CB8831 WCEC West Envelope Investigation Summary-FINAL...

WE

SA

SUBSURFACE INVESTIGATION SUMMARY

WEST ENVELOPE

WEST CARLETON ENVIRONMENTAL CENTRE

OTTAWA, ONTARIO

PREPARED FOR:

WASTE MANAGEMENT OF CANADA CORPORATION

2301 Carp Road

Carp (Ottawa), Ontario

K0A 1L0

FINAL REPORT

SUBSURFACE INVESTIGATION SUMMARY WEST ENVELOPE

WEST CARLETON ENVIRONMENTAL CENTRE OTTAWA, ONTARIO

Prepared for:

WASTE MANAGEMENT OF CANADA CORPORATION 2301 Carp Road

Carp (Ottawa), Ontario K0A 1L0

Prepared by:

WESA Inc.

Box 430, 3108 Carp Road Carp (Ottawa), Ontario K0A 1L0

File No. C-B8831-00-01

November 2011

Ref: CB8831 WCEC West Envelope Investigation Summary-FINAL-Nov2011.docx

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TABLE OF CONTENTS 1 INTRODUCTION ........................................................................................................... 1

1.1 DESCRIPTION OF THE STUDY AREA ............................................................................... 1

2 METHODOLOGY ........................................................................................................... 1

2.1 NEW BOREHOLE DRILLING AND MONITORING WELL CONSTRUCTION ............................. 2

2.1.1 Rock and Soil Description ................................................................................... 2

2.1.2 New Piezometer Installation ............................................................................... 3

2.1.3 Well Development ............................................................................................. 3

2.2 HYDRAULIC TESTING ................................................................................................. 4

2.2.1 Shallow (Overburden - Shallow Bedrock Interface) Locations ............................... 4

2.2.2 Deep Bedrock Locations ...................................................................................... 4

2.3 GROUNDWATER SAMPLING AND ANALYSIS ................................................................... 4

3 RESULTS ........................................................................................................................ 5

3.1 SURFACE WATER FLOW ............................................................................................. 6

3.2 SITE GEOLOGY .......................................................................................................... 6

3.3 PHYSICAL HYDROGEOLOGY ........................................................................................ 7

3.4 GROUNDWATER QUALITY .......................................................................................... 8

4 REFERENCES ................................................................................................................ 10

LIST OF FIGURES

Figure 1: Site Plan and Topography (2007) Figure 2(a): Groundwater Elevations, Overburden-Shallow Bedrock (April 2011) Figure 2(b): Groundwater Elevations, Overburden-Shallow Bedrock (August 2011) Figure 3(a): Groundwater Elevations, Deep Bedrock (April 2011) Figure 3(b): Groundwater Elevations, Deep Bedrock (August 2011) Figure 4: Piper Water Quality Diagram – West Envelope

LIST OF TABLES

Table 1: Summary of Slug Test Results Table 2: Summary of Packer Testing Results Table 3: Summary of Chemical Analysis – PIL and SIL Parameters Table 4: Summary of Chemical Analyses - VOCs

LIST OF APPENDICES

Appendix A: Borehole Logs Appendix B: Hydraulic Testing Results – Slug Tests

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1 INTRODUCTION

WESA Inc. (WESA) was retained by Waste Management of Canada Corporation (WM) to complete the drilling and installation of eight new monitoring wells on the West Envelope of the West Carleton Environmental Centre (WCEC). The new monitoring wells are to provide information on the existing hydrogeologic conditions on the West Envelope, as part of an Environmental Assessment (EA) being conducted for the landfill component of the WCEC. Additional geologic and hydrogeologic information from the existing landfill and the North and West Envelopes is available in two other reports prepared for the EA (see WESA 2011a and WESA 2011b; refer to Section 4).

The specific objective of this investigation was to provide additional information to characterize the overburden and bedrock geology and physical properties in the area of the proposed landfill expansion (West Envelope) to an EA level of detail.

1.1 DESCRIPTION OF THE STUDY AREA

The West Envelope consists of approximately 70 hectares of land situated to the west of the existing WM Ottawa Landfill site. The approximate boundary of the property envelope, orientation of the surrounding roads and the general site features are shown on Figure 1. The WM Ottawa Landfill is comprised of a 35 hectare Landfill Area within a 155.38 hectare Landfill Site, located on Lots 3 and 4, Concession III of the former Township of West Carleton (Geographic Township of Huntley), now in the City of Ottawa (see site location on Figure 1). The site operates under Provisional Certificate of Approval No. A461002, and is licensed to receive domestic, commercial and non-hazardous solid industrial wastes.

The West Envelope consists of agricultural and residential uses along with mixed forest and a Provincially Significant Wetland located along the western boundary of the property. The land is bordered by William Mooney Road to the northeast, Richardson Side Road to the north, Highway 417 to the south and west, and mixed forest, agricultural and residential properties to the northwest.

2 METHODOLOGY

The methodology used in this investigation consisted of the collection of site-specific data from the West Envelope. Information was obtained from new borehole drilling and monitoring well construction, hydraulic testing, and groundwater sampling and analysis.

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2.1 NEW BOREHOLE DRILLING AND MONITORING WELL CONSTRUCTION

As part of the investigation of existing hydrogeologic conditions, eight new boreholes were completed at four locations on the West Envelope (refer to monitoring well locations W88 to W91 on Figure 1). The drilling program was completed between March 3 and 15, 2011. All of the drilling and the shallow monitoring well construction were completed by Aardvark Drilling Inc. of Guelph, Ontario, under the direct supervision of an environmental technician from WESA. Following the hydraulic testing program (refer to Section 2.2), the deep monitoring wells were installed in the drilled boreholes on April 18, 2011 by Splash Water Well Drilling of Prescott, Ontario, under the direct supervision of an environmental technician from WESA.

At all borehole locations, the overburden-shallow bedrock interface, where fracturing was anticipated to be greatest, was targeted for shallow monitor installation. All shallow boreholes were drilled to a depth of approximately 2 metres below the bedrock surface. Where a deep borehole was drilled adjacent to a shallow borehole, the second borehole was drilled to a target depth of between 10 and 15 metres below bedrock surface, to ensure that the bedrock can be characterized below the top of the “deep bedrock” zone identified from previous on-site drilling activities as starting at approximately 6 to 8 metres below bedrock surface.

The shallow and deep boreholes were completed using hollow stem augers to drill through the overburden. At all shallow borehole locations, sampling of unconsolidated sediments was completed using 0.61 m long split spoon samplers. Sediments were logged in the field. Steel casing was temporarily installed through the overburden from ground surface and set into the top portion of the bedrock, in order to prevent unconsolidated sediments from caving into the borehole. The remainder of the boreholes were cored using diamond drill techniques and bedrock cores recovered.

The drilling program at the deep bedrock borehole locations was designed to characterize the hydrogeology of the deep bedrock zone. Diamond drill coring techniques with HQ coring equipment were used to drill and sample the bedrock. Each cored borehole had a diameter in the bedrock of 96 mm (HQ3 core barrel outer diameter). Steel casing was installed through the overburden from ground surface and grouted into the top portion of the bedrock, in order to prevent unconsolidated sediments from caving into the borehole. During drilling, continuous rock core sampling was completed for each 1.5 m interval of the borehole, logged immediately in the field by WESA staff and placed in core boxes for future inspection and photography.

All borehole logs from the wells drilled in 2011 are included in Appendix A.

2.1.1 Rock and Soil Description

A soil auger rig was used to advance 200 mm outer diameter (O.D.) hollow stem augers to bedrock. Soil samples from the boreholes were collected using a 600 mm long by 50 mm O.D. split-spoon sampler at 0.76 metre intervals. Samples were immediately placed into plastic bags

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and logged in the field. Samples were characterized for colour, texture & bedding, relative density, apparent moisture content, and other specific features. The observed soil stratigraphy is described on the borehole logs in Appendix A.

Bedrock cores obtained from the new boreholes were described in terms of their lithology, colour, bedding, crystal or grain size, structures, and weathering/alterations. In particular, fracture occurrences and characteristics were described, including the fracture depths, spacing, secondary mineralization, as well as any other potentially useful observations. Each 1.5 m run of core was described quantitatively using the Rock Quality Designation (RQD), as well as fracture frequency (FF). The RQD, expressed as a percentage, was calculated by measuring the total length of recovered core fragments in excess of twice the diameter of the core, and dividing this number by the total length cored (not just recovered). For HQ size core, the recovered pieces greater than 125 mm in length were summed, and then divided by the total length of the coring run (1.5 m). Fragments were included that had broken due to rough handling or drilling shear (if broken by drilling, the fragments are typically devoid of evidence of chemical alteration and should fit together; otherwise, old fractures are usually stained). The RQD and FF were recorded for all rock cores recovered during this field investigation and reported directly on the borehole logs (see Appendix A).

2.1.2 New Piezometer Installation

Each new borehole was instrumented with a single PVC standpipe with a 1.5 m long or 3 m long by 50 mm diameter screen. In all new shallow boreholes, the capped 10-slot size screen was installed at the bottom of the borehole, the screen and silica sand pack thereby intersecting both the bedrock and the overburden. In the deep bedrock boreholes, the 10-slot screen was installed such that it intersected the most permeable interval within the deep bedrock (greater than 6 m below bedrock surface), identified during hydraulic packer testing immediately following drilling of each borehole (see Section 2.2.2). Qualitative results attained during hydraulic testing were used to identify the interval of greatest hydraulic conductivity. At all locations (shallow and deep), the annulus around the screens were backfilled with a silica sand pack, and sealed from above with gravel bentonite.

2.1.3 Well Development

The new piezometers were developed on April 27 and 28, 2011, using a combination of surging and hydro-lift pumping for a minimum of three borehole volumes (including sand pack porosity), or until the water was relatively sediment free.

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2.2 HYDRAULIC TESTING

2.2.1 Shallow (Overburden - Shallow Bedrock Interface) Locations

In-situ permeability tests were performed on April 29, 2011 at all new shallow boreholes screened across the overburden-shallow bedrock interface. Slug tests were completed by introducing a slug of known volume into the standpipe at a set elevation, instantly displacing water and creating a rise in water level inside the monitor. After the slug was introduced, the declining water level in the piezometer was measured using a water level tape and recorded at regular intervals. Some boreholes responded very quickly and recovered completely within the first 10 seconds. Where sufficient data were available, the results were analyzed using several interpretive methods to obtain a best estimate (see Appendix B for results).

2.2.2 Deep Bedrock Locations

Hydraulic testing of the bedrock was performed at each new deep bedrock location immediately following drilling and prior to piezometer installation. Hydraulic testing of each borehole was conducted to obtain direct measurements of the bulk rock transmissivity on discrete depth intervals of the formations at each location. Testing was done using a straddle packer injection system that has been used successfully by WESA in fractured bedrock environments across Ontario. The system was designed to measure bulk rock transmissivities in the range from 10-4 to 10-11 m2/s. A detailed description of the packer testing methodology is included in WESA 2011a.

2.3 GROUNDWATER SAMPLING AND ANALYSIS

Groundwater samples were collected from the new monitoring wells (W88 to W91) on May 4 and 5, 2011. Immediately preceding sampling, each monitor was purged in accordance with standard industry practice. Purged water was field tested for pH, conductivity, temperature and dissolved oxygen, and samples were not collected until values had stabilized for three successive readings.

The groundwater samples were collected in new sample containers provided by Maxxam Analytics Inc. Samples were stored at approximately 4o celsius during shipment to Maxxam for chemical analyses. Holding times for samples conformed to CCME standards where applicable. Chain of custody forms accompanied the samples from submittal to the laboratory until the chemical results were presented to WESA. The groundwater samples were analyzed for the following suite of parameters:

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Primary Indicator List (PIL) - Assessment Parameters

Secondary Indicator List (SIL)

Ammonia (total) Boron Chemical oxygen demand Nitrate Nitrite Potassium Total kjeldahl nitrogen

Alkalinity pH Hardness Total dissolved solids Barium Calcium Cadmium Chloride Chromium (total)

Conductivity Cyanide (free) Dissolved organic carbon Iron Magnesium Manganese Sodium Sulphate Lead

Volatile Organic Compound (VOC) List

Primary Indicator List (PIL) – Assessment Parameters

Secondary Indicator List (SIL)

Benzene Bromodichloromethane Cis-1,3-Dichloropropylene Trichloroethylene Bromoform Trans-1,3-Dichloropropylene Vinyl chloride Bromomethane Ethylbenzene Chlorobenzene Carbon tetrachloride Styrene 1,4-Dichlorobenzene Chloroform 1,1,2,2-Tetrachloroethane 1,1-Dichloroethane Chloromethane 1,1,1,2-Tetrachloroethane Chloroethane Dibromochloromethane Tetrachloroethylene Cis-1,2-Dichloroethylene 1,2-Dibromoethane Toluene 1,2-Dichlorobenzene 1,1,1-Trichloroethane 1,3-Dichlorobenzene 1,1,2-Trichloroethane 1,2-Dichloroethane Trichlorofluoromethane 1,1-Dichloroethylene 1,3,5-Trimethylbenzene Trans-1,2-Dichloroethylene m&p-Xylene 1,2-Dichloropropane o-Xylene Methylene chloride

3 RESULTS

Results obtained during this investigation are summarized in the following sections. Included are a brief description of the surface water flow regime, site geology, physical hydrogeology and groundwater quality.

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3.1 SURFACE WATER FLOW

Surface water flow on the West Envelope is in a north-northeasterly orientation, from the higher ground surface elevations of 129 to 130 mASL in the south and west corners of the site to approximately 123 mASL in the northeast corner. Drainage is controlled by a series of agricultural ditches oriented northward and eastward across the property. Along the western boundary of the site, there is a Provincially Significant Wetland (approximately 4 hectares in size) which serves as a headwater for the agricultural drains. The ditches and drains ultimately become an upper tributary of Huntley Creek. This creek tributary, which also drains the North Envelope, flows northward under William Mooney Road to Richardson Side Road. From there, the creek flows eastward under Carp Road, eventually discharging into the Carp River.

Three new surface water monitoring stations were established on the West Envelope in Spring 2011 as part of this investigation (W-SW1 to W-SW3; refer to Figure 2(a)). Surface water elevations are now being measured at these locations as part of the site-wide water level monitoring program. The additional data provides information on shallow groundwater-surface water interaction on the West Envelope. The water elevations from April 2011 (Figure 2(a)) indicate that the area around W-SW1 (a beaver pond) acts as a local zone of recharge, and W-SW2 is an area of shallow groundwater discharge into the agricultural drain.

3.2 SITE GEOLOGY

The unconsolidated deposits observed during the drilling investigation on the West Envelope ranged from fine sand and silty sand to sand-gravel. The surficial deposits are interpreted to be ice-contact stratified drift sediments, consisting of a mixture of poorly to well-sorted, stratified gravels and sands. The deposits are interpreted to have been submerged during the Champlain Sea encroachment. The predominant stratigraphic units overlying the bedrock on the West Envelope include (from ground surface down):

Topsoil. Organic deposits.

Silty sand & sandy silt. Generally uniform and well sorted, non-cohesive to slightly cohesive.

Silty sand till. Compact to very dense, grey-brown, generally with cobbles.

Sand and gravel. Fine to coarse grained sand with gravel and cobble size rounded to sub-rounded rock fragments, often as discrete layers.

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At the borehole locations, the overburden deposits ranged in thickness from 2.6 to 7.3 metres. The overburden thickness was greatest in the east-central portion of the property (W88), and thinnest along the northern side (W90 and W91). The bedrock surface slopes in a northerly to northeasterly direction across the West Envelope, with elevations of the top of bedrock ranging from 124 to 117 mASL.

The bedrock sections observed during drilling consisted of light to medium grey, fine to medium-grained fossiliferous limestone with some shaly and sandy interbeds. The bedrock is classified as the Bobcaygeon Formation which is described regionally as a limestone with shaly partings and intermittent sandstone (Natural Resources Canada, 2002).

In drilling programs conducted on the WM Ottawa Landfill, higher fracture frequency (FF) and lower RQD values were generally observed in the upper three to six metres of bedrock, with the rock being less fractured at depth. This trend is apparent in the deep boreholes drilled on the West Envelope for this investigation, where the fracture frequency at depths below 3 metres is generally higher than in deeper bedrock zones. Lower RQD values are generally found in the upper few metres of the bedrock relative to the deeper zones. The results from observations of FF and RQD are shown on the borehole logs (Appendix A).

3.3 PHYSICAL HYDROGEOLOGY

The groundwater elevations and interpreted contours for the overburden-shallow bedrock zone from the Spring and Summer 2011 monitoring events are presented on Figures 2(a) and 2(b). The Spring groundwater elevations range from 129 mASL on the western side of the property to approximately 123 mASL at the northeastern corner (note that W90-2 was still recovering from installation at the time). The Summer groundwater elevations are lower, ranging from 127 mASL on the western side of the property to 120 mASL in the northeast corner. The groundwater table is approximately 4 to 6 metres above the bedrock surface, with the overburden deposits being saturated below this depth. Shallow groundwater flow is in a northeasterly orientation across the West Envelope.

The observed groundwater levels in the deep bedrock follow a similar pattern to the overburden-shallow bedrock on the West Envelope (see Figures 3(a) and 3(b)). The highest groundwater levels are found on the western side of the property with the lowest levels in the northeast corner. The groundwater levels at each monitoring location in the deep bedrock are generally consistent with the corresponding overburden-shallow bedrock monitoring wells, with the exception of W90-2 which was still recovering from installation in Spring 2011. The similarities in the water levels and the horizontal flow orientations indicate there is a higher degree of lateral and vertical continuity in the deep bedrock zone on the West Envelope as compared to the North Envelope and the existing landfill.

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The results from the field hydraulic conductivity testing for all wells on the West Envelope are presented on Tables 1 and 2 (including W77 and W78, which were constructed in 2007; refer to WESA 2011b). In the overburden-shallow bedrock zone to a depth of eight metres below bedrock surface, the hydraulic conductivity at the monitoring wells ranged from 1.8 x 10-11 m/s to greater than 10-3 m/s, with a geometric mean of 1.6 x 10-5 m/s. The higher values of hydraulic conductivity are seen in the northeastern corner of the property (W89-2 and W90-2).

The deep bedrock monitoring wells on the West Envelope were packer-tested to provide an estimate of the hydraulic conductivity along the vertical profile of the borehole. The results are presented in Table 2. In the deep bedrock, the hydraulic conductivity at the monitoring wells ranged from 2.4 x 10-7 m/s to 1.7 x 10-5 m/s, with a geometric mean of 2.7 x 10-6 m/s.

3.4 GROUNDWATER QUALITY

Groundwater samples were collected from all of the monitoring wells on the West Envelope from May 3 to 5, 2011. The samples were analyzed for the suite of parameters used for monitoring at the WM Ottawa Landfill site (per the Environmental Monitoring Plan). The results from the analytical testing are presented on Table 3. Included in the table are the results from historical testing of monitoring wells on the West Envelope.

Across the West Envelope, the observed groundwater concentrations in the overburden-shallow bedrock are generally within the range of expected background concentrations. At W91-2, which represents groundwater quality in the far northern end of the West Envelope, higher concentrations of sodium and chloride were noted.

The results of the analyses for major ions in the May 2011 groundwater samples from the monitoring wells drilled on the West Envelope are graphically displayed on a Piper water quality diagram (Figure 4). The groundwater samples from the overburden-shallow bedrock zone on the West Envelope plot in a location on the Piper diagram that is consistent with natural background water quality. There do not appear to be any patterns of differing water quality from areas on opposite sides of the faulted zone across the West Envelope (described in WESA 2011b).

The groundwater samples were also analyzed for a suite of volatile organic compounds (VOCs). The VOC results are presented on Table 4. Trace levels of BTEX compounds, specifically benzene, toluene and xylenes, have been detected in monitoring wells W74, W88-2, W89-2 and W90-2. Traces of chloroform were detected in W89-2 and W90-2. The concentrations are below the Ontario Drinking Water Standards. The source(s) of the VOCs is not known, although the trace BTEX concentrations may be related to fuel storage and handling on the agricultural property.

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The results from the analytical laboratory testing of the deep bedrock monitoring wells are summarized in Table 3. A comparison of the groundwater sample results from the six deep bedrock monitoring wells on the West Envelope shows higher concentrations of the majority of dissolved parameters at W91-1, located in the northern area. The concentrations at W91-1 are similar to those observed in the shallow groundwater at this location (W91-2), indicating there is connection between the two zones. Trace levels of several VOCs, including BTEX compounds, 1,3,5-trimethylbenzene, chloroform and chloromethane were detected in the 2011 samples from W88-1, W89-1 and W90-1. The concentrations are below the Ontario Drinking Water Standards. The source(s) of the VOCs is not known.

Respectfully submitted,

David Harding, M.Sc., P.Eng. Andrew Day, B.Sc. G.I.T. Senior Consulting Engineer Environmental Scientist

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4 REFERENCES

Natural Resources Canada, Terrain Sciences Division of the Geological Survey of Canada. 2002. Urban Geology of the National Capital Area. WESA, 2011a. Assessment of Existing Hydrogeologic Conditions, Waste Management of Canada Corporation, Ottawa Landfill. File No. C-B4853-00-2. Report Issued November 2011.

WESA, 2011b. Screening-Level Hydrogeologic Assessment, North & West Footprint Alternatives, Waste Management of Canada Corporation, Ottawa Landfill. File No. C-B4853-06. Report Issued November 2011.

Table 1: Summary of Slug Test Results

Borehole Area Hydraulic Conductivity(m/s)

W74 West Envelope 1.9E-05W77-2 West Envelope 3.3E-04W78-2 West Envelope 3.1E-04W88-2 West Envelope 1.4E-05W89-2 West Envelope >1.0E-03W90-2 West Envelope >1.0E-03W91-2 West Envelope 2.7E-05

Table 2: Summary of Packer Testing Results

4.1 6.1 8.1 10.15.1E-07 1.8E-11 4.2E-07 2.4E-07

2.9 4.3 6.3 8.3 10.3 12.39.2E-07 8.0E-07 2.9E-07 5.8E-07 8.9E-07 8.8E-07

0.3 1.4 2.6 4.8 7.0 9.2 11.4 13.23.3E-06 8.4E-06 7.6E-06 3.9E-06 3.4E-06 4.1E-06 4.9E-06 5.8E-06

0.7 1.6 2.8 5.0 7.2 9.4 11.6 13.44.6E-05 3.5E-05 2.7E-05 2.8E-06 3.6E-06 2.6E-06 1.6E-05 3.0E-06

2.4 3.7 5.4 7.6 9.8 12.0 13.75.0E-05 3.4E-05 2.7E-06 2.9E-06 2.7E-06 1.9E-06 4.3E-06

2.4 3.7 5.4 7.6 9.8 12.0 13.88.4E-07 8.5E-07 5.2E-07 3.2E-07 1.3E-05 5.8E-06 1.7E-05

W90-1 West Envelope

W91-1 West Envelope

W78-1 West Envelope

W88-1 West Envelope

W89-1 West Envelope

Borehole Area Mid-Packer Depth below Bedrock Surface (m)Hydraulic Conductivity (m/s)

W77-1 West Envelope

Table 3: Summary of Chemical Analyses - PIL and SIL Parameters N

ame

Dat

e

Alk

alin

ity m

g/L

Am

mon

ia m

g/L

Bar

ium

mg/

L

Bor

on m

g/L

Cad

miu

m m

g/L

Cal

cium

mg/

L

Che

mic

al O

xyge

n D

eman

d m

g/L

Chl

orid

e m

g/L

Chr

omiu

m (t

otal

) mg/

L

Chr

omiu

m m

g/L

Con

duct

ivity

µs/

cm

Cya

nide

(fre

e) m

g/L

Cya

nide

mg/

L

Dis

solv

ed O

rgan

ic C

arbo

n m

g/L

Har

dnes

s m

g/L

Iron

mg/

L

Lead

mg/

L

Mag

nesi

um m

g/L

Man

gane

se m

g/L

Nitr

ate

mg/

L

Nitr

ite m

g/L

pH u

nitle

ss

Pota

ssiu

m m

g/L

Sodi

um m

g/L

Sulp

hate

mg/

L

Tota

l Dis

solv

ed S

olid

s m

g/L

Tota

l Kje

ldah

l Nitr

ogen

mg/

L

W74 04/27/2007 245 0.14 0.11 0.03 < 0.0001 101 34 21 0.001 741 < 0.005 8.6 0.58 < 0.001 31 0.05 < 0.1 < 0.1 7.82 3 15 122 482 0.3705/03/2011 268 < 0.15 0.053 < 0.02 < 0.0001 100 6 16 < 0.005 775 < 0.002 3.4 370 0.37 < 0.0005 27 0.03 < 0.1 < 0.01 8.01 2 21 130 476 < 0.7

W77-2 04/27/2007 223 0.05 0.16 0.01 < 0.0001 85 19 51 0.001 622 < 0.005 7.3 0.78 < 0.001 16 0.05 < 0.1 < 0.1 7.86 2 15 29 404 0.8305/26/2008 223 0.2 0.1 < 0.02 < 0.0001 92 73 66 0.14 672 < 0.002 8.3 310 0.56 < 0.0005 18 0.15 < 0.1 0.02 8.1 1.9 19 29 433 < 704/29/2009 234 < 0.15 0.14 < 0.02 < 0.0001 82 25 44 0.027 596 < 0.002 6.8 270 0.43 < 0.0005 16 0.074 < 0.1 0.02 7.6 1.5 15 32 395 < 404/28/2010 221 < 0.15 0.12 < 0.02 < 0.0001 85 34 34 0.07 555 < 0.002 6.3 270 0.28 < 0.0005 15 0.054 < 0.1 0.01 8 1.5 13 26 352 < 705/04/2011 214 0.23 0.12 < 0.02 < 0.0001 95 120 89 0.17 740 < 0.002 6 310 0.11 < 0.0005 18 0.08 < 0.1 < 0.01 7.77 1.5 23 30 470 5

W78-2 04/27/2007 226 0.02 0.09 < 0.01 < 0.0001 71 < 5 3 < 0.001 463 < 0.005 2.3 0.05 < 0.001 14 0.03 < 0.1 < 0.1 7.94 < 1 4 23 301 0.0505/05/2011 229 < 0.15 0.074 < 0.02 < 0.0001 78 8 3 0.009 463 < 0.002 1.1 250 < 0.1 < 0.0005 13 0.005 < 0.1 < 0.01 8 0.66 3.1 18 296 0.8

W88-2 05/04/2011 217 < 0.15 0.073 0.06 < 0.0001 68 < 4 34 < 0.005 596 < 0.002 2.7 260 0.75 < 0.0005 23 0.026 < 0.1 < 0.01 8.1 2.2 14 39 378 < 0.7W89-2 05/03/2011 278 < 0.15 0.074 0.12 < 0.0001 73 < 4 41 0.007 790 < 0.002 2.5 290 0.19 < 0.0005 26 0.013 < 0.1 < 0.01 8.12 3.9 55 72 486 1W90-2 05/05/2011 311 < 0.15 0.15 0.022 < 0.0001 130 22 180 0.027 1200 < 0.002 2.9 390 0.18 < 0.0005 16 0.05 < 0.1 < 0.01 7.79 1.2 76 52 762 1W91-2 05/05/2011 240 < 0.15 0.57 < 0.02 < 0.0001 190 15 300 0.007 1690 < 0.002 1.8 630 0.5 0.0005 36 0.029 < 0.1 < 0.01 7.88 1.7 83 89 1020 0.8

W77-1 04/27/2007 239 0.25 0.48 0.12 < 0.0001 30 7 33 0.001 555 < 0.005 1.9 < 0.03 < 0.001 20 < 0.01 < 0.1 < 0.1 8.07 9 52 10 361 0.3305/04/2011 231 0.27 0.42 0.13 < 0.0001 38 8 46 0.013 603 < 0.002 2.2 190 < 0.1 < 0.0005 23 0.005 < 0.1 < 0.01 8.13 8.9 37 12 376 < 0.7

W78-1 04/27/2007 230 0.06 0.24 0.02 < 0.0001 74 < 5 24 < 0.001 535 < 0.005 1.6 0.18 < 0.001 17 0.01 < 0.1 < 0.1 7.9 2 15 22 348 0.205/05/2011 216 < 0.15 0.24 < 0.02 < 0.0001 81 9 35 < 0.005 550 < 0.002 1.1 270 0.3 < 0.0005 17 0.012 < 0.1 < 0.01 8.04 2 12 21 358 < 0.7

W88-1 05/04/2011 217 < 0.15 0.042 0.21 < 0.0001 43 6 35 < 0.005 630 < 0.002 2.2 190 < 0.1 < 0.0005 20 0.022 < 0.1 < 0.01 8.17 3.6 51 52 400 < 0.7W89-1 05/03/2011 244 < 0.15 0.091 0.068 < 0.0001 97 7 110 < 0.005 889 < 0.002 1.8 370 0.78 < 0.0005 31 0.033 < 0.1 < 0.01 8.07 3.5 28 49 540 < 0.7W90-1 05/05/2011 301 0.55 0.083 0.99 < 0.0001 76 77 150 0.12 1110 < 0.002 6 280 < 0.1 < 0.0005 21 0.073 < 0.1 < 0.01 8.11 4.8 130 55 708 4W91-1 05/05/2011 240 < 0.15 0.66 0.021 < 0.0001 180 15 320 < 0.005 1700 < 0.002 2 640 0.28 < 0.0005 48 0.03 < 0.1 < 0.01 7.96 3.6 64 76 1020 < 0.7

Overburden-Shallow Bedrock

Deep Bedrock

Table 4: Summary of Chemical Analyses - VOC'sN

ame

Dat

e

1,1,

1-T

rich

loro

etha

ne m

g/L

1,1,

2,2-

Tet

rach

loro

etha

ne m

g/L

1,1,

2-T

rich

loro

etha

ne m

g/L

1,1-

Dic

hlo

roet

hane

mg/

L

1,1-

Dic

hlo

roet

hene

mg/

L

1,2-

Dic

hlo

robe

nzen

e (o

) m

g/L

1,2-

Dic

hlo

roet

hane

mg/

L

1,2-

Dic

hlo

ropr

opa

ne m

g/L

1,3,

5-T

rim

ethy

lben

zene

mg/

L

1,3-

Dic

hlo

robe

nzen

e (m

) m

g/L

1,4-

Dic

hlo

robe

nzen

e (p

) m

g/L

Benz

ene

mg/

L

Bro

mo

dich

loro

met

hane

mg/

L

Bro

mo

form

mg/

L

Bro

mo

met

hane

mg/

L

Car

bon

Tet

rach

lori

de m

g/L

Chl

oro

benz

ene

mg/

L

Chl

oro

dibr

om

om

etha

ne m

g/L

Chl

oro

etha

ne m

g/L

Chl

oro

form

mg/

L

Chl

oro

met

hane

mg/

L

Cis

-1,2

-Dic

hlo

roet

hene

mg/

L

Cis

-1,3

-Dic

hlo

ropr

ope

ne m

g/L

Dic

hlo

rom

etha

ne m

g/L

Ethy

lben

zene

mg/

L

W74 04/27/2007 < 0.0004 < 0.0005 < 0.0004 < 0.0004 < 0.0005 < 0.0004 < 0.0005 < 0.0005 < 0.0003 < 0.0004 < 0.0004 0.0011 < 0.0003 < 0.0004 < 0.0005 < 0.0005 < 0.0002 < 0.0003 < 0.001 < 0.0005 < 0.001 < 0.0004 < 0.0002 < 0.000511/28/2007 < 0.0004 < 0.0005 < 0.0004 < 0.0004 < 0.0005 < 0.0004 < 0.0005 < 0.0005 < 0.0003 < 0.0004 < 0.0004 < 0.0005 < 0.0003 < 0.0004 < 0.0005 < 0.0005 < 0.0002 < 0.0003 < 0.001 < 0.0005 < 0.001 < 0.0004 < 0.0002 < 0.000505/03/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001

W77-2 04/27/2007 < 0.0004 < 0.0005 < 0.0004 < 0.0004 < 0.0005 < 0.0004 < 0.0005 < 0.0005 < 0.0003 < 0.0004 < 0.0004 < 0.0005 < 0.0003 < 0.0004 < 0.0005 < 0.0005 < 0.0002 < 0.0003 < 0.001 < 0.0005 < 0.001 < 0.0004 < 0.0002 < 0.0005W78-2 04/27/2007 < 0.0004 < 0.0005 < 0.0004 < 0.0004 < 0.0005 < 0.0004 < 0.0005 < 0.0005 < 0.0003 < 0.0004 < 0.0004 < 0.0005 < 0.0003 < 0.0004 < 0.0005 < 0.0005 < 0.0002 < 0.0003 < 0.001 < 0.0005 < 0.001 < 0.0004 < 0.0002 < 0.0005

05/05/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001W88-2 05/04/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001W89-2 05/03/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 0.0002 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001W90-2 05/05/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 0.0003 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001W91-2 05/05/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001

W77-1 04/27/2007 < 0.0004 < 0.0005 < 0.0004 < 0.0004 < 0.0005 < 0.0004 < 0.0005 < 0.0005 < 0.0003 < 0.0004 < 0.0004 < 0.0005 < 0.0003 < 0.0004 < 0.0005 < 0.0005 < 0.0002 < 0.0003 < 0.001 < 0.0005 < 0.001 < 0.0004 < 0.0002 < 0.0005W78-1 04/27/2007 < 0.0004 < 0.0005 < 0.0004 < 0.0004 < 0.0005 < 0.0004 < 0.0005 < 0.0005 < 0.0003 < 0.0004 < 0.0004 < 0.0005 < 0.0003 < 0.0004 < 0.0005 < 0.0005 < 0.0002 < 0.0003 < 0.001 < 0.0005 < 0.001 < 0.0004 < 0.0002 < 0.0005W88-1 05/04/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 0.0002 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001W89-1 05/03/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 0.0002 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001W90-1 05/05/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 0.0004 < 0.0002 < 0.0002 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 0.0023 < 0.0001 < 0.0002 < 0.0007 0.001W91-1 05/05/2011 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0005 < 0.0001 < 0.0001 < 0.0002 < 0.0002 < 0.0001 < 0.0005 < 0.0001 < 0.0002 < 0.0005 < 0.0001

Overburden-Shallow Bedrock

Deep Bedrock

Table 4: Summary of Chemical Analyses - VOC'sN

ame

Dat

e

W74 04/27/200711/28/200705/03/2011

W77-2 04/27/2007W78-2 04/27/2007

05/05/2011W88-2 05/04/2011W89-2 05/03/2011W90-2 05/05/2011W91-2 05/05/2011

W77-1 04/27/2007W78-1 04/27/2007W88-1 05/04/2011W89-1 05/03/2011W90-1 05/05/2011W91-1 05/05/2011

Overburden-Shallow Bedro

Deep Bedrock

Ethy

lene

Dib

rom

ide

mg/

L

m+

p-X

ylen

e m

g/L

Met

hyle

ne C

hlo

ride

mg/

L

o-X

ylen

e m

g/L

Styr

ene

mg/

L

Tet

rach

loro

ethy

lene

mg/

L

To

luen

e m

g/L

To

tal X

ylen

es m

g/L

Tra

ns-1

,2-d

ichl

oro

ethe

ne m

g/L

Tra

ns-1

,3-d

ichl

oro

pro

pene

mg/

L

Tri

chlo

roet

hene

mg/

L

Tri

chlo

rofl

uoro

met

hane

mg/

L

Vin

yl C

hlo

ride

mg/

L

< 0.001 < 0.001 < 0.004 < 0.0005 < 0.0005 < 0.0003 0.0009 < 0.0004 < 0.0002 < 0.0003 < 0.0005 < 0.0002< 0.001 < 0.001 < 0.004 < 0.0005 < 0.0005 < 0.0003 0.0027 < 0.0004 < 0.0002 < 0.0003 < 0.0005 < 0.0002< 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 0.0004 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.001 < 0.001 < 0.004 < 0.0005 < 0.0005 < 0.0003 < 0.0005 < 0.0004 < 0.0002 < 0.0003 < 0.0005 < 0.0002< 0.001 < 0.001 < 0.004 < 0.0005 < 0.0005 < 0.0003 < 0.0005 < 0.0004 < 0.0002 < 0.0003 < 0.0005 < 0.0002< 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.0002 0.0002 < 0.0001 < 0.0002 < 0.0001 < 0.0002 0.0002 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.0002 0.0001 < 0.0001 < 0.0002 < 0.0001 0.0002 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.0002 0.0002 < 0.0001 < 0.0002 < 0.0001 < 0.0002 0.0002 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002

< 0.001 < 0.001 < 0.004 < 0.0005 < 0.0005 < 0.0003 < 0.0005 < 0.0004 < 0.0002 < 0.0003 < 0.0005 < 0.0002< 0.001 < 0.001 < 0.004 < 0.0005 < 0.0005 < 0.0003 < 0.0005 < 0.0004 < 0.0002 < 0.0003 < 0.0005 < 0.0002< 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 0.0012 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 0.0007 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.0002 0.011 0.0029 < 0.0002 < 0.0001 0.002 0.014 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002< 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0001 < 0.0001 < 0.0002 < 0.0001 < 0.0002 < 0.0002

APPENDIX A

Borehole Logs

Well ID:Project No:Project:

Client:

Location:

Easting:

Field Personnel:Northing:

Drilled By:Drill Method:

Drill Date:Hole Size: Datum:

Sheet: 1 of 2

Drill Angle:Azimuth:

Checked By:

SUBSURFACE PROFILE

Dep

th

-4ft m

-2

1

0

3

2

5

4

7

6

9

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

l Con

stru

ctio

n RockQuality

Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W88-1 C-B8831

West Carleton Environmental Centre

Waste Management

Ottawa, ON

345553

B.A.5015279

Ground SurfaceSandy SiltCompact, grey, moist to wet, fine grained silty sand with a trace of gravel.

- dense, wet, trace coarse sand.

- damp to moist.

Sand and Silt TillVery dense grey, moist to wet, till with an increase of cobbles and boulders from 18.5' to 24'.

LimestoneBobcaygeon Formation, Lower Member.Light to medium grey, very fine to medium coarse crystalline limestone, with thin undulating shale partings common between beds, and occasional calcite stringers.

124.78125.00

124.00

123.00

122.00

121.00

120.00

119.00

118.00

117.00

116.00

115.00

114.00

20 60%

3

5

2

- W88-1 Elev. 125.41m TPVC

- S/U 0.63m TPVC

- W/L Elev. 124.45m recorded May 2, 2011

- Bentonite gravel seal around HW casing 0'-5' (0-1.5m).

- Bottom of protective casing 1.21m below surface.

- HW casing grouted with cement 5'- 26'7" (8.1m).

- Hollow stem auger refusal 24' (7.3m)

- Set HW casing 3'4" into rock to a depth of 26'7" (8.1m).- weathered fractures 26'8" and 26'11".

- calcite crystallized infilling, numerous calcite stringers.

3.3E-06

8.4E-06

7.6E-06

Aardvark Drilling Inc.HS Auger/Diamond Coring

March 3, 4, 2011HQ3 3.78" (96mm) NAD 27 MTM Zone 9

Verticaln.a.

D.H.


Client:

Location:

Easting:




Sheet: 2 of 2


Checked By:

SUBSURFACE PROFILE

Dep

th

38

1240

14

42

16

44

18

46

20

48

22

50

52

54

56

58

60

62

64

66

68

70

72

74

76

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

l Con

stru

ctio

n RockQuality

Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W88-1 C-B8831


Waste Management

Ottawa, ON

345553

B.A.5015279

Limestone

End of Borehole

113.00

112.00

111.00

110.00

109.00

108.00

107.00

106.00

105.00

104.00

103.00

102.00

20 60%

1

1

1

0

3

1

1

- Styloltic joint approx. 37' (11.27m).- re-cemnted high angle fracture 37'7" - 38'3".

- fracture with weathered shale parting.

- calcite filled vug approx. 42'6".

- thin joint within shale parting 50'2".

- microcrystalline, increase calcite intrusions.

- partially healed high angle fracture 57'8"- 58'4".

- coarser grained, less shale bedding planes.60'7" (18.46m).

- stylolites 65'

3.9E-06

3.4E-06

4.1E-06

4.9E-06

5.8E-06



Verticaln.a.

D.H.

Borehole/Well ID:Project No.: Northing:

Client:

Location:

Easting:

Project Manager:

Drilled By:

Checked By:

Drill Method:

Drill Date:

Supervised By:

Datum:

Sheet: 1 of 1

Template:

SUBSURFACE PROFILE SAMPLE

Dep

th

-4ft m

-3

0

-2

1

-1

2

0

3

1

4

2

5

3

6

4

7

5

8

6

9

789

1011121314151617181920212223242526272829303132

Sym

bol Description

Dep

th/E

lev.

(m)

Num

ber

Type

Rec

over

y %

SP

T N

-Val

ue Well Completion Details

W88-2 C-B8831 5015278

Waste Management

Ottawa, ON

345557

D.H.

Ground Surface

Sandy SiltCompact, grey, moist to wet, fine grained silty sand with a trace of gracel.

- dense, wet, trace coarse sand.

- damp to moist.

Sand and Silt TillVery dense, grey, moist to wet, sand and silt till with an increase of cobbles and boulders from 18.5' to 23.5'.

LimestoneBobcaygeon Formation, Lower Member. Light to medium grey, very fine to medium crystalline limestone, with thin undulating shale partings common between beds, and occassional calcite stringers.

End of Borehole

124.670.00

121.623.05

120.104.57

119.345.33

117.437.24

115.259.42

1

2

3

4

5

6

7

8

9

10

SS

SS

SS

SS

SS

SS

SS

SS

SS

RC

100

100

70

75

88

83

71

67

89

5

17

19

28

35

31

>50

69

>50

W88-2 Elev. 125.33m TPVCS/U 0.66m TPVC

Bottom of steel protective casing 1.16m

Bentonite gravel seal

W/L Elev. 124.41 recorded May 2, 2011

3m x 51mm slot 10 PVC screen within silica sand pack

Aardvark Drilling Inc.

D.H.

HS Auger/ Diamond coring

March 7, 2011

B.A.

NAD 27 MTM Zone 9

StandardMW


Client:

Location:

Easting:




Sheet: 1 of 2


Checked By:

SUBSURFACE PROFILE

Dep

th

-4ft m

-2

1

0

3

2

5

4

7

6

9

8

10

12

14

16

18

20

22

24

26

28

30

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

l Con

stru

ctio

n RockQuality

Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W89-1 C-B8831


Waste Management

Ottawa, ON

422846

B.A.5014568

Ground Surface

Sandy SiltCompact, grey, wet, fine grained sandy silt with a trace of clay.

Sandy Silt TillDense to very dense, grey, wet, sandy silt till, with cobbles.

GravelCompact to very dense, grey saturated, angular rock fragments with some sand. Flowing sands encountered inside HS augers at 12' (3.65m).


124.12124.00

123.00

122.00

121.00

120.00

119.00

118.00

117.00

116.00

115.00

20 60%

7

8

1

- W89-1 Elev. 124.86m TOC- W89-1 Elev 124.82m TPVC

- S/U 0.74m TOC, 0.70m TPVC


- Bottom of protective casing 1.39m below surface.

- Bentonite gravel seal around HW casing 0-5' (0-1.5m).

- HW casing grouted with cement 5'-18'1" (1.5-5.51m).

- Hollow stem auger refusal 17' (5.18m), spoon refusal 17'8" (5.38m).- Set HW casing 1'1" into rock to a depth of 18'1" (5.51m).- 18'7"-18'9" broken rock.

- 20'1" weathered fracture overlying high angle fracture.

- 24'2" and 24'6" weathered fractures.

- undulating bedding planes abundant.

4.6E-05

3.5E-05

2.7E-05



Verticaln.a.

D.H.


Client:

Location:

Easting:




Sheet: 2 of 2


Checked By:

SUBSURFACE PROFILE

Dep

th

33

11

35

13

37

15

39

17

41

19

43

45

47

49

51

53

55

57

59

61

63

65

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

l Con

stru

ctio

n RockQuality

Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W89-1 C-B8831


Waste Management

Ottawa, ON

422846

B.A.5014568

Limestone

End of Borehole

114.00

113.00

112.00

111.00

110.00

109.00

108.00

107.00

106.00

105.00

104.00

20 60%

1

0

2

0

3

0

1

- coarser grained

- finer grained, undulating bedding planes.

- 49'-50'10" coarser grained.

- 63' (19.2m) limestone becoming lighter grey.

2.8E-06

3.6E-06

2.6E-06

1.7E-06

3.1E-06



Verticaln.a.

D.H.


Client:

Location:

Easting:

Project Manager:

Drilled By:

Checked By:

Drill Method:

Drill Date:

Supervised By:

Datum:

Sheet: 1 of 1

Template:


Dep

th

-4ft m

-3

0

-2

1

-1

2

0

3

1

4

2

5

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

Sym

bol Description

Dep

th/E

lev.

(m)

Num

ber

Type

Rec

over

y %

SP

T N

-Val


W89-2 C-B8831 5015492

Waste Management

Ottawa, ON

345267

D.H.

Ground Surface

Sandy SiltCompact, grey, wet, fine grained sandy silt with a trace of clay and gravel.

- cobbles encountered augering to 5' (1.5m).

Sandy Silt TillVery dense, grey, moist to wet, till with cobbles. Auger refusal 9'4" (2.84m).

Limestone- 9'9" fracture above broken rock.- 10'10" - 13'11" high angle fracture and broken rock.- fracture 14'2"- 15'1" mud seam with weathered shale fragments.

End of Borehole

124.240.00

122.721.52

121.952.29

121.572.67

119.444.80

1

2

3

4

SS

SS

SS

RC

100

80

70

10

>50

>50

W89-2 Elev. 124.95m TOC

W89-2 Elev. 124.83m TPVC

S/U 0.59m TPVC



W/L Elev. 124.19m recorded May 2, 2011

1.5m x 51mm slot 10 PVC screen within silica sand pack


D.H.


March 9, 2011

B.A.

NAD 27 MTM Zone 9

Standard MW


Client:

Location:

Easting:




Sheet: 1 of 2


Checked By:

SUBSURFACE PROFILE

Dep

th

-4ft m

-2

1

0

3

2

5

4

7

6

8

10

12

14

16

18

20

22

24

26

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

l Con

stru

ctio

n RockQuality

Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W90-1 C-B8831


Waste Management

Ottawa, ON

422732

B.A.5014942

Ground Surface

Silty SandCompact, greyish brown, wet, silty sand with some gravel and cobbles.

Silty Sand TillDense greyish brown, mottled, silty sand till.- fine grained, saturated sand overlying black angular gravel and weathered shale.


122.66123.00

122.00

121.00

120.00

119.00

118.00

117.00

116.00

115.00

20 60%

13

6

5

- MOE Well Tag# A107482

- W90-1 Elev. 123.43m TOC- W90-1 Elev. 123.40m TPVC

- S/U 0.77m TOC


- Bottom of protective casing 1.36m below surface.- Bentonite gravel seal around HW casing 0'-4' (0-1.2m).

- HW casing grouted with cement 4'-13'4"" (1.2-4.06m).- Hollow stem auger refusal 11' (3.35m)

- intensely fracture zone, 14'4" (4.36m) weathered fracture- lost water circulation briefly.

- 17'3" weathered fracture.

- 18'7" fracture with with broken rock parting.

22'9"-23'2" zone of fragmented rock and mud.(fragments include chloride, calcite, felsic material and limestone).

- fracture.- Set HW casing 2'4" into rock to a depth of 13'4" (4.06m).

5.0E-05

3.4E-05

2.7E-06



Verticaln.a.

D.H.


Client:

Location:

Easting:




Sheet: 2 of 2


Checked By:

SUBSURFACE PROFILE

Dep

th

29

10

31

12

33

14

35

16

37

39

41

43

45

47

49

51

53

55

57

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

l Con

stru

ctio

n RockQuality

Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W90-1 C-B8831


Waste Management

Ottawa, ON

422732

B.A.5014942

Limestone

End of Borehole

114.00

113.00

112.00

111.00

110.00

109.00

108.00

107.00

106.00

105.00

20 60%

2

2

0

3

2

1

- 42" and 42'7" fractures

- 50'3"(15.32m) fracture, loss water circulation briefly. Secondary mineralization on surface.

2.9E-06

2.7E-06

1.9E-06

4.3E-06



Verticaln.a.

D.H.


Client:

Location:

Easting:

Project Manager:

Drilled By:

Checked By:

Drill Method:

Drill Date:

Supervised By:

Datum:

Sheet: 1 of 1

Template:


Dep

th

-4ft m

-3

0

-2

1

-1

2

0

3

1

4

2

5

3

4

5

6

7

8

9

10

11

12

13

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15

16

17

Sym

bol Description

Dep

th/E

lev.

(m)

Num

ber

Type

Rec

over

y %

SP

T N

-Val


W90-2 C-B8831 5015875

Waste Management

Ottawa, ON

345160

D.H.

Ground Surface


Silty Sand TillDense, light greyish brown, mottled, silty sand till with some gravel.SandLight brown, fine to medium grained grained, saturated sand.GravelBlack, saturated, angular gravel.- weathered shaleLimestone- 9'7" - 10'4" broken rock, weathered surface at 10'4".- 10'11" - 11'7" broken rock

-intensely fractured to bottom of hole

End of Borehole

122.740.00

120.911.83

120.612.13

117.844.90

1

2

3

4

SS

SS

SS

RC

21

75

100

17

35

>50

W90-2 Elev. 123.74m TOC


S/U 0.79m TPVC






D.H.


March 11, 2011

B.A.

NAD 27 MTM Zone 9

Standard MW


Client:

Location:

Easting:




Sheet: 1 of 2


Checked By:

SUBSURFACE PROFILE

Dep

th

-4ft m

-2

1

0

3

2

5

4

7

6

8

10

12

14

16

18

20

22

24

26

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

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stru

ctio

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Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W91-1 C-B8831


Waste Management

Ottawa, ON

344789

B.A.5015457

Ground Surface


Silty Sand TillDense greyish brown, mottled, silty sand till.- fine grained, saturated sand overlying black angular gravel and weathered shale.


126.81127.00

126.00

125.00

124.00

123.00

122.00

121.00

120.00

119.00

20 60%

>1

7

7

8

- W91-1 Elev. 127.57m TOC- W91-1 Elev. 127.50m TPVC

- S/U 0.76m TOC

- Bentonite gravel seal around HW casing 0'-4' (0-1.2m).

- W/L Elev. 125.65m recorded May 2, 2011- Bottom of protective casing 1.37m below surface.

- Hollow stem auger refusal 9'3" (2.82m)- HW casing grouted with cement 4'-13'5"" (1.2-4.09m).- Fractures 9'7", 9'9", 10'1", 10'7" weathered.

- Set HW casing 3'11" into rock to a depth of 13'5" (4.09m).

- 14'9" shale parting with a trace of mud.- 15'3" weathered fracture.

- Intensely fractured zone overlying high angle fracture 18'8"-19'3".

- 20'3"-20'5" mud seam with rock fragments.- 20'7" weathered pryable shale at end of the run.- 21' mud seam with rock fragments.- 21'2" weathered fracture above fracture zone with extremely narrow joints.

8.4E-07

8.5E-07

5.2E-07



Verticaln.a.

D.H.


Client:

Location:

Easting:




Sheet: 2 of 2


Checked By:

SUBSURFACE PROFILE

Dep

th

29

10

31

12

33

14

35

16

37

39

41

43

45

47

49

51

53

55

57

Stra

tigra

phy

Description

Ele

vatio

n (m

)

Wel

l Con

stru

ctio

n RockQuality

Designation

Frac

ture

Fr

eque

ncy/

Run

Comments

K

(m/s

ec)

W91-1 C-B8831


Waste Management

Ottawa, ON

344789

B.A.5015457

Limestone

End of Borehole

118.00

117.00

116.00

115.00

114.00

113.00

112.00

111.00

110.00

20 60%

4

1

6

2

3

4

- 36'10"-39'10" zone containing fractures some weathered.

-50' vugs present

- 51'2"-51'4" distinct fossil layer.- 51'8"-51'8" broken rock fragments.

- 52'9"- 54'2"healed high angle fracture.

3.2E-05

1.3E-05

5.8E-06

1.7E-05



Verticaln.a.

D.H.


Client:

Location:

Easting:

Project Manager:

Drilled By:

Checked By:

Drill Method:

Drill Date:

Supervised By:

Datum:

Sheet: 1 of 1

Template:


Dep

th

-4ft m

-3

0

-2

1

-1

2

0

3

1

4

2

5

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

Sym

bol Description

Dep

th/E

lev.

(m)

Num

ber

Type

Rec

over

y %

SP

T N

-Val


W91-2 C-B8831 5015455

Waste Management

Ottawa, ON

344795

D.H.

Ground Surface

Sandy SiltLoose, light brown, saturated, sandy silt with a trace of clay.

Sandy Silt TillCompact to very dense, greyish brown, moist, sandy silt till with cobbles.

GravelVery dense, grey, wet, weathered limestone fragments.Limestone- fractures 9'7", 9'9", and 10'1"- 10'7" weathered narrow fracture.

- 14'8" narrow shale parting.- 14'11" weathered.- 15'1" fracture with secondary mneralization.

End of Borehole

126.760.00

125.920.84

124.322.44

123.972.79

122.094.67

1

2

3

4

SS

SS

SS

RC

50

96

65

28

73

>50

W91-2 Elev. 127.70m TOC


S/U 0.78m TPVC






D.H.


March 15, 2011

B.A.

NAD 27 MTM Zone 9

Standard MW

APPENDIX B

Hydraulic Testing Results – Slug Tests

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CB8831 WCEC West Envelope Investigation Summary-FINAL...

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