at the site has been completed. The purpose of the additional investigation would be to
collect additional data on the elevation of the bedrock at the site.
20
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
15 General Comments
The comments given in this report are intended only for the guidance of design engineers. The number
of boreholes required to determine the localized underground conditions, between boreholes affecting
construction costs, techniques, sequencing, equipment, scheduling, etc., would be much greater than has
been carried out for design purposes. Contractors bidding on or undertaking the works should, in this
light, decide on their own investigations, as well, as their own interpretations of the factual borehole
results, so that they may draw their own conclusions as to how the subsurface conditions may affect
them.
The information contained in this report is not intended to reflect on environmental aspects of the soils.
Should specific information be required, including for example, the presence of pollutants, contaminants
or other hazards in the soil, additional testing may be required.
We trust that the information contained in this report will be satisfactory for your purposes. Should you
have any questions, please do not hesitate to contact this office.
21
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Figures
Filename: r:\210000\210000\210567-a0 nortrax\2013-01-17\p3 - bore holes 121216.dwg
Last Saved: 1/17/2013 12:11:39 PM
Last Plotted: 1/17/2013 12:13:19 PM Plotted by: nugentm
Pen Table:: omm pen setting 16 -249 black.ctb
SITE LOCATION
exp Services Inc.
www.exp.com
t: +1.613.688.1899 | f: +1.613.225.7337
2650 Queensview Drive, Suite 100
Ottawa, ON K2B 8H6, Canada
scale
1:20,000
date
drawn by
JAN. 2013
M.N.
CLIENT:
TITLE:
NORTRAX CANADA INC.
SITE LOCATION PLAN
130 DAVID MANCHESTER ROAD, OTTAWA, ONTARIO
project no.
OTT-00210567-A0
FIG 1
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Project No: OTT-00210567-A0
Log of Borehole BH 1
Project:
Geotechnical investigation - Proposed Industrial Development
:Location:
130 David Manchester Road, Ottawa, Ontario
Date Drilled: 'January 7, 2013
Drill Type:
CME-55 Track Mount
Datum:
Geodetic
G
W
L
S
Y
M
B
O
L
Page.
Checked by: ZG
SOIL DESCRIPTION
m
TOPSOIL, 200 mm
Mixed with gravelly sand, some rootlets,
dark brown.
Till
Gravelly sand, brown, dry.
Presence of rock fragments.
WEATHERED LIMESTONE BEDROCK
Interbedded with silty sand and gravel.
137.3
D
e
p
t
h
0
1
of
Combustible Vapour Reading
Auger Sample
Natural Moisture Content
SPT (N) Value
Atterberg Limits
Dynamic Cone Test
Undrained Triaxial at
% Strain at Failure
Shear Strength by
Vane Test
Geodetic
1
Split Spoon Sample
Shelby Tube
Logged by: S. Bilan
3
Figure No.
Shear Strength by
Penetrometer Test
S
Standard Penetration Test N Value
20
40
Shear Strength
50
100
60
80
kPa
150
200
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
137.1
50/150mm
137.0
50/75mm
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
Auger Refusal at 1 m Depth
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.Borehole Backfilled Upon Completion of drilling
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
136.3
1
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
Water
Level (m)
dry
Hole Open
To (m)
1.0
CORE DRILLING RECORD
Run
No.
Depth
(m)
% Rec.
RQD %
Project No: OTT-00210567-A0
Log of Borehole BH 2
Project:
Geotechnical investigation - Proposed Industrial Development
:Location:
130 David Manchester Road, Ottawa, Ontario
Date Drilled: 'January 7, 2013
Drill Type:
CME-55 Track Mount
Datum:
Geodetic
G
W
L
S
Y
M
B
O
L
Page.
Checked by: ZG
SOIL DESCRIPTION
m
TOPSOIL, 300 mm
Mixture of gravelly sand and silty clay,
brown, some rootlets.
FILL
Silty gravelly sand, occasional rock
fragments, cobbles and boulders, some
rootlets, dark brown, moist.
136.9
D
e
p
t
h
0
1
of
Combustible Vapour Reading
Auger Sample
Natural Moisture Content
SPT (N) Value
Atterberg Limits
Dynamic Cone Test
Undrained Triaxial at
% Strain at Failure
Shear Strength by
Vane Test
Geodetic
1
Split Spoon Sample
Shelby Tube
Logged by: S. Bilan
4
Figure No.
Shear Strength by
Penetrometer Test
S
Standard Penetration Test N Value
20
40
Shear Strength
50
100
60
80
kPa
150
200
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
5
136.6
50/140mm
WEATHERED LIMESTONE BEDROCK
Interbedded with silty sand and gravel.
136.1
1
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
Auger Refusal at 1.1m Depth
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.Borehole Backfilled Upon Completion of drilling
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
135.8
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
Water
Level (m)
1.1
Hole Open
To (m)
1.1
CORE DRILLING RECORD
Run
No.
Depth
(m)
% Rec.
RQD %
Project No: OTT-00210567-A0
Log of Borehole BH 3
Project:
Geotechnical investigation - Proposed Industrial Development
:Location:
130 David Manchester Road, Ottawa, Ontario
Date Drilled: 'January 4, 2013
Drill Type:
CME-55 Track Mount
Datum:
Geodetic
G
W
L
S
Y
M
B
O
L
Page.
Checked by: ZG
SOIL DESCRIPTION
m
TOPSOIL, 350 mm
Mixed with sand, some rootlets, black
136.5
D
e
p
t
h
0
2
of
Combustible Vapour Reading
Auger Sample
Natural Moisture Content
SPT (N) Value
Atterberg Limits
Dynamic Cone Test
Undrained Triaxial at
% Strain at Failure
Shear Strength by
Vane Test
Geodetic
1
Split Spoon Sample
Shelby Tube
Logged by: A. Neguss
5
Figure No.
Shear Strength by
Penetrometer Test
S
Standard Penetration Test N Value
20
40
Shear Strength
50
100
60
80
kPa
150
200
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
3
FILL
Mixture of sand, gravel and silty clay,
occasional cobbles and boulders, some
rootlets, dark brown, moist.
136.2
135.9
50/100mm
1
TILL
Silty gravelly sand, dry to wet, very dense
135.0
65
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
2
POSSIBLE WEATHERED BEDROCK TO
BOULDERY TILL
LIMESTONE BEDROCK
Grey, fair quality.
133.9
3
Continued Next Page
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.A 13mm slotted standpipe was installed in the
Borehole Upon Completion
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
50/150mm
134.1
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
21 days
Water
Level (m)
1.2
0.6
Hole Open
To (m)
2.6
2.6
CORE DRILLING RECORD
Run
No.
1
Depth
(m)
2.4 - 4.1
% Rec.
RQD %
100
71
Project No: OTT-00210567-A0
Project:
G
W
L
S
Y
M
B
O
L
Log of Borehole BH 3
Geodetic
SOIL DESCRIPTION
m
133.5
LIMESTONE BEDROCK
Grey, fair quality. (continued)
D
e
p
t
h
3
5
Figure No.
Geotechnical investigation - Proposed Industrial Development
Page.
Standard Penetration Test N Value
20
40
Shear Strength
50
100
60
80
kPa
150
200
2
2
of
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
Run 1
4
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
Borehole Terminated at 4.1m Depth
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.A 13mm slotted standpipe was installed in the
Borehole Upon Completion
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
132.4
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
21 days
Water
Level (m)
1.2
0.6
Hole Open
To (m)
2.6
2.6
CORE DRILLING RECORD
Run
No.
1
Depth
(m)
2.4 - 4.1
% Rec.
RQD %
100
71
Project No: OTT-00210567-A0
Log of Borehole BH 4
Project:
Geotechnical investigation - Proposed Industrial Development
:Location:
130 David Manchester Road, Ottawa, Ontario
Date Drilled: 'January 4, 2013
Drill Type:
CME-55 Track Mount
Datum:
Geodetic
G
W
L
S
Y
M
B
O
L
Page.
Checked by: ZG
SOIL DESCRIPTION
m
137.1
TOPSOIL, 150 mm.
D
e
p
t
h
0
1
of
Combustible Vapour Reading
Auger Sample
Natural Moisture Content
SPT (N) Value
Atterberg Limits
Dynamic Cone Test
Undrained Triaxial at
% Strain at Failure
Shear Strength by
Vane Test
Geodetic
1
Split Spoon Sample
Shelby Tube
Logged by: A. Neguss
6
Figure No.
Shear Strength by
Penetrometer Test
S
Standard Penetration Test N Value
20
40
Shear Strength
50
100
60
80
kPa
150
200
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
50/75mm
POSSIBLE WEATHERED BEDROCK TO
BOULDERY TILL
WEATHERED LIMESTONE BEDROCK
137.0
136.7
Run 1
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
Borehole Terminated at 1m Depth
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.Borehole Backfilled Upon Completion of drilling
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
136.1
1
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
Water
Level (m)
dry
Hole Open
To (m)
1.0
CORE DRILLING RECORD
Run
No.
1
Depth
(m)
0.4 - 1
% Rec.
RQD %
100
0
Project No: OTT-00210567-A0
Log of Borehole BH 5
Project:
Geotechnical investigation - Proposed Industrial Development
:Location:
130 David Manchester Road, Ottawa, Ontario
Date Drilled: 'January 7, 2013
Drill Type:
CME-55 Track Mount
Datum:
Geodetic
G
W
L
S
Y
M
B
O
L
Checked by: ZG
SOIL DESCRIPTION
TOPSOIL, 150 mm.
Mixed with sand and gravel
WEATHERED BEDROCK
Auger Refusal at 0.5 m Depth
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
Page.
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.Borehole Backfilled Upon Completion of drilling
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
m
136.4
D
e
p
t
h
0
1
of
Combustible Vapour Reading
Auger Sample
Natural Moisture Content
SPT (N) Value
Atterberg Limits
Dynamic Cone Test
Undrained Triaxial at
% Strain at Failure
Shear Strength by
Vane Test
Geodetic
1
Split Spoon Sample
Shelby Tube
Logged by: S. Bilan
7
Figure No.
Shear Strength by
Penetrometer Test
S
Standard Penetration Test N Value
20
40
Shear Strength
50
100
60
80
kPa
150
200
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
50/75mm
136.3
135.9
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
Water
Level (m)
0.5
Hole Open
To (m)
0.5
CORE DRILLING RECORD
Run
No.
Depth
(m)
% Rec.
RQD %
Project No: OTT-00210567-A0
Log of Borehole BH 6
Project:
Geotechnical investigation - Proposed Industrial Development
:Location:
130 David Manchester Road, Ottawa, Ontario
Date Drilled: 'January 4, 2013
Drill Type:
CME-55 Track Mount
Datum:
Geodetic
G
W
L
S
Y
M
B
O
L
Page.
Checked by: ZG
SOIL DESCRIPTION
m
135.8
TOPSOIL, 150 mm
TILL
Silty gravelly sand, occasional cobbles and
boulders, moist, compact to dense.
WEATHERED LIMESTONE BEDROCK
Combustible Vapour Reading
Natural Moisture Content
SPT (N) Value
Atterberg Limits
Dynamic Cone Test
Undrained Triaxial at
% Strain at Failure
0
Shear Strength by
Penetrometer Test
S
Standard Penetration Test N Value
20
40
Shear Strength
50
100
135.7
60
80
kPa
150
200
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
50/75mm
135.0
134.8
LIMESTONE BEDROCK
Grey, fair quality.
D
e
p
t
h
1
of
Auger Sample
Shear Strength by
Vane Test
Geodetic
1
Split Spoon Sample
Shelby Tube
Logged by: A. Neguss
8
Figure No.
Run 1
1
Run 2
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
2
Borehole Terminated at 2.6 m Depth
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.Borehole Backfilled Upon Completion of drilling
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
133.2
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
Water
Level (m)
0.9
Hole Open
To (m)
2.6
CORE DRILLING RECORD
Run
No.
1
2
Depth
(m)
0.8 - 1.1
1.1 - 2.6
% Rec.
RQD %
100
100
0
53
Project No: OTT-00210567-A0
Log of Borehole BH 7
Project:
Geotechnical investigation - Proposed Industrial Development
:Location:
130 David Manchester Road, Ottawa, Ontario
Date Drilled: 'January 7, 2013
Drill Type:
CME-55 Track Mount
Datum:
Geodetic
G
W
L
S
Y
M
B
O
L
Page.
Checked by: ZG
SOIL DESCRIPTION
m
137.2
TOPSOIL, 300 mm.
Some rootlets, black
TILL
Silty gravelly sand, occasional cobbles and
boulders, moist to wet, compact.
D
e
p
t
h
0
1
of
Combustible Vapour Reading
Auger Sample
Natural Moisture Content
SPT (N) Value
Atterberg Limits
Dynamic Cone Test
Undrained Triaxial at
% Strain at Failure
Shear Strength by
Vane Test
Geodetic
1
Split Spoon Sample
Shelby Tube
Logged by: S. Bilan
9
Figure No.
Shear Strength by
Penetrometer Test
S
Standard Penetration Test N Value
20
40
Shear Strength
50
100
60
80
kPa
150
200
Combustible Vapour Reading (ppm)
250
500
750
Natural Moisture Content %
Atterberg Limits (% Dry Weight)
20
40
60
S
A
M
P
L
E
S
Natural
Unit Wt.
3
kN/m
24
136.9
136.3
1
POSSIBLE WEATHERED BEDROCK TO
BOULDERY TILL
LOG OF BOREHOLE LOGS OF BOREHOLES.GPJ TROW OTTAWA.GDT 2/15/13
Auger Refusal at 1.6 m Depth
NOTES:
1.Borehole data requires interpretation by exp. before
use by others
2.A 13mm slotted standpipe was installed in the
Borehole Upon Completion
3.Field work supervised by an exp representative.
4.See Notes on Sample Descriptions
5.This Figure is to read with exp. Services Inc. report
OTT-00210567-A0
11
135.8
50/75mm
135.6
WATER LEVEL RECORDS
Elapsed
Time
Upon completion
18 days
Water
Level (m)
1.2
0.9
Hole Open
To (m)
1.6
1.6
CORE DRILLING RECORD
Run
No.
Depth
(m)
% Rec.
RQD %
Exp Services Inc.
2650 Queensview Drive - Unit 100
Ottawa, ON K2B 8H6
Method of Test for Sieve Analysis of Aggregate
MTO Test Method LS - 602, Rev. No. 23/ASTM C 136
Grain Size Distribution Curve
100.0
95.0
90.0
85.0
80.0
75.0
BH 7-SS3
70.0
65.0
% Passing
60.0
55.0
50.0
45.0
40.0
35.0
30.0
25.0
20.0
15.0
10.0
5.0
0.0
0.001
0.010
0.100
1.000
10.000
100.000
Grain Size, mm
BH 7
CLAY
Fine
Medium
SILT
Gran. "B" Type I- Max.
Coarse
Fine
Gran. "B" Type I - Min.
Medium
SAND
Coarse
Fine
Medium
GRAVEL
Coarse
Modified M.I.T. Classification
Exp Project No.:
Client :
Date Sampled :
Sample Description :
OTT-000210567-AO
Proposed Nortrax Facility
Project Name :
130 David Manchester Road, Ottawa, Ontario
Project Location :
Nortrax
January 7, 2013
Bore Hole No.:
7
Sample No.:
Fine to Medium Gravel, Some Sand, trace silt
www.trow.com
SS3
Depth (m) : 0.75 to 1.4
Figure :
10
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Appendix A: Photos of Bedrock Samples
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Bedrock samples- Borehole BH-3
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Bedrock samples- Borehole BH-4
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Bedrock samples- Borehole BH-6
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
Appendix B: Chemical Analysis
EXOVA OTTAWA
Client:
Attention:
PO#:
Invoice to:
Certificate of Analysis
exp. (Ottawa)
100-2650 Queensview Dr.
Ottawa, ON
K2B 8H2
Ms. Zohra Guetif
Report Number:
Date Submitted:
Date Reported:
Project:
COC #:
1300897
2013-01-15
2013-01-17
OTT-210467
166263
Page 1 of 3
exp.
Dear Zohra Guetif:
Please find attached the analytical results for your samples. If you have any questions regarding this report, please do not hesitate to call (613-727-5692).
Report Comments:
APPROVAL:
Lorna Wilson
Inorganic Laboratory Supervisor
Exova (Ottawa) is certified and accredited for specific parameters by:
CALA, Canadian Association for Laboratory Accreditation (to ISO 17025), OMAF, Ontario Ministry of Agriculture, Food and Rural Affairs (for farm soils), Licensed by Ontario MOE for specific tests in drinking water.
Exova (Mississauga) is accredited for specific parameters by:
SCC, Standards Council of Canada (to ISO 17025)
Please note: Field data, where presented on the report, has been provided by the client and is presented for informational purposes only.
Certificate of Analysis
EXOVA OTTAWA
Client:
Attention:
PO#:
Invoice to:
exp. (Ottawa)
100-2650 Queensview Dr.
Ottawa, ON
K2B 8H2
Ms. Zohra Guetif
Report Number:
Date Submitted:
Date Reported:
Project:
COC #:
1300897
2013-01-15
2013-01-17
OTT-210467
166263
exp.
Lab I.D.
Sample Matrix
Sample Type
Sampling Date
Sample I.D.
Group
Agri. - Soil
General Chemistry
Analyte
MRL
Units
pH
SO4
2.0
0.01
%
2013-01-15
BH3 SS3 5'-7'
Guideline
8.1
<0.01
MRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational
Guideline, MAC = Maximum Acceptable Concentration, IMAC = Interim Maximum
Acceptable Concentration, STD = Standard, PWQO = Provincial Water Quality
Guideline, IPWQO = Interim Provincial Water Quality Objective.
Guideline =
* = Guideline Exceedence
** = Analysis completed at Mississauga, Ontario.
Results relate only to the parameters tested on the samples submitted.
Methods references and/or additional QA/QC information available on request.
146 Colonnade Rd. Unit 8, Ottawa, ON K2E 7Y1
1007414
Soil
Page 2 of 3
Certificate of Analysis
EXOVA OTTAWA
Client:
Attention:
PO#:
Invoice to:
exp. (Ottawa)
100-2650 Queensview Dr.
Ottawa, ON
K2B 8H2
Ms. Zohra Guetif
Report Number:
Date Submitted:
Date Reported:
Project:
COC #:
1300897
2013-01-15
2013-01-17
OTT-210467
166263
exp.
QC Summary
Analyte
Run No
244880
Blank
Analysis Date 2013-01-16
Method
pH
SO4
<0.01 %
QC
Limits
101
90-110
83
70-130
Ag Soil
MRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational
Guideline, MAC = Maximum Acceptable Concentration, IMAC = Interim Maximum
Acceptable Concentration, STD = Standard, PWQO = Provincial Water Quality
Guideline, IPWQO = Interim Provincial Water Quality Objective.
Guideline =
* = Guideline Exceedence
** = Analysis completed at Mississauga, Ontario.
Results relate only to the parameters tested on the samples submitted.
Methods references and/or additional QA/QC information available on request.
146 Colonnade Rd. Unit 8, Ottawa, ON K2E 7Y1
QC
% Rec
Page 3 of 3
exp Services Inc.
Client: Nortrax Canada Inc.
Project Name: Geotechnical Investigation
Proposed Commercial Development
130 David Manchester Road, City of Ottawa, Ontario
Project Number: OTT-00210567-A0
Date: June 18, 2013
List of Distribution
Report Distributed To:
Mr. Cam Tyhurst
Nortrax Canada Inc.............................................. Cam.Tyhurst@nortrax.com
Gary Zebroski
Zebroski and Associates ..................................... gary@zebroski.com
Sheila Clarke
exp Services Inc., Civil Division .......................... Sheila.clark@exp.com