December 20, 2010
Project No. 09-1121-0016 (Rev. 1)
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
863 Princess Street
Suite 203
Kingston, Ontario
K7L 5N4
CATARAQUI RIVER CROSSING EA STUDY
GEOTECHNICAL AND GEOPHYSICAL FINDINGS AND PRELIMINARY GUIDELINES
Dear Mr. Lalande;
We are pleased to provide this second interim technical memorandum to present our current geotechnical and
geophysical findings and preliminary geotechnical design guidelines. This memorandum combines our previous
technical memora dated September 13th and October 8th, which provided our preliminary geotechnical findings
and the results of our geophysical survey, respectively. As of November both the geotechnical and geophysical
field investigations have been completed. This memorandum is to aid the discussions regarding possible bridge
types as Part 1 of the four part design process.
The reader is referred to the “Important Information and Limitations of This Report” which follows the text but
forms an integral part of this document.
1.0
Project Description
The City of Kingston has initiated an Environmental Assessment (EA) to evaluate the need for and the feasibility
of implementing additional transportation capacity across the Cataraqui River in Kingston, Ontario. The
recommended crossing alignment (i.e., Option 4A), is at the John Counter Boulevard and Gore Road alignment,
with a bridge as the preferred crossing solution (see Key Plan, Figure 1).
The recommended crossing represents the most central crossing location within the EA study area. The crossing
will connect to existing transportation infrastructure via John Counter Boulevard on the west bank and Gore
Road on the east bank. The preferred bridge alignment solution developed during Stage 1 indicates that a
proposed shore-to-shore crossing would likely consist of multiple spans of either 50 to 100 metres.
The elevation of Cataraqui River water level at the crossing location is at about 74.2 metres. The water depth is
generally shallow (ranges from 1.2 to 1.5 metres), except at the dredged navigable channel, where the water
depth increases to about 4.5 metres. The river width at the crossing is about 1 kilometre from shore-to-shore.
Golder Associates Ltd.
32 Steacie Drive, Kanata, Ontario, Canada K2K 2A9
Tel: +1 (613) 592 9600 Fax: +1 (613) 592 9601 www.golder.com
Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
2.0
2.1
(Rev. 1)
December 20, 2010
Subsurface Investigations
Previous Investigation
As part of the previous EA study, Strata Engineering Corp (Strata) carried out a preliminary geotechnical
investigation along the John Counter Boulevard and Gore Road crossing alignment and the results of that
investigation were presented in a report titled “Preliminary Geotechnical Report, Cataraqui River Crossing, City
of Kingston and Township of Pittsburgh”, dated, April 30, 1991. This investigation consisted of four boreholes
and three cone tests; the locations of the boreholes and cone tests are shown on Figure 2 (Site Plan).
The boreholes from the Strata investigation were extended to depths ranging from about 20 to 39 metres below
the river water level. The boreholes were terminated upon encountering refusal to augering due to either very
dense glacial till or the bedrock surface. No bedrock coring was completed in any of the boreholes.
The preliminary borehole logs from this investigation are attached to this memorandum.
2.2
Current Investigation
The current investigation included both a geotechnical subsurface investigation and a geophysical survey. The
current geotechnical investigation amended the existing subsurface data by advancing three boreholes through
the overburden soils and into the underlying bedrock at the select locations on the river banks and within the
river. The purpose of the geophysical survey was to delineate the bedrock surface along a proposed bridge
alignment. The geophysical survey provides a cross section of electrical resistance using an electrical resistivity
imaging (ERI) survey, the results from which are interpreted into subsurface strata. The ERI survey results were
adjusted to best match the results of the current and previous geotechnical boreholes.
2.2.1
Geotechnical Investigation
The field work for the current geotechnical investigation was carried out between August 5 and August 13, 2010.
During this period, a total of three boreholes (Boreholes 10-1 to 10-3) were put down at the locations shown on
Figure 2. The borehole locations and the ground surface elevation were determined by Golder using a Trimble
R8 GPS equipment. The boreholes were located to best supplement the available subsurface information from
the 1991 Strata investigation. The boreholes were advanced using a CME 75 track-mounted drill rig for the land
drilling and a pontoon barge-mounted drill rig for the over water drilling. Both drill rigs were supplied and
operated by Marathon Drilling, Ottawa, Ontario.
Borehole 10-2 was put down in the middle of the river waterway. Boreholes 10-1 and 10-3 were put down at the
west and east banks of the Cataraqui River, respectively. All the three boreholes were extended to bedrock
using a hollow stem auger; the bedrock was encountered at shallow depths of about 3.1 and 1.7 metres at
boreholes 10-1 and 10-3 respectively, and at a depth of about 37.1 metres at borehole 10-2. Bedrock was cored
to a depth of about 12 metres below existing ground surface at boreholes 10-1 and 10-3 and about 46 metres
below the river water level at borehole 10-2 using rotary drilling methods. Sampling (using thin-walled Shelby
tube sampler) and in situ testing (SPT and undrained Shear Strength using a vane shear device) were
performed within each of the boreholes.
The field work was supervised on a full-time basis by members of Golder’s staff who located the boreholes in the
field, directed the drilling, sampling, in situ testing operations and logged the boreholes. The soil and bedrock
samples were identified in the field, placed in labelled containers and transported to Golder’s laboratories in
Ottawa and Mississauga and Queens University Rock Laboratory for further examination and laboratory testing.
All the laboratory tests were carried out to MTO and/or ASTM Standards as appropriate. Three selected soil
2/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
samples from the three boreholes were submitted to Exova Accutest Laboratories Ltd. for chemical analysis
related to potential corrosion of buried steel elements and potential sulphate attack on buried concrete elements.
Monitoring wells were sealed into boreholes 10-1 and 10-3 to allow subsequent measurement of the stabilized
groundwater level at the site.
2.2.2
2.2.2.1
Geophysical Survey
Methodology
The geophysical survey consisted of an electrical resistivity imaging (ERI) survey. The ERI survey measures the
electrical resistivity (reciprocal of conductivity) of the subsurface to infer rock/soil types, stratigraphy and soil
conditions. The physical principles for this technique are the same as those established for direct-current (DC)
resistivity, in which the apparent resistivity of the subsurface is calculated for increasing electrode separations by
applying a current to the ground using two electrodes and measuring the potential difference (voltage) between
two different electrodes.
Apparent resistivity of the subsurface is calculated from the potential to current ratio multiplied by a constant.
This constant is a function of the electrode spacing and geometry. The depth of investigation possible is also a
function of the electrode separation. Thus, with larger electrode separations, information from greater depths can
be acquired, but at the cost of decreased resolution.
ERI differs from the traditional DC sounding techniques in that a “spread” of electrodes (typically 56, 72 or more)
are staked along a survey line and connected to a resistivity meter by a cable fitted with multiple takeouts. The
resistivity meter is a computer-controlled device consisting of a current supply capable of producing switched +/constant current and a high impedance voltmeter.
A software routine is loaded on to the resistivity meter and the electrodes are switched on and off as required
throughout the measurement process. This equipment and procedure allows for automated collection of highdensity data along the entire spread. As the line of resistivity coverage is continued, cables from the start of the
electrode array are moved (rolled) to the end and measurements are continued. By “leap-frogging” the array
system along the survey line, a semi-continuous pseudo-section of apparent resistivity values versus apparent
depth beneath the profile line can be generated. These data are then inverted to calculate a 2-dimensional
resistivity model for the profile with modelled true depths and resistivity. RES2DINV is the computer program
used to invert the survey data to determine two-dimensional resistivity models of the subsurface.
2.2.2.2
Field Work and Processing
The geophysical field work was carried out by Golder personnel from the Mississauga office between September
1 and September 3, 2010. The surveyed location of the geophysical line is presented on Figure 2. The ERI line
was 1,265 metres long, and extended approximately 100 metres on shore on each side of the river.
The ERI geophysical survey consisted of three steps: survey design, line layout, and ERI surveying. When first
arriving in the field, the ERI line was laid out along the proposed alignment using a dGPS Trimble Geo XH
system. The GPS system provides submeter accuracy, and allowed for efficient measurement of line length and
position. The IRIS Syscal Pro Switch 120 resistivity meter was used to perform the ERI survey. The resistivity
data were collected using a Wenner type of electrode array and an electrode separation (‘a’ spacing) of 5
metres. The maximum depth of investigation was approximately 80 metres below ground surface. On the river,
the resistivity cables were laid along the bottom of the river with the use of lead weights. On land, a salt water
solution was applied to each planted electrode to decrease contact resistance with the ground. Prior to starting
the ERI survey a continuity check and contact resistance check was made for all electrodes. Contact
3/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
resistances at the electrodes during the survey were typically 1,500 ohms or less, which is considered excellent
for surveying.
The elevations along the underwater portion of the ERI line were extracted from contour maps provided by J.L.
Richards & Associates Ltd, using the dGPS positions collected along the geophysical line at the time of the
survey. The topographic data on land were measured at the time of the ERI survey using a survey level and tied
to water elevation. Topographic data were combined with the ERI data to include topography along the line in
the model results. The ERI survey results were modelled using the inversion program RES2DINV, (an inversion
algorithm coded by M.H. Loke and distributed by Geotomo Software) to produce true depth versus resistivity
sections.
The ERI models were contoured using the Surfer Surface Mapping System (Golden Software) using a Kriging
algorithm and a cell size of 2.5 metres. The contoured models were then imported to AutoCAD (Autodesk Inc.)
for interpretation and presentation.
2.2.2.3
Interpreted Results
The interpreted ERI survey results are presented on Figures 4 and 5. For presentation purposes a three times
vertical exaggeration was applied to the resistivity section. The geological interpretation is based upon
correlation with borehole information provided at a few locations along the resistivity line. RMS error associated
with the final resistivity inversion, in comparison to the field collected data, was 2.1% after 5 iterations.
Correlating to available borehole data, an approximate cut-off value of 40 ohm-metre was used to distinguish
bedrock layer from the overlying less resistive materials.
The interpreted bedrock profile is presented as a high resistivity layer, with resistivities typically greater than 40
ohm-metres. The interpreted overburden is presented in the ERI data as a low resistivity layer, with resistivities
typically less than 40 ohm-metres. For the ERI line, the lowest resistivity values correspond to the silty and
clayey soils while the highest resistivity values corresponding to the limestone bedrock, observed in Boreholes
10-1 and 10-3, and the Precambrian bedrock observed in Borehole 10-2.
Several borehole logs are available within the geophysical study area but only a few of them are located in the
immediate vicinity (within 20 metres) of the ERI line allowing direct correlation with the local resistivity sections.
Boreholes located over fifty metres away from the ERI line have been added to the interpreted sections but were
not used to interpret the geophysical data. Overall a good correlation was observed between the findings from
the resistivity survey and the depth to bedrock as determined by the boreholes located in the vicinity of the ERI
line.
The bedrock surface appears to be variable across the site. The bedrock is exposed or near surface on both
sides of the river. Below the river, the depth to bedrock is greatest at a distance of approximately 320 metres
along the ERI survey line, with a depth of approximately 40 metres below the river bottom.
Our understanding of the geology of the area suggests that the limestone, present on the banks of the river, is
underlain by a thin (3 to 5 metre thick) layer of Shadow Lake shale. Our interpretation of the resistivity profile
indicates that Precambrian rock is likely present beneath the shale across the whole site.
There are two zones where low resistivity is observed within the bedrock beneath the river, centred at distances
of 320 and 970 metres along the survey line. These areas are presented on Figure 5, where the contour
intervals have been reduced to better illustrate these areas. These may represent zones of fractured or faulted
bedrock.
4/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
2.2.2.4
(Rev. 1)
December 20, 2010
Survey Limitations
The ERI data were processed using inverse modelling package that fit the ‘best’ model representation of the
subsurface to match the field collected data. Theoretically, in inverse modelling, there are an infinite number of
models that could equally well fit with any collected field data. The inversion algorithm used works on the
principle of fitting the smoothest model to the data, using the minimum number of model layers. This has, in
practice, been found to provide the best estimate of the true ground profile, which has been verified for a number
of sites by other testing means. It should, however, be recognized that it is possible that the models presented in
this report do not reflect the true resistivity/velocity structure of the ground. The models also have to assume a
two dimensional model, and could be affected by sharp changes in ground conditions in proximity to the survey
lines.
3.0
3.1
Site Geology And Stratigraphy
Geology
Based on a geology assessment of the Kingston area by B.A. Liberty1, the City of Kingston is situated on the
northeast edge of the Palaeozoic Plain of the Lake Ontario homocline. To the north and east of the City of
Kingston is the Frontenac Axis, a low-lying, eastward trending ridge of Precambrian intrusive and
metamorphosed sediments of the Grenville structural province of the Canadian Shield. The Frontenac Axis
crosses the St. Lawrence River in the Thousand Island region and extends southeast ward to the Adirondack
Mountains of New York State thereby separating the strata of the Ottawa-St. Lawrence plain from the Southern
Ontario plain.
Overlying the Precambrian surface are consolidated Palaeozoic sediments of the Late Cambrian to Middle
Ordovician Periods. The Palaeozoic stratigraphy consists of a sedimentary sequence including basal
conglomerates, sandstones, shales and carbonaceous rocks. These lithologies suggest that during Cambrian
and Early Ordovician times, the Precambrian Shield was inundated by shallow, westward transgressing seas in
which deposits are a lithostratigraphic unit consisting of the Potsdam and Shallow Lake Formations, and are in
turn overlain by marine carbonates which are indicative of increased water depths during the Middle Ordovician
time. The carbonate sequence, collectively known as the Simcoe Group, is represented in the Kingston
Township by the Gull River Formation.
The Precambrian bedrock underlying the project location consists of Grenville Supergroup Clastic
Metasediments which are intruded by younger granitic rocks and diabase/andesitic dykes. The Grenville
Supergroup Clastic Metasediments includes crystalline limestone interlayered quartzite and marble, quartzite,
several types of gneiss, pyroxene granulite, migmatite, gabbro, pegmatite, red granite, monzonite.
The Precambrian basement rocks are overlain unconformably by the Cambro-Ordovician Potsdam Formation
which consists of sandstone and siltstone of variable thickness. Lying unconformably above the Potsdam
formation is a series of shales, sandstones and arkoses of the Middle Ordovician Shadow Lake Formation. The
Potsdam and Shadow Lake formations are indicated to be of limited thickness, are frequently referred to as the
basal clastic unit and are commonly absent on and adjacent to Precambrian highs.
1
Liberty, B,A,, “Palaeozoic Geology of Wolfe Island, Bath, Sydenham and Gananoque Map-Areas, Ontario: Geological Survey of Canada”, Paper 70-35, 12p. , 1971. Accompanied by
Maps 17-1970, 18-1970, 19-1970 and 20-1970.
5/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
The remainder of the overlying Paleozoic sedimentary sequence consists of the Gull River Formation, which
mainly consists of limestone. This formation underlies the entire City with the exception of the Precambrian
highs and the Potsdam/Shadow Lake Formations exposures.
The surficial geologic mapping produced by the Ontario Geologic Survey (OGS) shows that bedrock is quite
shallow across the study area. Where overburden is present, it consists mostly of post glacial silts and clays.
This mapping also shows that much of the Cataraqui River bank south of Highway 401 and north of Weller
Avenue in Kingston are lined with organic deposits.
At the proposed crossing, it appears from the borehole data and geophysical survey that the river banks consist
of limited thicknesses of overburden glacial soils overlying limestone of the Gull River Formation which is
underlain by a relatively thin layer of shale from the Shadow Lake Formation. Underlying these bedrock
formations at the river banks and underlying the thick overburden soils within the river is the basement
Precambrian bedrock.
3.2
Stratigraphy
The subsurface conditions along the selected alignment is further defined based on the three boreholes from the
current investigation, the ERI survey and seven test holes (both boreholes and cone tests) from the 1991 Strata
investigation. The detailed subsurface soil and groundwater conditions encountered in the boreholes from the
current and previous investigations are given on the attached Record of Borehole sheets.
In summary, from the published Ontario Geological Survey mapping and borehole data from both investigations
and the ERI survey within the preferred alignment, the subsurface conditions along the alignment consist of
overburden soils that vary from limited thickness (2 to 3 metres) at the river banks to about 40 metres within the
river. Along the banks, the overburden consists of fill over peat over silty clay or glacial till. Within the river, the
overburden consists of peat over silty clay. The overburden is, in turn, underlain by either limestone from the Gull
River formation or Precambrain bedrock. The bedrock surface is at an elevation of about 73 and 76 metres at
the east and west banks and dips to elevations ranging from about 30 to 55 metres within the river. A more
detailed description of the subsurface conditions encountered in the boreholes and the ERI survey is provided in
the following sections.
3.2.1
Topsoil and Fill
At borehole 10-1, a layer of fill consisting of silty sand to sandy silt with some gravel, trace clay, cobbles and
organic matter was encountered. The thickness of the fill is about 1.5 metres. At borehole 10-3, a layer of topsoil
was encountered at the existing ground surface and is about 0.15 metres thick.
3.2.2
Organic Soil
Beneath the fill layer at borehole 10-1 and at the floor of the river, a layer of organic soil was encountered. The
organic soil is fibrous and includes peat and organic silt with trace to some sand, rootlets. The thickness of the
organic soil generally varies from about 0.8 to 2.2 metres with the exception of borehole NB 2 (from 1991 Strata
investigation), where the organic soil is about 6.4 metres thick. With the exception of the surface topsoil, no
organic soil was encountered at borehole 10-3 at the east bank.
3.2.3
Silty Clay
The organic soils are underlain by a deposit of silty clay, which thickens away from the river banks toward the
centre of the river channel. The silty clay was, however, not encountered at borehole 10-3. The silty clay extends
to depths ranging from about 3 metres at borehole 10-1 (west bank) to about 39 metres at borehole NB2 (at
about the centre of the river channel). The surface of the silty clay deposit within the river was generally
6/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
encountered at elevations ranging from about 71.1 to 72.6 metres, with the exception of borehole NB2, where
the surface of the silty clay was encountered at elevation 66.8 metres, due to presence of relatively thicker
organic soil. At the west bank, the silty clay is about 0.8 metres thick and its surface is at elevation 73.4 metres.
The upper 4 to 6 meters of the silty clay deposit is grey-brown in colour and shows signs of weathering. The
measured SPT “N” values in this portion of the deposit were between 2 and 16 blows per 0.3 metres of
penetration and these results indicate that this upper silty clay layer has a firm to very stiff consistency.
The silty clay below the depth of weathering is grey in colour. Typically, the results of in situ vane testing carried
out in the boreholes indicate measured undrained shear strengths ranging from about 40 to 95 kilopascals.
However, uncharacteristically low unconfined compression and undrained strength values of 20 and 25
kilopascals were reported in boreholes NB2 and NB3 respectively located at elevations between 60 and 63
metres.
3.2.4
Glacial Till
The topsoil at borehole 10-3 (east bank) and the native clay deposit at boreholes NB3 and NB4 (just west of the
east bank) are underlain by glacial till. At borehole 10-3, the glacial till layer was encountered at a shallow depth
and was fully penetrated to a depth of 1.7 metres. At boreholes NB3 and NB4, the glacial till layer (about 0.6
and 1.7 metres thick, respectively) was encountered at a greater depth.
The glacial till is considered to be a heterogeneous mixture of gravel, cobbles, and boulders in a matrix of sandy
silt or silty sand. Only limited standard penetration testing was possible in the till deposit due to the presence of
cobbles and boulders. The “N” values obtained from the limited testing possible ranged from 38 to greater than
50 blows per 0.3 metres indicating a dense state of packing. The higher blow counts likely reflect the presence of
the cobbles and boulders in the deposit.
3.2.5
Refusal
Practical refusal to augering was encountered at all the boreholes, the details of which are given in the following
table.
Borehole
Number
Existing Ground/Water
Surface Elevation (m)
Depth to Auger
Refusal (m)
Auger Refusal Surface
Elevation (m)
10-1
75.7
3.1
72.6
NB1
74.6
21.3
53.3
NB2
74.6
38.8
35.8
10-2
74.6
37.1
37.5
NB3
74.6
22.1
52.5
NB4
74.6
19.8
54.8
10-3
78.1
1.7
76.4
Note: Elevations are Geodetic
3.2.6
Bedrock
Bedrock underlies the glacial till along the river banks and underlies the silty clay deposit within the river.
Bedrock was proven in boreholes 10-1, 10-2 and 10-3. The bedrock encountered consists of limestone at both
river banks (i.e., boreholes 10-1 and 10-3). Within the river channel, Gabbro bedrock of the Precambrian
7/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
Formation was encountered in borehole 10-2. The surface of the bedrock was encountered at elevation 72.6 and
76.5 metres at the west and east banks (boreholes 10-1 and 10-3, respectively) and at elevation 37.5 metres within
the river channel (at borehole 10-2). As indicated from the ERI survey, two possible fault lines or areas of
fractured bedrock were indicated approximately 200 to 250 metres from each shoreline.
The general weathering of the rock is slightly weathered to fresh at boreholes 10-1 and 10-3 and entirely fresh at
borehole 10-2. In borehole 10-1, the Rock Quality Designation (RQD) values range from 70 to 100 percent,
generally increasing with depth indicating a good to excellent quality rock. In borehole 10-2, the RQD values
range from 80 to 95 percent, indicating a very good to excellent quality rock. In borehole 10-3, the upper metre
of bedrock has a RQD value of zero percent, an indication of high weathering. Below this weathered zone, the
RQD values increase with depth, ranging from 80 to 100 percent, indicating a very good to excellent quality rock.
The discontinuities observed in the rock core are typically sub-horizontal to sub-vertical.
The unconfined compressive strengths within the limestone core range from 39 to 183 Megapascals, indicating a
medium strong to very strong rock quality. The results of the point load index testing on the limestone cores
gave Is(50) values ranging from 1.7 to 3.8 Megapascals (40 to 91 Megapascals unconfined compression). The
unconfined compressive strengths within the Gabbro (Precambrian) core range from 65 to 373 Megapascals,
indicating a medium strong to extremely strong rock quality. The results of the point load index testing on the
gabbro cores gave Is(50) values ranging from 11.7 to 12.3 Megapascals (280 to 295 Megapascals unconfined
compression).
3.2.7
Groundwater Conditions
Standpipes were installed in borehole 10-1 and 10-2, sealed within the bedrock. The water levels measured in
the standpipes are summarized in the following table:
Borehole
Number
Borehole
Location
Date
Depth Below Existing
Ground Surface (m)
Geodetic
Elevation (m)
10-1
West Bank
August 16, 2010
0.63
75.09
10-3
East Bank
August 16, 2010
3.08
75.06
The water elevation in the river was not measured at the time of drilling but is shown on the 1991 Strata borehole
logs as Elevation 74.6 metres. The water levels recorded in the monitoring wells are generally near the river
water level. It should be expected that the groundwater levels will fluctuate seasonally.
4.0
4.1
Preliminary Design Considerations
Seismic Site Coefficient and Liquefaction Potential
For seismic design purposes, Kingston is listed in Table A3.1.1 of the Canadian Highway Bridge Design Code
(CHBDC) and falls in an Acceleration-related seismic zone, Za, of 2 and a Zonal acceleration ratio of 0.10.
Assuming the bridge crossing would be classified as a Lifeline bridge, the seismic performance zone would be 3
as shown in Table 4.1 of the CHBDC. The Site Coefficient, S, for this site in accordance with Section 4.4.6 of the
CHBDC may be taken as 1.5, consistent with Soil Profile Type III, due to the deep clay deposit within the river.
The silty clay and glacial till soils at this site are not considered to be susceptible to liquefaction under the design
earthquake. This is because of their relatively high fines contents and plasticity. The layer of organic soils below
the river water is however considered to be susceptible to liquefaction under the design earthquake. Considering
8/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
the bridge structure will be founded on bedrock and localized liquefaction of the organic soil, no adverse impact
on the post-liquefaction capacities of the bridge foundation is anticipated.
The possible faults located approximately 200 and 250 metres from each shoreline do not pose any additional
seismic considerations. These faults, if present, are considered inactive. During detailed design, it is
recommended that if foundation elements are proposed nearby these faults, then additional boreholes and
higher resolution geophysical surveys should be carried out in these areas to confirm the presence of the faulting
and determine the bedrock conditions at these locations.
4.2
Bridge Foundations
The following foundation types are currently being considered feasible for the proposed bridge structure:



Abutments supported by shallow foundations bearing on the limestone bedrock.
Abutments and piers supported by drilled shafts within the limestone bedrock.
Piers supported by drilled shafts or driven piles to or within the Precambrian bedrock.
Due to the shallow overburden along the banks of the river, driven piles will mostly be too short to develop the
required lateral resistances and therefore this type of foundation is not considered suitable for the abutment and
any piers located on the banks of the river.
Preliminary design guidelines for the feasible foundations are presented in the following sections.
4.2.1
Shallow Foundations on the Bedrock
Shallow foundations bearing on the limestone bedrock may be used for the support of the bridge abutments and
any pier foundations located on the banks of the river. The bedrock surface at the east and west banks are at
relative shallow depths of about 1.7 and 3.1 metres, respectively. Due to the possible presence of frost
susceptible materials in joints and seams within the bedrock, the bedrock is considered to be potentially frost
susceptible. Therefore, the foundations founded directly on the bedrock will require at least 1.6 metres of earth
cover for frost protection purposes.
Spread footings founded on the surface of limestone bedrock, or on mass concrete pad placed on the bedrock
surface and having at least 1.6 metres of earth cover above the bedrock surface may be sized using a
preliminary Ultimate Limit States (ULS) factored bearing resistance of 2,000 kilopascals. Provided the bedrock
surface is properly cleaned of soil at the time of construction, the settlement of footings sized using this factored
bearing resistance should be negligible, and therefore Serviceability Limit States (SLS) need not be considered.
The rock bearing surface should be inspected by qualified geotechnical personnel to confirm that the surface has
been acceptably cleaned of soil, and that weathered or excessively fractured bedrock has been removed.
The geotechnical resistances provided herein are given under the assumption that the loads will be applied
perpendicular to the surface of the footings. Where the load is not applied perpendicular to the surface of the
footing, inclination of the load should be taken into account in accordance with Section 6.7.4 of the CHBDC.
4.2.2
Drilled Shaft Foundations
Drilled shafts socketed into the underlying bedrock may be used for support of the bridge abutments and pier
foundations along the entire bridge crossing. Based on bedrock depths along the preferred alignment, the
bridge abutments will require a relatively shorter length (about 2 to 3 metres) while the pier foundations within
the river will require longer (22 to 40 metres) shaft length, due to the depth of bedrock.
9/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
Considering the limited overburden thickness at the abutment locations, and the varying shear strength of the
clay deposit within the river, it will be necessary to socket the drilled shafts into the bedrock to resist lateral or
seismic forces. The limestone bedrock at the site is expected to be strong and the sockets will have to be
advanced by rock coring or churn drilling. The Precambrian bedrock at the site is expected to be very strong and
the sockets will have to be advanced by rock coring techniques.
For abutments, drilled shafts socketed at least 3 metres into the bedrock should be designed based on endbearing resistance and a factored geotechnical resistance at ULS of 4 Megapascals could be used for
preliminary design discussions. For piers within the river, very limited inspection of the bottom of the drilled shaft
will be feasible, therefore it is recommended the drilled shafts within the river be designed based on the side-wall
resistance of the rock socket only. For preliminary design discussions, the unit side-wall resistance can be taken
as 1,500 kilopascals in limestone bedrock. Higher resistance is available in the Precambrian bedrock, which
requires further investigation to determine the limits of the limestone and Precambrian within the river.
SLS resistances do not apply to drilled shafts founded on or socketed into the bedrock, since the SLS resistance
for 25 millimetres of settlement is greater than the factored axial geotechnical resistance at ULS.
For foundation elements near or at the two possible fault zones, lower bedrock quality should be anticipated.
Therefore, additional depths for the foundation elements should be anticipated to achieve the required
foundation resistances.
4.2.3
Driven Pile Foundations
For piers located within the river channel, where the overburden is thick, foundations could be supported on
driven steel H-piles or thick walled pipe piles. It may be necessary to socket the piles into the bedrock to resist
lateral or seismic forces.
For an HP 310 x 110 pile driven to bedrock or socketed at least 1 metre into the bedrock as discussed above, a
factored axial geotechnical resistance at ULS of 1,500 kilonewtons may be used for design. This value
represents a structural limitation for the piles rather than a geotechnical limitation. The geotechnical resistance at
SLS for 25 millimetres of settlement will be greater than the factored axial resistance at ULS, since the bedrock
is considered to be an unyielding material; as such, ULS conditions will govern for this foundation type.
Within the river channel, the overburden above the bedrock may be relied upon for limited uplift resistance. The
buoyant weight of the overburden must be used in this calculation.
4.3
4.3.1
Lateral resistances
Shallow Foundation
Resistance to lateral forces/sliding resistance between the concrete footings and bedrock should be calculated in
accordance with Section 6.7.5 of the CHBDC. The coefficient of friction, tan δ, may be taken as 0.7 for cast-inplace concrete footings constructed on bedrock. This represents an unfactored value; in accordance with the
CHBDC, a resistance factor of 0.8 is to be applied in calculating the horizontal resistance. If necessary, sliding
resistance can be supplemented by doweling or keying the footings into bedrock. Further guidance on dowels
will be provided in a subsequent geotechnical report, which will be prepared once conceptual plans are
available.
4.3.2
Piles and Drilled Shaft Foundations
For preliminary discussions, if vertical piles or drilled shafts are used to resist lateral loading then the horizontal
reaction to the piles/ drilled shaft can be calculated from the expression:
10/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
ks = z nh/d
Where:
ks =
Coefficient of horizontal subgrade reaction (MPa/m);
d
Pile or drilled shaft diameter or width (m);
=
nh =
Constant of horizontal subgrade reaction (MPa/m),
use 3 MPa/m for clay overburden and 16 MPa/m for bedrock ; and,
z
Depth below ground surface (m).
=
Greater detail, including p-y curves, will be provided for the subsurface materials, once preliminary foundation
information including type and size has been provided.
4.4
Causeway and Approach Embankments
As an alternative to bank-to-bank bridge construction, consideration may be given to the construction of a
causeway, which would be a relatively economical option. However, this option would require placing fill within
the water way and consequently ecological and soil settlement issues have to be considered at the preliminary
design stage.
Assuming a maximum fill height of 4 metres above prevailing water level (Elevation 74.2 metres), water depth of
1 metre and thickness of organics varies from 1 to 6 metres, the total fill height above the clay stratum would
vary from 6 to 12 metres for the prevailing water level.
4.4.1
Settlements
Based on the available subsurface information, the construction of a rock fill causeway (unit weight of 21.5
kN/m3) would exceed the preconsolidation pressure of the underlying clay and cause long term settlements. The
estimated settlements are in the order of 300 to 500 millimetres of settlement. Certain techniques are available
to mitigate this settlement, such as preloading and/or use of light weight fill materials.
The settlement of the underlying silty clay at the west bank under an approach embankment at about elevation
83 metres (7.5 metre high embankment) will not exceed the preconsolidation pressure of the clay, therefore
consolidation settlement is in the order of 30 to 50 millimetres. This is based on the assumption that the
overlying fill and organic materials have been excavated and replaced with suitable embankment material.
At the east bank, no fine grained soils were encountered; therefore only immediate or elastic settlement is
anticipated under the approach embankments. The elastic settlement is anticipated to be less than 25
millimetres. This assessment was based on the approach embankment being 7 metres in height and at
approximately elevation 85 metres. Settlement within the embankment fill will also occur and will be additional to
the above.
4.4.2
Slope Stability
Typical approach embankment fills are anticipated to be stable at 2H:1V side slopes, but further investigation is
needed to better define the subsurface conditions along the preferred alignment.
If a causeway option is pursued, then 3H:1V side slopes will be needed to provide global stability within the
causeway and the underlying silty clay.
4.5
Groundwater Controls
Groundwater in the boreholes from the current investigation was encountered near the river level. Excavations
at and below the groundwater level through the granular fill on the west bank and through glacial tills on the east
11/12
09-1121-0016
Dan Lalande, P.Eng.
J.L. Richards & Associates Limited
(Rev. 1)
December 20, 2010
bank could require significant dewatering operations. Sheet piling and other means of controlling the inflow of
groundwater near the river banks may be necessary. Excavation further away from the river may require less
control measures and is anticipated to be handled by convention sumps and pumps.
4.6
Corrosion and Cement Type
Three samples of soil from boreholes 10-1, 10-2 and 10-3 were submitted to Exova Accutest Laboratories Ltd.
for chemical analysis related to potential corrosion of exposed buried steel and concrete elements (corrosion and
sulphate attack). The results indicate that concrete made with Type GU Portland cement should be acceptable
for substructures. The results also indicate a moderately high potential for corrosion of exposed ferrous metal.
5.0
Closure
We trust this technical memorandum provides sufficient subsurface information and preliminary design
guidelines to aid the current design stage. A subsequent geotechnical report will be prepared once conceptual
plans are available.
This report is intended to assist in planning and preliminary design only. Detailed geotechnical and hydrogeological investigations and reporting will be required for the detailed design stage. If you have any questions
or comments please contact our office.
Yours truly,
GOLDER ASSOCIATES LTD.
Bruce D. Goddard, P.E., P.Eng.
Senior Geotechnical Engineer
Gerry S. Webb, P.Eng.
Senior Geotechnical Consultant
BDG/GSW/
CC:
Wes Paetkau (J.L. Richards)
Attachments: Important Information and Limitations of This Report
Figure 1 - Key Plan
Figure 2 – Site Plan
Figure 3 – Cross Section A-A’
Figure 4 – ERI Interpreted Survey Results
Figure 5 - ERI Interpreted Possible Fault Zones
List of Abbreviations and Symbols Lithological and Geotechnical Rock Description Terminology
Record of Borehole Sheets, Current Investigation
Explanation of Terms Used in Report (Previous Strata Engineering Corp. Investigation)
Record of Borehole Sheets, Previous Strata Engineering Corp. Investigation
n:\active\2009\1121 - geotechnical\09-1121-0016 jlr cataraqui river ea\geotech\09-1121-0016 tech memo 5 combine geotech & geophysical findings dec 2010.docx
12/12
LIST OF ABBREVIATIONS
The abbreviations commonly employed on Records of Boreholes, on figures and in the text of the report are as follows:
I.
SAMPLE TYPE
AS
BS
CS
DO
DS
FS
RC
SC
ST
TO
TP
WS
DT
Auger sample
Block sample
Chunk sample
Drive open
Denison type sample
Foil sample
Rock core
Soil core
Slotted tube
Thin-walled, open
Thin-walled, piston
Wash sample
Dual Tube sample
II.
PENETRATION RESISTANCE
III.
(a)
Cohesionless Soils
Density Index
(Relative Density)
N
Blows/300 mm
Or Blows/ft.
0 to 4
4 to 10
10 to 30
30 to 50
over 50
Very loose
Loose
Compact
Dense
Very dense
(b)
Cohesive Soils
Cu or Su
Consistency
Standard Penetration Resistance (SPT), N:
The number of blows by a 63.5 kg. (140 lb.)
hammer dropped 760 mm (30 in.) required
to drive a 50 mm (2 in.) drive open
Sampler for a distance of 300 mm (12 in.)
DD- Diamond Drilling
Dynamic Penetration Resistance; Nd:
The number of blows by a 63.5 kg (140 lb.)
hammer dropped 760 mm (30 in.) to drive
Uncased a 50 mm (2 in.) diameter, 600 cone
attached to “A” size drill rods for a distance
of 300 mm (12 in.).
PH:
PM:
WH:
WR:
SOIL DESCRIPTION
Sampler advanced by hydraulic pressure
Sampler advanced by manual pressure
Sampler advanced by static weight of hammer
Sampler advanced by weight of sampler and
rod
Peizo-Cone Penetration Test (CPT):
An electronic cone penetrometer with
a 600 conical tip and a projected end area
of 10 cm2 pushed through ground
at a penetration rate of 2 cm/s. Measurements
of tip resistance (Qt), porewater pressure
(PWP) and friction along a sleeve are recorded
Electronically at 25 mm penetration intervals.
Kpa
0 to 12
12 to 25
25 to 50
50 to 100
100 to 200
Over 200
Very soft
Soft
Firm
Stiff
Very stiff
Hard
Psf
0 to 250
250 to 500
500 to 1,000
1,000 to 2,000
2,000 to 4,000
Over 4,000
IV.
SOIL TESTS
w
wp
w1
C
CHEM
CID
CIU
water content
plastic limited
liquid limit
consolidaiton (oedometer) test
chemical analysis (refer to text)
consolidated isotropically drained triaxial test1
consolidated isotropically undrained triaxial test
with porewater pressure measurement1
relative density (specific gravity, Gs)
direct shear test
sieve analysis for particle size
combined sieve and hydrometer (H) analysis
modified Proctor compaction test
standard Proctor compaction test
organic content test
concentration of water-soluble sulphates
unconfined compression test
unconsolidated undrained triaxial test
field vane test (LV-laboratory vane test)
unit weight
DR
DS
M
MH
MPC
SPC
OC
SO4
UC
UU
V

Note:
1. Tests which are anisotropically consolidated prior
shear are shown as CAD, CAU.
Golder Associates
LIST OF SYMBOLS
Unless otherwise stated, the symbols employed in the report are as follows:
I.
GENERAL
(a) Index Properties (cont’d.)
= 3.1416

ln x, natural logarithm of x
log10 x or log x, logarithm of x to base 10
g
Acceleration due to gravity
t
time
F
factor of safety
V
volume
W
weight
w
w1
wp
Ip
ws
IL
Ic
emax
emin
ID
II.
STRESS AND STRAIN



v



'
'vo
123

u
E
G
K
shear strain
change in, e.g. in stress:
 '
linear strain
volumetric strain
coefficient of viscosity
Poisson’s ratio
total stress
effective stress (' = ''-u)
initial effective overburden stress
principal stresses (major, intermediate,
minor)
mean stress or octahedral stress
= (1+2+3)/3
shear stress
porewater pressure
modulus of deformation
shear modulus of deformation
bulk modulus of compressibility
III.
SOIL PROPERTIES
oct
(a) Index Properties
()
d(d)
w(w)
s(s)
'
DR
e
n
S
*
bulk density (bulk unit weight*)
dry density (dry unit weight)
density (unit weight) of water
density (unit weight) of solid particles
unit weight of submerged soil ('=-w)
relative density (specific gravity) of
solid particles (DR= ps/pw) formerly (Gs)
void ratio
porosity
degree of saturation
Density symbol is p. Unit weight
symbol is  where =pg(i.e. mass
density x acceleration due to gravity)
water content
liquid limit
plastic limit
plasticity Index=(w1-wp)
shrinkage limit
liquidity index=(w-wp)/Ip
consistency index=(w1-w)/Ip
void ratio in loosest state
void ratio in densest state
density index-(emax-e)/(emax-emin)
(formerly relative density)
(b) Hydraulic Properties
h
q
v
i
k
j
hydraulic head or potential
rate of flow
velocity of flow
hydraulic gradient
hydraulic conductivity (coefficient of permeability)
seepage force per unit volume
(c) Consolidation (one-dimensional)
Cc
Cr
Cs
Ca
mv
cv
Tv
U
'p
OCR
compression index (normally consolidated range)
recompression index (overconsolidated range)
swelling index
coefficient of secondary consolidation
coefficient of volume change
coefficient of consolidation
time factor (vertical direction)
degree of consolidation
pre-consolidation pressure
Overconsolidation ratio='p/'vo
(d) Shear Strength
pr
'


c'
cu,su
p
p'
q
qu
St
peak and residual shear strength
effective angle of internal friction
angle of interface friction
coefficient of friction=tan 
effective cohesion
undrained shear strength (=0 analysis)
mean total stress (1+3)/2
mean effective stress ('1+'3)/2
(1-3)/2 or ('1-3)/2
compressive strength (1-3)
sensitivity
Notes: 1. =c'' tan '
2. Shear strength=(Compressive strength)/2
Golder Associates
LITHOLOGICAL AND GEOTECHNICAL ROCK DESCRIPTION TERMINOLOGY
WEATHERING STATE
CORE CONDITION
Fresh: no visible sign of weathering
Total Core Recovery
Faintly Weathered: weathering limited to the surface of
major discontinuities.
The percentage of solid drill core recovered regardless of quality
or length, measured relative to the length of the total core run.
Slightly weathered: penetrative weathering developed on
open discontinuity surfaces but only slight weathering of rock
material.
Solid Core Recovery (SCR)
Moderately weathered: weathering extends throughout the
rock mass but the rock material is not friable
The percentage of solid drill core, regardless of length,
recovered at full diameter, measured relative to the length
of the total core run.
Rock Quality Designation (RQD)
Highly weathered: weathering extends throughout rock
mass and the rock material is partly friable.
Completely weathered: rock is wholly decomposed and in a
friable condition but the rock texture and structure are
preserved.
BEDDING THICKNESS
Description
Very thickly bedded
Thickly bedded
Medium bedded
Thinly bedded
Very thinly bedded
Laminated
Thinly laminated
The percentage of solid drill core, greater than 100 mm length,
recovered at full diameter, measured relative to the length of the
total core run. RQD varies from 0% for completely broken core
100% for core in solid sticks.
DISCONTINUITY DATA
Fracture Index
Bedding Plane
Spacing
>2 m
0.6 m to 2m
0.2 m to 0.6 m
60 mm to 0.2 m
20 mm to 60 mm
6 mm to 20 mm
<6 mm
A count of the number of discontinuities (physical separations)
in the rock core, including both naturally occurring fractures
and mechanically induced breaks caused by drilling.
Dip with Respect to (W.R.T.) Core Axis
The angle of the discontinuity relative to the
axis (length) of the core. In a vertical
borehole a discontinuity with a 900 angle is horizontal.
Description and Notes
JOINT OR FOLIATION SPACING
Description
Very wide
Wide
Moderately close
Close
Very close
Spacing
>3 m
1–3m
0.3 – 1 m
50 – 300 mm
<50 mm
An abbreviated description of the discontinuities, whether
naturally occurring separations such as fractures, bedding
planes and foliation planes or mechanically induced features
caused by drilling such as ground or shattered core and
mechanically separated bedding or foliation surfaces.
Additional information concerning the nature information
concerning the nature of fracture surfaces and infillings are
also noted.
GRAIN SIZE
Term
Very Coarse Grained
Coarse Grained
Medium Grained
Fine Grained
Very Fine Grained
Note: *Grains >60 microns diameter are
visible to the naked eye.
O:\ Templates\Rock Description
Terminology
Size*
>60 mm
2 – 60 mm
60 microns - 2mm
2 – 60 microns
<2 microns
Abbreviations
B–
FOCL SH VNF COJFRMF ABPBLII
Bedding
Foliation/Schistosity
Cleavage
Shear Plane/Zone
Vein
Fault
Contact
Joint
Fracture
Mechanical
Angular
Bedding Plane
Blast Induced
Parallel To
Perpendicular To
Golder Associates
CaPSSMRSTPLFLUEWCHSLTCASTR-
Calcite
Polished
Slickensided
Smooth
Ridged/Rough
Stepped
Planar
Flexured
Uneven
Wavy
Curved
Hackly
Sludge Coated
To Core Axis
Stress Induced
RECORD OF BOREHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
10-1
SHEET 1 OF 2
DATUM: Geodetic
BORING DATE: Aug. 5, 2010
Power Auger
2
200mm Diam. (Hollow Stem)
1
3
Grey crushed stone (FILL)
Black silty sand, some gravel, ash and
rust, trace clay (FILL)
Loose to very loose brown to dark brown
sandy silt, some gravel, clay, cobbles
and organic matter (FILL)
Very loose black to dark brown clayey
silt, trace sand, organic matter and
rootlets (PEAT)
Stiff grey SILTY CLAY, trace organic
matter and rootlets
Stiff grey brown SILTY CLAY, trace to
some sand, trace gravel, organic matter
and rootlets
Fresh thinly to medium bedded grey
LIMESTONE BEDROCK, with very thinly
bedded black shale layers
Slightly weathered to fresh thinly to
medium bedded dark grey LIMESTONE
BEDROCK
20
40
SHEAR STRENGTH
Cu, kPa
20
40
60
HYDRAULIC CONDUCTIVITY,
k, cm/s
80
QU-
nat V.
rem V.
60
10
80
-6
-5
10
-4
10
-3
10
WATER CONTENT PERCENT
W
Wl
Wp
20
40
60
ADDITIONAL
LAB. TESTING
DYNAMIC PENETRATION
RESISTANCE, BLOWS/0.3m
PIEZOMETER
OR
STANDPIPE
INSTALLATION
80
75.72
0.08
75.21
0.51
Flush mount casing
2 GRAB
Bentonite Seal
3 GRAB
M
1
50
DO
7
4
50
DO
2
5
50
DO
5
6
50
>100
DO
C1
HQ
DD
RC
74.20
1.52
73.43
2.29
73.13
2.59
72.59
3.13
4
5
TYPE
ELEV.
DEPTH
(m)
BLOWS/0.3m
DESCRIPTION
SAMPLES
STRATA PLOT
SOIL PROFILE
GROUND SURFACE
0
PENETRATION TEST HAMMER, 64kg; DROP, 760mm
NUMBER
BORING METHOD
DEPTH SCALE
METRES
SAMPLER HAMMER, 64kg; DROP, 760mm
OC =
14%
Native Backfill and
Sand
MH
PLT
70.84
4.88
Bentonite Seal
HQ
C2
DD
RC
6
UCS
C3
8
HQ Core
Rotary Drill
7
Slightly weathered to fresh dark grey
LIMESTONE BEDROCK, with thinly
laminated black shale layers
Fresh thinly to medium bedded grey
LIMESTONE BEDROCK, with thinly
laminated shale layers
HQ
DD
RC
68.05
7.67
PLT
67.59
8.13
Silica Sand
HQ
C4
DD
RC
9
Fresh thinly to medium bedded dark grey
LIMESTONE BEDROCK, occasional
thinly laminated shale layer
66.37
9.35
10
MIS-BHS 001 0911210016-1500.GPJ GAL-MIS.GDT 12/15/10 JM
11
Fresh thinly to medium bedded grey
LIMESTONE BEDROCK, occasional
thinly laminated shale layer
End of Borehole
12
C5
HQ
DD
RC
C6
HQ
DD
RC
PLT
50mm Diam. PVC
#10 Slot Screen
64.95
10.77
64.01
11.71
UCS
W.L. in screen at
Elev. 75.09m on
Aug. 16, 2010
13
14
15
DEPTH SCALE
1 : 75
LOGGED: R.I.
CHECKED: B.D.G.
RECORD OF DRILLHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
AZIMUTH: ---
Fresh thinly to medium bedded grey
LIMESTONE BEDROCK, with very thinly
bedded black shale layers
1
UE-UNEVEN
W-WAVY
MB-MECH. BREAK
B-BEDDING
VN-VEIN
S-SLICKENSIDED PL-PLANAR
NOTES
WATER LEVELS
INSTRUMENTATION
2
4
6
-6
TYPE AND SURFACE
DESCRIPTION
HYDRAULIC
CONDUCTIVITY
K, cm/sec
10
-5
10
-4
10
-3
10
FRACT.
INDEX
DIP w.r.t.
PER 0.3 CORE AXIS
0
30
60
90
R.Q.D.
%
DISCONTINUITY DATA
5
10
15
20
SOLID
CORE %
80
60
40
20
TOTAL
CORE %
80
60
40
20
RECOVERY
C-CURVED
DIAMETRAL
POINT LOAD
INDEX (MPa)
BC-BROKEN CORE
R-ROUGH
ST-STEPPED
70.84
4.88
100
Bentonite Seal
2
3
100
Slightly weathered to fresh thinly to
medium bedded dark grey LIMESTONE
BEDROCK
FL-FLEXURED
J-JOINT
P-POLISHED
72.59
3.13
4
5
SM-SMOOTH
CL-CLEAVAGE
SH-SHEAR
80
60
40
20
DEPTH
(m)
RUN No.
ELEV.
FR/FX-FRACTURE F-FAULT
100
BEDROCK SURFACE
DATUM: Geodetic
DRILLING CONTRACTOR: Marathon Drilling
PENETRATION RATE
(m/min)
COLOUR
FLUSH
% RETURN
DESCRIPTION
SHEET 2 OF 2
DRILL RIG: CME 75
SYMBOLIC LOG
DRILLING RECORD
DEPTH SCALE
METRES
INCLINATION: -90°
10-1
DRILLING DATE: Aug. 5, 2010
68.05
7.67
Silica Sand
4
100
67.59
8.13
5
100
Slightly weathered to fresh dark grey
LIMESTONE BEDROCK, with thinly
laminated black shale layers
Fresh thinly to medium bedded grey
LIMESTONE BEDROCK, with thinly
laminated shale layers
6
100
8
HQ Core
7
Rotary Drill
6
9
Fresh thinly to medium bedded dark grey
LIMESTONE BEDROCK, occasional
thinly laminated shale layer
66.37
9.35
10
11
Fresh thinly to medium bedded grey
LIMESTONE BEDROCK, occasional
thinly laminated shale layer
End of Borehole
12
50mm Diam. PVC
#10 Slot Screen
64.95
10.77
64.01
11.71
W.L. in screen at
Elev. 75.09m on
Aug. 16, 2010
MIS-RCK 001 0911210016-1500 (ROCK).GPJ GAL-MISS.GDT 12/15/10 JM
13
14
15
16
17
18
DEPTH SCALE
1 : 75
LOGGED: R.I.
CHECKED: B.D.G.
RECORD OF BOREHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
10-2
SHEET 1 OF 5
DATUM: Geodetic
BORING DATE: Aug. 10-13, 2010
WATER
DYNAMIC PENETRATION
RESISTANCE, BLOWS/0.3m
20
40
SHEAR STRENGTH
Cu, kPa
20
40
60
HYDRAULIC CONDUCTIVITY,
k, cm/s
80
QU-
nat V.
rem V.
60
10
80
-6
-5
10
-4
10
ADDITIONAL
LAB. TESTING
TYPE
ELEV.
DEPTH
(m)
BLOWS/0.3m
DESCRIPTION
SAMPLES
STRATA PLOT
SOIL PROFILE
GROUND SURFACE
0
PENETRATION TEST HAMMER, 64kg; DROP, 760mm
NUMBER
BORING METHOD
DEPTH SCALE
METRES
SAMPLER HAMMER, 64kg; DROP, 760mm
-3
10
WATER CONTENT PERCENT
W
Wl
Wp
20
40
60
PIEZOMETER
OR
STANDPIPE
INSTALLATION
80
73.87
0.00
1
Very loose dark brown silt, with organic
matter (PEAT)
2
72.29
1.58
831.8
1
Very stiff grey to grey brown SILTY
CLAY, trace fine sand, rootlets and black
organic mottling
3
4
Very stiff grey brown SILTY CLAY, with
black mottling, numerous grey silty fine
sand seams (Weathered Crust)
5
Very stiff grey brown to dark grey brown
SILTY CLAY (Weathered Crust)
NW Casing
Rotary Drill - Wash Bore
8
Very stiff to stiff grey SILTY CLAY,
occasional grey silty fine sand seams
128
71.00
2.87
2
50
DO
8
3
50
DO
4
4
50
DO
16
5
50
DO
12
6
50
DO
13
7
50
DO
10
8
50
DO
3
9
50
DO
3
10
73
TP
PH
11
50
DO
2
12
50
DO
3
13
50
DO
1
69.80
4.07
68.89
4.98
6
7
50
PM
DO
MH
66.60
7.27
9
10
MIS-BHS 001 0911210016-1500.GPJ GAL-MIS.GDT 12/15/10 JM
11
Stiff grey SILTY CLAY, occasional silty
fine sand seam, occasional area with a
blocky structure
C
63.09
10.78
12
13
14
15
CONTINUED NEXT PAGE
DEPTH SCALE
1 : 75
LOGGED: R.I.
CHECKED: B.D.G.
RECORD OF BOREHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
10-2
SHEET 2 OF 5
DATUM: Geodetic
BORING DATE: Aug. 10-13, 2010
TYPE
ELEV.
DEPTH
(m)
BLOWS/0.3m
DESCRIPTION
SAMPLES
STRATA PLOT
SOIL PROFILE
DYNAMIC PENETRATION
RESISTANCE, BLOWS/0.3m
20
40
SHEAR STRENGTH
Cu, kPa
20
40
60
HYDRAULIC CONDUCTIVITY,
k, cm/s
80
QU-
nat V.
rem V.
60
10
80
-6
-5
10
-4
10
-3
10
WATER CONTENT PERCENT
W
Wl
Wp
20
40
60
ADDITIONAL
LAB. TESTING
PENETRATION TEST HAMMER, 64kg; DROP, 760mm
NUMBER
BORING METHOD
DEPTH SCALE
METRES
SAMPLER HAMMER, 64kg; DROP, 760mm
PIEZOMETER
OR
STANDPIPE
INSTALLATION
80
--- CONTINUED FROM PREVIOUS PAGE ---
15
Stiff grey SILTY CLAY, occasional silty
fine sand seam, occasional area with a
blocky structure
16
14
50
DO
15
50
WH
DO
16
73
TP
PH
17
73
TP
PH
18
50
WR
DO
19
50
WR
DO
20
50
WR
DO
21
50
WR
DO
22
50
WR
DO
23
50
WR
DO
1
17
18
19
20
FC
23
NW Casing
22
Rotary Drill - Wash Bore
21
MH
24
25
MIS-BHS 001 0911210016-1500.GPJ GAL-MIS.GDT 12/15/10 JM
26
27
28
29
30
CONTINUED NEXT PAGE
DEPTH SCALE
1 : 75
LOGGED: R.I.
CHECKED: B.D.G.
RECORD OF BOREHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
10-2
SHEET 3 OF 5
DATUM: Geodetic
BORING DATE: Aug. 10-13, 2010
DYNAMIC PENETRATION
RESISTANCE, BLOWS/0.3m
20
40
SHEAR STRENGTH
Cu, kPa
20
40
60
HYDRAULIC CONDUCTIVITY,
k, cm/s
80
QU-
nat V.
rem V.
60
10
80
-6
-5
10
-4
10
-3
10
WATER CONTENT PERCENT
W
Wl
Wp
20
40
60
PIEZOMETER
OR
STANDPIPE
INSTALLATION
80
--- CONTINUED FROM PREVIOUS PAGE ---
30
Stiff grey SILTY CLAY, occasional silty
fine sand seam, occasional area with a
blocky structure
31
32
Stiff grey CLAYEY SILT, trace sand,
occasional area with a blocky structure
NW Casing
Rotary Drill - Wash Bore
33
34
TYPE
ELEV.
DEPTH
(m)
BLOWS/0.3m
DESCRIPTION
SAMPLES
STRATA PLOT
SOIL PROFILE
ADDITIONAL
LAB. TESTING
PENETRATION TEST HAMMER, 64kg; DROP, 760mm
NUMBER
BORING METHOD
DEPTH SCALE
METRES
SAMPLER HAMMER, 64kg; DROP, 760mm
Stiff grey CLAYEY SILT to SILTY CLAY,
occasional to numerous silty fine sand
seams
24
50
WR
DO
25
50
WR
DO
26
50
DO WR
27
50
WR
DO
28
50
WR
DO
41.75
32.12
40.84
33.03
35
36
37
Weathered BEDROCK
Fresh black GABBRO BEDROCK
38
36.81
37.06
50
36.14
29
>100
37.73 C1 DO DD
NQ
RC
UCS
NQ
C2
DD
RC
39
PLT
40
NQ
C3
DD
RC
42
NQ Core
MIS-BHS 001 0911210016-1500.GPJ GAL-MIS.GDT 12/15/10 JM
41
Rotary Drill
UCS
Precambrian Formation
C4
NQ
DD
RC
PLT
43
UCS
NQ
C5
DD
RC
44
PLT
C6
NQ
DD
RC
45
CONTINUED NEXT PAGE
DEPTH SCALE
1 : 75
LOGGED: R.I.
CHECKED: B.D.G.
RECORD OF BOREHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
10-2
SHEET 4 OF 5
DATUM: Geodetic
BORING DATE: Aug. 10-13, 2010
TYPE
ELEV.
DEPTH
(m)
BLOWS/0.3m
DESCRIPTION
SAMPLES
STRATA PLOT
SOIL PROFILE
DYNAMIC PENETRATION
RESISTANCE, BLOWS/0.3m
20
40
SHEAR STRENGTH
Cu, kPa
20
40
60
HYDRAULIC CONDUCTIVITY,
k, cm/s
80
QU-
nat V.
rem V.
60
10
80
-6
-5
10
-4
10
-3
10
WATER CONTENT PERCENT
W
Wl
Wp
20
40
60
ADDITIONAL
LAB. TESTING
PENETRATION TEST HAMMER, 64kg; DROP, 760mm
NUMBER
BORING METHOD
DEPTH SCALE
METRES
SAMPLER HAMMER, 64kg; DROP, 760mm
PIEZOMETER
OR
STANDPIPE
INSTALLATION
80
--- CONTINUED FROM PREVIOUS PAGE ---
46
NQ Core
Rotary Drill
45
Fresh black GABBRO BEDROCK
C6
End of Borehole
NQ
DD
RC
UCS
28.05
45.82
47
48
49
50
51
52
53
54
55
MIS-BHS 001 0911210016-1500.GPJ GAL-MIS.GDT 12/15/10 JM
56
57
58
59
60
DEPTH SCALE
1 : 75
LOGGED: R.I.
CHECKED: B.D.G.
RECORD OF DRILLHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
AZIMUTH: ---
36.14
37.73
1
38
2
BC-BROKEN CORE
R-ROUGH
ST-STEPPED
UE-UNEVEN
W-WAVY
MB-MECH. BREAK
B-BEDDING
VN-VEIN
S-SLICKENSIDED PL-PLANAR
NOTES
WATER LEVELS
INSTRUMENTATION
2
4
6
-6
TYPE AND SURFACE
DESCRIPTION
HYDRAULIC
CONDUCTIVITY
K, cm/sec
10
-5
10
-4
10
-3
10
FRACT.
INDEX
DIP w.r.t.
PER 0.3 CORE AXIS
0
30
60
90
R.Q.D.
%
DISCONTINUITY DATA
5
10
15
20
SOLID
CORE %
80
60
40
20
TOTAL
CORE %
80
60
40
20
RECOVERY
C-CURVED
DIAMETRAL
POINT LOAD
INDEX (MPa)
FL-FLEXURED
J-JOINT
P-POLISHED
80
60
40
20
RUN No.
DEPTH
(m)
SM-SMOOTH
CL-CLEAVAGE
SH-SHEAR
100
Fresh black GABBRO BEDROCK
ELEV.
FR/FX-FRACTURE F-FAULT
100
BEDROCK SURFACE
DATUM: Geodetic
DRILLING CONTRACTOR: Marathon Drilling
PENETRATION RATE
(m/min)
COLOUR
FLUSH
% RETURN
DESCRIPTION
SHEET 5 OF 5
DRILL RIG: CME 850
SYMBOLIC LOG
DRILLING RECORD
DEPTH SCALE
METRES
INCLINATION: -90°
10-2
DRILLING DATE: Aug. 10-13, 2010
39
3
100
40
4
Precambrian Formation
100
NQ Core
42
Rotary Drill
41
5
100
6
100
43
44
45
46
End of Borehole
28.05
45.82
47
MIS-RCK 001 0911210016-1500 (ROCK).GPJ GAL-MISS.GDT 12/15/10 JM
48
49
50
51
52
DEPTH SCALE
1 : 75
LOGGED: R.I.
CHECKED: B.D.G.
RECORD OF BOREHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
10-3
SHEET 1 OF 2
DATUM: Geodetic
BORING DATE: Aug. 6, 2010
2
Power Auger
1
200mm Diam. (Hollow Stem)
Black organic matter (TOPSOIL)
Dense brown SILTY SAND to SANDY
SILT, trace gravel (GLACIAL TILL)
Very dense to compact highly weathered
BEDROCK fragments
Slightly to moderately weathered thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
4
Slightly to moderately weathered thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
Slightly weathered to fresh thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
5
40
SHEAR STRENGTH
Cu, kPa
20
40
60
80
QU-
nat V.
rem V.
60
10
80
-6
-5
10
-4
10
-3
10
WATER CONTENT PERCENT
W
Wl
Wp
20
40
60
ADDITIONAL
LAB. TESTING
20
HYDRAULIC CONDUCTIVITY,
k, cm/s
76.47
1.67
74.79
3.35
PIEZOMETER
OR
STANDPIPE
INSTALLATION
80
Flush mount casing
1
50
DO
38
2
50
DO
75
3
50
DO
19
4
50
>100
DO
C1
HQ
DD
RC
74.33
3.81
Bentonite Seal
PLT
C2
HQ
DD
RC
C3
HQ
DD
RC
73.49
4.65
73.11
5.03
UCS
6
C4
HQ Core
Rotary Drill
7
8
DYNAMIC PENETRATION
RESISTANCE, BLOWS/0.3m
78.14
0.00
0.15
3
Slightly to moderately weathered grey
LIMESTONE BEDROCK
TYPE
ELEV.
DEPTH
(m)
BLOWS/0.3m
DESCRIPTION
SAMPLES
STRATA PLOT
SOIL PROFILE
GROUND SURFACE
0
PENETRATION TEST HAMMER, 64kg; DROP, 760mm
NUMBER
BORING METHOD
DEPTH SCALE
METRES
SAMPLER HAMMER, 64kg; DROP, 760mm
Slightly weathered to fresh thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
HQ
DD
RC
70.40
7.74
PLT
Silica Sand
C5
HQ
DD
RC
PLT
9
Fresh thinly to medium bedded grey fine
grained LIMESTONE BEDROCK
69.00
9.14
C6
10
HQ
DD
RC
50mm Diam. PVC
#10 Slot Screen
11
Fresh thinly to medium bedded grey fine
grained LIMESTONE BEDROCK
67.37
10.77
MIS-BHS 001 0911210016-1500.GPJ GAL-MIS.GDT 12/15/10 JM
C7
12
End of Borehole
HQ
DD
RC
UCS
66.23
11.91
W.L. in screen at
Elev. 75.06m on
Aug. 16, 2010
13
14
15
DEPTH SCALE
1 : 75
LOGGED: D.W.M.
CHECKED: B.D.G.
RECORD OF DRILLHOLE:
PROJECT: 09-1121-0016 (1500)
LOCATION: See Site Plan
AZIMUTH: ---
Slightly to moderately weathered thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
Slightly weathered to fresh thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
5
1
100
2
74.33
3.81
SM-SMOOTH
FL-FLEXURED
BC-BROKEN CORE
CL-CLEAVAGE
SH-SHEAR
J-JOINT
P-POLISHED
R-ROUGH
ST-STEPPED
UE-UNEVEN
W-WAVY
MB-MECH. BREAK
B-BEDDING
VN-VEIN
S-SLICKENSIDED PL-PLANAR
NOTES
WATER LEVELS
INSTRUMENTATION
2
4
6
-6
TYPE AND SURFACE
DESCRIPTION
HYDRAULIC
CONDUCTIVITY
K, cm/sec
10
-5
10
-4
10
-3
10
FRACT.
INDEX
DIP w.r.t.
PER 0.3 CORE AXIS
0
30
60
90
R.Q.D.
%
DISCONTINUITY DATA
5
10
15
20
SOLID
CORE %
80
60
40
20
TOTAL
CORE %
80
60
40
20
RECOVERY
C-CURVED
DIAMETRAL
POINT LOAD
INDEX (MPa)
FR/FX-FRACTURE F-FAULT
80
60
40
20
RUN No.
74.79
3.35
100
Slightly to moderately weathered thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
4
DEPTH
(m)
73.49
4.65
73.11
5.03
Bentonite Seal
3
100
Slightly to moderately weathered grey
LIMESTONE BEDROCK
ELEV.
4
100
BEDROCK SURFACE
DATUM: Geodetic
DRILLING CONTRACTOR: Marathon Drilling
PENETRATION RATE
(m/min)
COLOUR
FLUSH
% RETURN
DESCRIPTION
SHEET 2 OF 2
DRILL RIG: CME 55
SYMBOLIC LOG
DRILLING RECORD
DEPTH SCALE
METRES
INCLINATION: -90°
10-3
DRILLING DATE: Aug. 6, 2010
6
9
Fresh thinly to medium bedded grey fine
grained LIMESTONE BEDROCK
70.40
7.74
Silica Sand
5
100
Slightly weathered to fresh thinly to
medium bedded grey fine grained
LIMESTONE BEDROCK
6
100
8
HQ Core
Rotary Drill
7
69.00
9.14
10
50mm Diam. PVC
#10 Slot Screen
Fresh thinly to medium bedded grey fine
grained LIMESTONE BEDROCK
67.37
10.77
7
12
End of Borehole
100
11
66.23
11.91
W.L. in screen at
Elev. 75.06m on
Aug. 16, 2010
MIS-RCK 001 0911210016-1500 (ROCK).GPJ GAL-MISS.GDT 12/15/10 JM
13
14
15
16
17
18
DEPTH SCALE
1 : 75
LOGGED: D.W.M.
CHECKED: B.D.G.