Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West Ottawa, Ontario Prepared For: DCR Phoenix Group

December 2013 14-12815-001-PH2

December 10, 2013 14-12815-001-PTW

Mr. Michael Boucher Manager of Planning DCR Phoenix Group 18 Bentley Avenue, Ottawa, Ontario K2E 6T8

Dear Mr. Boucher, Subject: Permit to Take Water Hydrogeological Assessment 770 Somerset Street West and 13 Lebreton Street North, Ottawa, Ontario. We are pleased to submit this report for the Permit to Take Water Hydrogeological Assessment of a 0.16 ha property covering 770 Somerset Street West and 13 Lebreton Street North in Ottawa, Ontario. If you have any questions or comments, please contact the undersigned. Yours truly,

MMM GROUP LIMITED

Peter Hayes, P.Geo., QPGW Senior Project Manager Environmental Management

https://ecollaboration.mmm.ca/livelinkdav/nodes/5791410/SomersetPTWcvrltr.docx

Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West Ottawa, Ontario

Prepared For DCR Phoenix Group

MMM Group Limited December 2013 14-12815-001-PH2

EXECUTIVE SUMMARY

A Permit-to-Take-Water Hydrogeological Assessment was conducted for a proposed mixed-use development including a three-level underground parking garage, two ground levels of commercial space, and eight upper levels of rental apartments. This development is proposed to be constructed through combining two existing properties of 770 Somerset Street West and 13 Lebreton Street North, in Ottawa, Ontario (the “Subject Property”). A Phase Two ESA was requested by the client to assist in site development plan approvals and to support filing a Record of Site Condition (RSC). In total, excavations to nine meters below ground surface will be required to construct the proposed development. The Subject Property is at the southeast corner of Somerset Street West and Lebreton Street North. The Subject Property is comprised two existing parcels of land (770 Somerset Street West and 13 Lebreton Street North) with a combined area of approximately 0.17 hectares. The 770 Somerset Street West property has been used as a gasoline and auto service station for over 80 years. Soil and groundwater remediation was conducted on this property in 2001, and since this time this property has been used as an at-grade pay parking lot. The 13 Lebreton Street North property is currently a residential property (rooming house) and has been a private residence for over eighty years. The 770 Somerset Street West property slopes downward from the east to the west with a grade elevation difference of approximately three meters. There is a retaining wall between the 770 Somerset Street West property and 13 Lebreton Street North property, whereby the back yard of the 13 Lebreton Street North property is approximately 2.5 meters lower than the 770 Somerset Street West property. There is also a slope on the 13 Lebreton Street North property from east to west, however the elevation difference is only 0.8 meters. The generalized geology at the Subject Property includes relatively thin overburden cover (approximately two to five meters) of sand fill along with native sand to silty sand till materials), overlying bedrock. Bedrock includes grey-brown limestone with shaly partings, which is considered to be part of the Ottawa Formation. The top of bedrock slopes downward from northwest to southwest across the Subject Property, with a difference in top of bedrock elevation of approximately 2.5 meters. There is also a minor bedrock valley crossing the Subject Property, from northeast to southwest. The overburden is noted to have groundwater in the lowermost one meter, and only where the bedrock is at a lower elevation, corresponding to the western portion of the Subject Property. The overburden aquifer has a relatively high hydraulic conductivity of 3.8 x 10-5 to 3.0 x 10-4 m/s. The bedrock is generally saturated, with the exception of the uppermost bedrock at the east portion of the Site where the top of bedrock is highest. The bedrock has a much lower hydraulic conductivity, of 1.0 x 10-8 to 3.3 x 10-7 m/s. It is interpreted that the overburden and bedrock are in hydraulic connection to one-another, and it is also interpreted that the uppermost 0.5 m of the bedrock is more highly weathered as compared to deeper bedrock (little to moderate weathering down to 9 m below ground surface (BGS)). Based on available environmental reports, remediation was conducted at the time of the decommissioning of the gas station. However, when soil quality was compared to standards revised by the MOE in 2011, contaminants are present in the fill material. The contaminants of concern identified in soil through the sampling and analysis program include EC, SAR, lead, mercury, zinc and PHCs in the F3 and F4 ranges. Although the concentrations of these contaminants exceed the MOE generic standards, they are present at relatively low

Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West, Ottawa, Ontario MMM Group Limited | December 2013 | 14-12815-001-PH2

Table of Contents

concentrations and do not appear in groundwater. Therefore it is assumed that they do not present a potential for migration from the site. It is recommended that impacts in the soil be removed as part of the construction for the redevelopment of the Subject Property. The groundwater across the Subject Property has been impacted by the historical and on-going use of salt for ice control (i.e., impacts from sodium and chloride). In addition, a single minor exceedence of the MOE standard for silver was measured in the field duplicate at MW-1. There have also been low-level detections of petroleum hydrocarbons at select locations on the 13 Lebreton Street North property, which may be attributed to residual contamination which migrated from the adjacent former gasoline station and automotive service center at 770 Somerset Street West. These conditions are further evaluated in the Phase Two ESA report.

It is anticipated that all construction dewatering water will be discharged to the combined sewer system in the area, pending water quality meeting City of Ottawa Sewer Use Criteria (City of Ottawa By-Law No. 2003-514). Groundwater sample analytical results to date indicate that groundwater on the Site property meets the Combined Sewer Use Criteria, however confirmatory ongoing monitoring will be required during construction.

Construction dewatering will be required to control both groundwater inflow and direct precipitation inputs. Construction dewatering rates are calculated to be 36,276 L/day, based on anticipated groundwater base flow, under dry conditions. If the geological units consistently have the properties of the most permeable sample location(s) found on the Subject Property, groundwater inputs could be as high as 83,757 L/day. Added to precipitation inputs on a rainy day (9.2 mm of rainfall generating 23,000 L/day of flow), the combined total likely worst case calculated daily dewatering rate is 106,757 L/day. If extreme cases are considered (very highly permeable materials or highly weathered bedrock not previously detected, generating three times the highest probable groundwater inflow (251,271 L/day), plus precipitation inputs during a five year storm (48.9 mm generating 122,250 L/day of precipitation-derived flow), a total dewatering rate of 373,521 L/day could be required.

Ongoing dewatering will be required to maintain dry conditions in the underground parking garage. Long-term dewatering rates will be established through the process of measuring during-construction dewatering requirements.

A monitoring and mitigation program is proposed to minimize risk to surrounding properties as well as ensure that construction dewatering water is treated as required to be released into the combined sewer system. The risk of geotechnical settlement to surrounding buildings and municipal infrastructure is considered to be minimal, because surrounding buildings are generally founded on the relatively shallow bedrock, and the underground municipal services are also founded on bedrock or on dense glacial till. The contractor will be responsible to plan construction methods to minimize damage to adjacent buildings or structures due to vibrations generated by construction. The contractor will also be required to conduct detailed pre-construction surveys of surrounding buildings, in the event that damages or damage claims arise, requiring inspection and remediation.

Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West, Ottawa, Ontario MMM Group Limited | December 2013 | 14-12815-001-PH2

Table of Contents

TABLE OF CONTENTS

EXECUTIVE SUMMARY ...... I

1.0 INTRODUCTION ...... 1 1.1 Background ...... 1 1.2 Site Description...... 1 1.3 Current and Proposed Future Uses ...... 2 1.4 Applicable Regulatory Standards ...... 2 1.5 Past Investigations and Remediation ...... 2

2.0 BACKGROUND INFORMATION ...... 4 2.1 Physical Setting ...... 4 2.2 Topography and Drainage ...... 4 2.3 Regional Geology ...... 4 2.4 Regional Hydrogeology ...... 5 2.5 Site-Specific Geology ...... 5 2.6 Site-Specific Hydrogeology...... 6 2.7 Aquifer Properties ...... 7

3.0 ENVIRONMENTAL ASSESSMENT ...... 8

4.0 DEWATERING REQUIREMENTS ...... 8 4.1 Groundwater Inflow ...... 8 4.2 Surface Water Inflow ...... 10 4.3 Dewatering Methods and Discharge Locations ...... 11 4.4 Geotechnical Settlement ...... 11

5.0 IMPACT ASSESSMENT AND ENVIRONMENTAL MANAGEMENT PLAN...... 12 5.1 Interference to Nearby Properties and Municipal Services ...... 12 5.2 Monitoring and Mitigation Plan ...... 12

6.0 CONCLUSION ...... 13

7.0 QUALIFICATIONS OF ASSESSORS ...... 13

8.0 STANDARD LIMITATIONS...... 14

9.0 REFERENCES ...... 14

Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West, Ottawa, Ontario MMM Group Limited | December 2013 | 14-12815-001-PH2

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LIST OF FIGURES Following Text Figure 1. Site Location Figure 2. Monitoring Locations and Areas of Potential Environmental Concern Figure 3. A. Hydrogeologic Cross-Section A-A’ B. Hydrogeologic Cross-Section B-B’ Figure 4. Site Plan showing Bedrock Elevation Figure 5. Site Plan showing Direction of Groundwater Flow

LIST OF TABLES Following Text Table 2.1. Borehole Details and Groundwater Levels Table 2.2. Summary of Aquifer Properties Table 3.1. A to E: Summary of Analytical Results in Soil Table 3.2. A to E: Summary of Analytical Results in Groundwater Table 4.1. Construction Dewatering Calculations Table 4.2. Construction Dewatering Combined Groundwater and Precipitation Inputs

APPENDICES APPENDIX A – Borehole Logs and Grain Size Analysis APPENDIX B – Single Well Response Tests APPENDIX C – Geotechnical Report APPENDIX D – Standard Limitations

Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West, Ottawa, Ontario MMM Group Limited | December 2013 | 14-12815-001-PH2

Table of Contents

1.0 INTRODUCTION

1.1 Background

MMM Group Limited (MMM) was retained by DCR Phoenix Group (DCR) to conduct a Permit- to-Take-Water Hydrogeological Assessment for a proposed multi-use mid-rise development project, which will include combining the two existing properties of 770 Somerset Street West, and 13 Lebreton Street North, in Ottawa, Ontario. The proposed multi-use development includes (from lowest level to top level): three subgrade levels of underground parking, a restaurant, grocery store, and eight storeys of rental apartments above the grocery store. In total, the building will rise 10 storeys above the Lebreton Street North facade. The restaurant would be at street level on Lebreton Street North, whereas the grocery store above would be at street level on Somerset Street West, due to the fact that there is an uphill grade on Somerset Street West, heading east from Lebreton Street North. After combining the two properties, the proposed building will have a street address of 770 Somerset Street West. Because the proposed three subgrade levels of underground parking will extend below the water table, it is anticipated that construction dewatering will be required for groundwater control, and dewatering will be required on an ongoing basis to maintain dry conditions in the subgrade parking garage. This Permit-to-Take-Water hydrogeological assessment considers potential construction dewatering requirements during the construction period only. A long-term operational Permit-to-Take-Water will be obtained based on actual construction dewatering rates observed during the construction period. As part of a Phase Two Environmental Site Assessment (ESA) boreholes were advanced in the overburden and bedrock on both the 770 Somerset Street West (historically used as a gasoline station and automotive service centre) and 13 Lebreton Street North (a residential use) properties. Overburden soil samples and overburden and bedrock groundwater samples were collected on the Subject Property. The Phase Two ESA was requested by the client to assist in site development plan approvals and to support filing a Record of Site Condition (RSC).

1.2 Site Description

The Subject Property is at the southeast corner of Somerset Street West and Lebreton Street North, as per Figure 1. The boundary of the Subject Property is shown on Figure 2. The 770 Somerset Street West property is a single parcel of land of approximately 0.10 hectares for which the legal description is: Part Lot 31, Plan 4908, as in NS185691; Ottawa/Nepean. The property information number for the Subject Property is 04109-0235(LT). The 13 Lebreton Street North property is also a single parcel of land of approximately 0.07 hectares. The legal description is: Part Lot 31, Plan 4908, Ottawa/Nepean. The property information number for the Subject Property is 04109-0245(LT). The combined area of the two properties is 0.17 hectares. The NAD 83, Zone 18 UTM coordinates for the Subject Property are: 444525 E and 5025740 N. The Subject Property is owned by the numbered company: 442915 Ontario Ltd., and Ken Yip of this company is working in partnership for the development of the lands with DCR.

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1.3 Current and Proposed Future Uses

The Subject Property was first developed in the early 1900s and the north part has been use as a gas station and garage since the early 1930s. Underground storage tanks (USTs) were initially located at the northwest corner of the Subject Property and were moved to the northeast corner sometime after 1956. The USTs and associated gas station buildings were decommissioned and removed from the Subject Property in 2000. The Subject Property has been used as a parking lot since the gas station was decommissioned. The south part of the Subject Property has been used for residential purposes since before 1900. The proposed future use of the Subject Property will be for a residential condominium. The change in land use from a gas station to residential uses results in the mandatory filing of a RSC under Ontario Regulation (O. Reg.) 153/04 prior to the issuance of a building permit.

1.4 Applicable Regulatory Standards

As per MMM (2012), generic site condition standards established by the Ministry of the Environment (MOE) in their document: Soil, Groundwater and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act (April 2011) (the “Standard”) were used to assess soil and groundwater quality at the Subject Property. The Subject Property is not a sensitive site as defined in O. Reg. 153/04 and the proposed development will be serviced for water and sewage through the City of Ottawa, which obtains drinking water for this area of the City from the Ottawa River. As such, standards established for non-potable groundwater conditions for residential, parkland and institutional (RPI) land uses, with coarse-textured soil were considered to apply to the site. A detailed assessment of on-Site soil and groundwater quality was provided separately in the Phase Two ESA. There are no natural surface water features in the vicinity of the Site. Any construction dewatering water generated may be disposed of to the combined sewer system present in the vicinity, pending permission from the City of Ottawa, and provided that water quality is in compliance to standards indicated in City of Ottawa Sewer Use By-Law No. 2003-514 for sanitary and combined sewer use (Sanitary Sewer Use Standard). Should construction dewatering water quality not meet the Sanitary Sewer Use Standard, it must be contained and taken offsite where it may be properly disposed of, unless special permission is otherwise obtained from the City of Ottawa.

1.5 Past Investigations and Remediation

Previous environmental investigations have been conducted on the 770 Somerset Street West property, including the following:  Phase I and Phase II Environmental Site Assessment, 770 Somerset Street West, Ottawa, Ontario. Jacques Whitford Environment Limited. June 13, 2000.  Petroleum Hydrocarbon Impacted Soil Removal, 770 Somerset Street West, Ottawa, Ontario. Jacques Whitford Environment Limited. April 9, 2001.  Phase II Environmental Site Assessment, 770 Somerset Street West, Ottawa, Ontario. MMM Group Limited, December 2012. As per MMM (2012), a summary of these reports is provided below:

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 The Subject Property has historically been used as an automotive repair shop and gasoline retail outlet. Seven underground storage tanks (USTs) were identified through historical records including a 1956 FIP along with a hydraulic hoist and an oil/water separator. Five of the USTs were removed in 1997 under the supervision of Jacques Whitford and 203 tonnes of petroleum hydrocarbon impacted soil was excavated from the pump island area for offsite disposal.  The Jacques Whitford (2000) Phase II ESA documented that soil and groundwater samples were submitted for analysis of benzene, toluene, ethylbenzene and xylene (BTEX) and total petroleum hydrocarbon (TPH) analysis. The results of analysis were compared to the MOE Table B criteria for a commercial/industrial land use from the Guideline for Use at Contaminated Sites in Ontario, revised 1997. The report indicated that the concentration of analysed parameters were either below detection limits, or present at concentrations that satisfy the Table B criteria with the exception of the xylenes concentration in the soil sample submitted from MW 00-3. Elevated levels of TPH (gas/diesel) were measured in the groundwater sample from MW 00-3; however, at the time, there were no standards established in the MOE Guideline for comparison.  In April 2001, an area of approximately 25 m2 was excavated to approximately 4 m BGS to remove petroleum impacted soil in the vicinity of MW 00-3. Approximately 84 tonnes of petroleum impacted soil (i.e., less than half the excavated soil) was removed from the Subject Property and disposed of at a local licenced landfill facility. Verification samples collected from the walls of the excavation had concentrations of contaminants that were less than the applicable site condition standards. The remaining excavated soil was deemed to be clean, based on field screening measurements and was used as backfill material.  The MMM (2012) Phase Two ESA included drilling eight boreholes down to top of bedrock and installing eight monitoring wells. This environmental site assessment was subsequently updated in 2013, when two additional deep bedrock monitoring wells were drilled, and additional groundwater samples were collected. A copy of this report is provided separately. Generally, this investigation of current conditions identified the following:  Soil and groundwater analytical results of this investigation were compared to the MOE 2011 Table 3 RPI Standard for coarse-textured soils. The contaminants of concern identified in soil through the sampling and analysis program include EC, SAR, lead, mercury, zinc and PHCs in the F3 and F4 ranges. Although the concentrations of these contaminants exceed the MOE generic standards, they are present at relatively low concentrations and do not appear in groundwater. Therefore it is assumed that they do not present a potential for migration from the site. No evidence of impacts from the former gas station was observed on the residential property at 13 Lebreton Street North. It is recommended that impacts in the soil be removed as part of the construction for the redevelopment of the Subject Property.  The groundwater across the Subject Property has been impacted by the historical and on-going use of salt for ice control (i.e., impacts from sodium and chloride). In addition, a single minor exceedence of the MOE standard for silver was measured in one groundwater sample.  Areas of potential environmental concern (APECs) are indicated on Figure 2.

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2.0 BACKGROUND INFORMATION

2.1 Physical Setting

The Subject Property is located in an urban setting in the west end of Ottawa, Ontario. The lands within and in the vicinity of Ottawa, Ontario, generally lie within the physiographic region of Ontario referred to as the Ottawa Clay Plains, as per Chapman and Putnam (2007). This region is further described as flat to undulating clay plains interrupted by ridges of rock or sand. The site is however within a locally elevated area on top of a small bedrock escarpment, and based on borehole drilling as part of this investigation, overburden cover is relatively thin (2 to 4 meters) at the Subject Property. The overburden was noted to be primarily sand, however much of this may in fact be sand fill, as discussed further in Section 2.3. The area is fully serviced for water and sewage, with potable water obtained municipally from the Ottawa River. No surface water is located on the Subject Property.

2.2 Topography and Drainage

As noted in Figure 1, the Subject Property lies in an area of relatively higher ground compared to surrounding area. The Subject property is on the western margin of this area of higher ground, such that there is a general, gentle slope downwards to the southwest on and in the vicinity of this property, with an overall elevation difference of approximately 10 meters. There is also a low bedrock escarpment approximately 300 meters to the north of the Subject Property, marking the northern limit of this area of higher ground. This escarpment is also approximately 10 meters high, and slopes down to the north. Bedrock outcrops in select areas in this escarpment. Based on surveyed ground elevations of boreholes and monitoring wells installed to date on the 770 Somerset Street West property (12 wells and one borehole in total as per Table 2.1), ground elevations on the 770 Somerset Street West property range from 72.58 to 75.98 meters above mean sea level (m AMSL). The ground on the 770 Somerset Street West property slopes downward from east to west with an elevation difference of approximately three meters, with the west limit being at a lower elevation. There is a retaining wall along the property line between 770 Somerset Street West and 13 Lebreton Street North, which reaches a maximum height of approximately 2.3 meters on the eastern side of these two properties. The 13 Lebreton Street North property has a more consistent and generally lower elevation as compared to 770 Somerset Street West. The 13 Lebreton Street North property elevation (based on surveyed boreholes and monitoring wells on this property), ranges from 72.9 to 73.8 m AMSL, also sloping from east to west, with an elevation difference across the property of 0.9 meters. There are no natural drainage features in the vicinity, however, as noted, the Subject Property and surrounding areas are fully serviced with combined storm and sanitary sewers.

2.3 Regional Geology

As per MMM (2012), the native surficial geology in the immediate vicinity is indicated to be sandy silt to silty sand overlying palaeozoic bedrock, which is not far below ground surface at

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the Subject Property (Ontario Geological Survey, 2010). Given that the area is in an urban setting, much of the near surface overburden is interpreted to have been modified as part of urbanization. While the overall permeability (hydraulic conductivity) of the native overburden deposits are interpreted to be low to moderate, higher permeability overburden sediments are interpreted to be present at the Subject Property where granular backfill has been placed, particularly under building foundations and in utility corridors and this may have an influence on groundwater flow. As per BŽlanger et al (1994), bedrock in the area including the Subject Property is indicated to be comprised of the Ottawa Formation, which is described as limestone with some shaly partings; some sandstone in basal part. This is consistent with what was observed in a bedrock core retrieved at the Subject Property, as per Section 2.4. The thickness of overburden deposits in the area is generally indicated to range from 0 to 10 m deep, as per Ontario Geological Survey, 2010.

2.4 Regional Hydrogeology

On a broad regional scale, groundwater is generally expected to flow north towards the Ottawa River. Within the local area around the Subject Property, it is interpreted that overburden and shallow bedrock groundwater flow is to the west-southwest, based on the fact that the site lies on the western edge of a local area of higher ground. It is further interpreted that vertical hydraulic gradients are downward, based on the fact that the Subject Property is in an area of relatively higher ground. As per MMM (2012), the silty sand to sand overburden deposits are interpreted to host a localized but very thin overburden aquifer in the vicinity, in select areas only. Where the bedrock surface is relatively higher, such as the eastern portion of the 770 Somerset Street West property, the water table is interpreted to be below the top of bedrock. It should be noted that local groundwater flow may be influenced by underground utilities (i.e., service trenches), structures and bedrock topography. For example, the gravel pack used around utilities, such as storm sewers, can act as interceptors and redirect groundwater flow along the direction of the pipe. The Ottawa Formation bedrock is interpreted to comprise a regional aquifer, in particular in the upper weathered portion, however the yield of this aquifer is noted to be relatively low, based on single well response tests as described in Section 2.7.

2.5 Site-Specific Geology

Investigations conducted over the past year (MMM, 2012, EXP, 2013, and recent investigations conducted in October 2013 by MMM) have involved advancing a total of eighteen boreholes and two test pits, on the 770 Somerset Street West and 13 Lebreton Street North properties. Eight of these boreholes were advanced into bedrock. In total, 17 of these boreholes have been made into monitoring wells. A tabulated summary of test pits, boreholes, and monitoring wells completed since October 2012, is provided in Table 2.1, and borehole locations are indicated on Figure 2 and a cross-section interpretation of sub-surface conditions is presented in Figure 3 (A for the east-west direction and B for the north-south direction). Borehole logs and results of grain size analysis are provided in Appendix A. The overall overburden thickness as observed in test pits and boreholes drilled to date on the Subject Property ranges from a minimum of 1.60 m (EXP BH5) to 5.18 m (MW-9A).

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The overburden geology on the Subject Property consists of well graded sand, gravely sand or sand and gravel over limestone bedrock. The sand generally appeared to be imported or reworked fill, with loose to firm density, however deeper portions of the overburden are interpreted as native deposits. The uppermost portion of the overburden (generally within 0.5 m of ground surface) consisted of pavement related construction materials (asphalt and pavement sub-fill). Localized areas of finer grained materials were found in select locations only (MW-1, 2.43 to 3.04 m BGS, and two intervals at MW-9B (0.6 to 1.2, and 2.3 to 3.2 m BGS). The surface of the top of bedrock, as determined in this investigation, slopes down to the west- southwest, whereby the top of bedrock at the lowest measured point at MW-10 is 2.46 m lower than the top of bedrock at the highest measured point at EXP BH2. The topography of the bedrock surface generally reflects that of the ground surface, however a bedrock valley is noted to cross the Subject Property, from the northeast to southwest direction, as depicted on Figure 4. As part of the MMM (October 2013) investigations, one bedrock core was retrieved from borehole MW-9A, which was advanced to 12.5 m BGS, or 7.3 m below top of bedrock. The bedrock geology at this location was observed to consist of grey-brown limestone with dark grey shale partings, frequent calcite veins, thinly to thickly bedded, which is consistent to that observed by EXP (2013) in their four bedrock boreholes. It is noted at MW9A that the upper 0.6 m of the bedrock were highly weathered, whereas below this depth the bedrock exhibited minimal to moderate weathering. Horizontal fractures were typically observed every 0.1 to 0.15 m, and one vertical fracture was noted at 11.0 to 11.7 m BGS, in filled by calcite. Two geological cross sections were prepared, as per Figure 2. Cross section A-A’ (Figure 3A) traverses the 770 Somerset Street West property approximately from east to west. Cross section B-B’ (Figure 3B) traverses both the 770 Somerset Street West and 13 Lebreton Street North properties from north to south. Cross Section B-B’ in particular depicts the retaining wall, as well as the bedrock valley, which is observed to be deepest near monitoring well nest MW9A/9B.

2.6 Site-Specific Hydrogeology

Site-specific hydrogeological investigations to date have included the following:  Groundwater monitoring of eight overburden wells installed on the 770 Somerset Street West property, in November 2012, as per MMM (December 2012);  Groundwater monitoring of three bedrock monitoring wells and one overburden well, as per EXP (January 2013); and  Groundwater monitoring conducted on October 28-29, 2012, by MMM Group, including four new bedrock monitoring wells, one new overburden monitoring well, and as many of the previously installed monitoring wells as could be accessed.  Hydraulic monitoring results for all of these groundwater monitoring events are provided in Table 2.1. As per MMM (2012) it is interpreted that the thin overburden aquifer is in hydraulic connection with the bedrock aquifer, in particular, the upper weathered portion. In fact, on the eastern portion of the Subject Property, the groundwater level was noted to be below the top of the bedrock surface (Table 2.1).

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Groundwater levels, as observed in accessible overburden and shallow bedrock monitoring wells, on October 28-29, 2013, on the Subject Property, are presented in Figure 5. These groundwater monitoring results indicate an overburden/shallow bedrock groundwater flow direction to the southwest, which reflects the local topographic slope in the vicinity. The shallow groundwater elevation difference across the property was noted to be 1.99 m in October 2013, corresponding to an average horizontal groundwater flow gradient of 0.04. Groundwater gradients have been interpreted from groundwater levels at monitoring well nests MW-5A/5B, and MW-9A/9B (Table 2.1). Water levels at both monitoring well nests indicated downward vertical gradients (overburden to deep bedrock), whereby the measured gradients were 0.02 (MW-5A/B) to 0.05 (MW-9A/B). Groundwater elevations are interpreted to vary with the seasons, being higher in the spring and lower in the fall. It is noted that groundwater levels at EXP BH-4 were approximately 1.0 meters higher in January of 2013 as compared to late October of 2013. Groundwater levels in three monitoring wells whereby levels were observed in both November 2012 and October 2013 (MW-2, MW-4, MW-5B, and MW-8) were found to be approximately 0.1 m lower in November 2012 as compared to October 2013 (Table 2.1). As per MMM (December 2012), it is therefore interpreted that bedrock topography is strongly influencing groundwater flow at the Subject Property. Shallow groundwater likely follows bedrock valleys and/or utility corridors, and ultimately discharges to the Ottawa River, although shallow groundwater may also flow into or out of the bedrock aquifer, depending on where highly weathered bedrock, with preferred groundwater flow pathways, may be present.

2.7 Aquifer Properties

MMM Group (December 2012) submitted three soil samples for grain size analyses and EXP (January 2013) analyzed one soil sample for grain size analysis (BH-4) (Appendix A). MMM Group used the grain size distribution information to calculate the approximate hydraulic conductivity of the overburden (sand) aquifer materials. The Hazen Approximation (as presented in Freeze and Cherry, 1979) was used to calculate the hydraulic conductivity, calculations as provided in Table 2.2. The overburden aquifer was found to have a hydraulic conductivity ranging from 3.8 x 10-5 to 3.0 x 10-4 m/s, with a geometric mean value of 8.7 x 10-5 m/s. The interpreted porosity of the aquifer is 0.3, as is generally common in sand aquifers (Freeze and Cherry, 1979). MMM Group conducted single well response testing on four bedrock monitoring wells as part of the October 2013 field investigations, including MW-5A, MW-9A, MW-10, and MW-11. The single well response test data was recorded with electronic dataloggers, corrected for barometric pressure fluctuations, and calibrated against manual water level measurements at select time intervals. The data was then analyzed using the AquiferTest 2013.1 software package, using the Hvorslev solution method. This method is further described in Freeze and Cherry, 1979, and is considered suitable to bedrock aquifer analyses. These analyses indicated that the bedrock hydraulic conductivity ranges from 9.9 x 10-9 to 3.3 x 10-7 m/s, with a geometric mean value of 8.5 x 10-8 m/s. As such, the bedrock is interpreted to be a relatively poor aquifer, with the possible exception of highly weathered portions. It is anticipated that horizontal hydraulic conductivity in the bedrock aquifer is generally greater than vertical hydraulic conductivity, due to the shaly partings and horizontal bedding planes in the bedrock.

Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West, Ottawa, Ontario MMM Group Limited | December 2013 | 14-12815-001-PH2

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3.0 ENVIRONMENTAL ASSESSMENT

Surface and groundwater quality is evaluated in detail in the accompanying Phase Two ESA for the combined Subject Property. Tabulated soil and groundwater quality results, as compared to the O. Reg. 153 Table 3 criteria for Generic Site Condition Standards for coarse-textured soils in a Non-Potable Ground Water Condition for Residential, Parkland, Institutional (RPI) Land Use, are provided as follows:  Table 3.1 A-E provides soil quality results based on all soil samples collected to date, since 2012; and  Table 3.2 A-E provides groundwater quality results, based on all groundwater samples collected to date, since 2012 as compared to MOE Table 3 Standards and the City of Ottawa Sewer Use By-Law No. 2003-514. The Subject Property lies within an area which has been heavily urbanized for at least 100 years. There are no natural surface water features in the vicinity. Any construction dewatering water generated may be disposed of to the combined sewer system present in the vicinity, pending permission from the City of Ottawa, and provided that water quality is in compliance to standards indicated in City of Ottawa Sewer Use By-Law No. 2003-514 As per Table 3.2, groundwater samples collected to date indicate that groundwater on the Site property meets the Combined Sewer Use Criteria stipulated by City of Ottawa Sewer Use By-Law No. 2003-514. It is noted that there is a high concentration of sodium and chloride in the groundwater, in both overburden and bedrock groundwater wells, and a high sodium adsorption ratio in the results. It is interpreted that the sodium and chloride is derived from application of salt for winter ice control. 4.0 DEWATERING REQUIREMENTS

The primary below-grade construction elements for this project include excavation for building foundations and three levels of below-grade parking, with a depth of eight to nine meters below existing grade (estimated bottom of foundation at 64.5 meters AMSL). This depth is between 5.6 and 8.1 meters below top of bedrock, and is between 5.6 and 7.6 meters below the observed static water table on October 28-29, 2013. It is assumed that the building foundation excavation will cover the entire Subject Property, minus a small buffer area.

4.1 Groundwater Inflow

As per Section 2.6, at the Project location, it is interpreted that there is a thin overburden aquifer (the limited thickness of overburden sediments which are saturated), and a bedrock aquifer, particularly corresponding to the upper and more weathered portion of the bedrock. It is assumed that these two aquifers are in hydraulic connection to each other. Given that the excavations required for the new building will penetrate up to approximately eight meters below the static water table, and up to 8.1 meters below the top of bedrock (on average approximately 7 meters below top of bedrock), construction dewatering is anticipated, and long-term dewatering is also anticipated to keep the building dry.

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Groundwater dewatering rates have been calculated using the method of Powers, J.P. et al. (2007) for dewatering of a large cylindrical excavation into an unconfined aquifer. Even though the excavation is roughly square in shape, this equation will provide a reasonably accurate calculation of construction dewatering rates if the area (and radius) if the assumed area of the circle excavation is the same as the actual area covered by the planned excavation in a square shape. Assumptions made during this calculation (Table 4.1) are as follows:  The building excavations may be excavated to as far as 11.0 m BGS, or 8.0 m below the static water table, or 7.0 m below the top of bedrock, and the excavation fully penetrates the overburden, and weathered bedrock aquifers;  The depth to groundwater is assumed to be 3.0 m BGS, as observed in this investigation;  The sand aquifer is unconfined, with a uniform hydraulic conductivity, is infinite in lateral extent, and extends to 4.0 m BGS, as per MMM (2012), whereby the lowermost one meter is saturated;  Both the overburden and weathered bedrock aquifers behave as unconfined aquifers, with uniform hydraulic conductivity throughout the units, and they are infinite in aerial extent;  Construction dewatering rates have been calculated separately for the overburden portion and bedrock portion of the aquifers, and the rates have been added together to calculate the total groundwater contribution;  The Anticipated Case Scenario calculated dewatering rate for the overburden materials is based on the mean hydraulic conductivity value for the sand aquifer, determined through grain size analysis distribution of soil samples collected, as per Table 2.2;  The Worst Case Scenario calculated dewatering rate for the overburden materials is based on the highest hydraulic conductivity value determined from grain size analyses, as per Table 2.2;  The Worst Rate Scenario calculated dewatering rate with a 3:1 Factor of Safety for overburden materials is based on the highest overburden aquifer hydraulic conductivity (grain size analyses) multiplied by 3;  The Anticipated Case Scenario calculated dewatering rate for the bedrock aquifer is based on the mean hydraulic conductivity value for the bedrock, determined through single well response testing, as per Table 2.2;  The Worst Case Scenario calculated dewatering rate for the bedrock aquifer is based on the highest hydraulic conductivity value determined through single well response testing, as per Table 2.2;  The Worst Rate Scenario calculated dewatering rate with a 3:1 Factor of Safety for the bedrock aquifer is based on the highest bedrock aquifer hydraulic conductivity (single well response tests) multiplied by 3;  Hydraulic conductivity values used in these calculations were calculated from grain size distribution curves using the Hazen approximation, as per Table 2.2, and hydraulic conductivity values calculated from single well response tests, are provided in Appendix B, and summarized in Table 2.2; and  Construction dewatering rates will be lower if sheet piling is used, in order to block flow contributions from the overburden portion of the aquifer, and if an effective seal is established between the sheet piling and the top of the bedrock. This will however not stop

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groundwater flow because flow will continue to come in from the bedrock portion of the aquifer. The calculation details are provided in Table 4.1. In summary, the following amounts have been calculated for groundwater inflow under the three scenarios: 1. The anticipated case scenario groundwater inflow indicates the most probable calculated amount of groundwater which will continuously flow into the excavation, at its full extent. This scenario is based on the calculated geometric mean hydraulic conductivity value observed to date in both the overburden sediments and bedrock, respectively (Table 2.2), along with seasonally high groundwater levels. The anticipated case groundwater contribution is calculated as 36,276 L/day (25.19 L/min). 2. The worst case scenario groundwater inflow indicates a likely upper range calculated amount of groundwater which will continuously flow into the excavation, at its full extent. This scenario considers that the bedrock and overburden aquifers have the highest hydraulic conductivity values throughout, as respectively observed anywhere in these corresponding units to date, (Table 2.2), along with seasonally high groundwater levels. The worst case groundwater contribution is calculated as 83,757 L/day (58.16 L/min). 3. The worst case scenario with factor of safety of 3:1 has been used to account for potential uncertainties, such as a highly weathered bedrock zone contributing unusually high amounts of groundwater flow, and / or groundwater flow along a preferential pathway in the overburden (i.e. granular backfill around a buried utility corridor), draining larger amounts of groundwater into the Site. The worst case scenario dewatering rate with a factor of safety of 3:1, is calculated as 251,271 L/day (174.49 L/min). The Zone of Influence (ZOI) represents the area where groundwater levels may be temporarily affected by dewatering activities as a result of groundwater withdrawal. The ZOI is dependent on the hydraulic conductivity, the type of aquifer and the amount by which the water level is to be lowered (Powers et al., 2007). The ZOI for the anticipated and the worst case scenarios are 28.0 m and 52.3 m respectively, beyond the outer limits of the excavation. The ZOI for the worst case scenario with a safety factor of 3:1 applied is 156.9 m.

4.2 Surface Water Inflow

Surface water inflow rates have been calculated based on the area of the Subject Property multiplied by daily precipitation rates which are likely to occur as follows:  The 75th Percentile daily total precipitation observed in Ottawa, Ontario, over the past five years, as recorded by Environment Canada (2.5 mm);  The 90th Percentile daily total precipitation observed in Ottawa, Ontario, over the past five years, as recorded by Environment Canada (9.2 mm); and  The highest total precipitation observed in Ottawa, Ontario, over the past five years (December 2008 to November 2013), as recorded by Environment Canada (48.9 mm). In these calculations, the Site Catchment area is assumed to be 2,500 m2, which is in fact 40% larger than the actual calculated Subject Property area (1,740 m2). This is in order to account for additional drainage from immediately adjacent lands, such as roadways and sidewalks, as may occur.

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As per Table 4.2, the following amounts of precipitation-derived water may accumulate in the open excavation on a daily basis, which must be managed through construction dewatering; a) 75th Percentile daily rainfall – 6,250 L/day; b) 90th Percentile daily rainfall – 23,000 L/day; and c) Five year highest recorded daily rainfall – 122,250 L/day. Table 4.2 also indicates the total amount of water which may need to be dewatered from the open excavation, considering the three precipitation scenarios (plus a fourth scenario representing no rainfall), and considering the three groundwater input scenarios (plus a fourth scenario showing precipitation only).

4.3 Dewatering Methods and Discharge Locations

The task of determining dewatering methods and discharge management is the responsibility of the contractor. As indicated, however, an environmental management plan will be established and implemented, as per Section 5.0 of this report, in order to ensure that surrounding properties and municipal infrastructure is protected.

It is anticipated that all construction dewatering water will be discharged to the combined sewer system in the area, pending water quality meeting City of Ottawa Sewer Use Criteria (City of Ottawa By-Law No. 2003-514). Groundwater sample analytical results to date (Table 3.2) indicate that groundwater on the Subject Property meets the Combined Sewer Use Criteria, however confirmatory ongoing monitoring will be required during construction, as outlined in Section 5.2.

4.4 Geotechnical Settlement

EXP (November 2013) evaluated the potential impact of site dewatering and excavation to structures on adjacent properties, as well as below-ground municipal services. A copy of this letter report is provided in Appendix C. As part of this investigation, it was determined that the adjacent Annunciation Orthodox Cathedral to the south (15 Lebreton Street North), has a foundation resting directly on bedrock, and the adjacent apartment building at 760 Somerset Street West is also founded on bedrock. As such, EXP considers the risk of geotechnical settlement of these structures to be minimal during excavation or construction dewatering related to the proposed project. They recommend that a smaller concrete wall at the east end of the 15 Lebreton Street North property will need to be underpinned. EXP (November 2013) also notes that the municipal services (water mains and wastewater mains) are either founded on bedrock or on dense glacial till, within one meter of bedrock. They consider that there is minimal risk of geotechnical settlement to these underground services as a result of excavation or construction dewatering for this project.

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5.0 IMPACT ASSESSMENT AND ENVIRONMENTAL MANAGEMENT PLAN

5.1 Interference to Nearby Properties and Municipal Services

As per EXP (November 2013), the proposed construction program including construction dewatering presents minimal risk to buildings on adjacent properties with foundations resting directly on bedrock. They also interpret minimal risk of geotechnical settlement for municipal services in the vicinity, which also rest on bedrock or up to one meter of dense glacial till above bedrock. A small retaining wall on the east side of the 15 Lebreton Street North property will need to be underpinned.

It is noted that vibrations generated during construction may potentially impact structures and services in the vicinity. It will be the responsibility of the contractor to undertake construction methods in a suitable manner in order to minimize this risk. As per Section 5.2, pre-construction surveys will be undertaken in order that any damage to adjacent building foundations may be accurately assessed and repaired to meet or exceed pre-construction conditions.

It is proposed that all construction dewatering water be discharged to the City of Ottawa combined sewers which are located along Somerset Street West and Lebreton Street North, provided that construction dewatering water meets City of Ottawa Combined Sewer Use Criteria, as per City of Ottawa By-Law No. 2003-514. Groundwater sample analytical results to date (Table 3.2) indicate that groundwater on the Subject Property meets the Combined Sewer Use Criteria, however confirmatory ongoing monitoring will be required during construction, as outlined in Section 5.2.

5.2 Monitoring and Mitigation Plan

Existing soil and groundwater quality conditions on the Subject Property have been characterized, as per Table 3.1 (Soil quality) and Table 3.2 (Groundwater quality). These results indicate existing impacts in soil and groundwater related to use of salt for winter ice control, as well as scattered low-level residual impacts attributed to the former use of the 770 Somerset Street West property as a gasoline station and automotive service center.

Environmental monitoring and mitigation measures are to be conducted, as summarized in the following:

1. Construction dewatering rates will be documented on a daily basis on all days when pumping of water or any type of dewatering occurs, during all works, through co- operation with the construction supervisor. The contractor will choose methodology (using a meter or calculation method) and associated equipment, as indicated in the Technical Bulletin, Permit to Take Water Program Monitoring and Reporting of Water Takings (MOE, November 2006), to monitor dewatering discharge rates; 2. Construction dewatering water will be treated as necessary to ensure that it is in compliance to City of Ottawa By-Law No. 2003-514, prior to release to combined sewers in the area. If the water cannot be treated to meet the standards stipulated in this by-

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law, it will be contained and taken offsite to an MOE-licensed facility for applicable treatment and disposal; 3. In co-operation with the onsite inspector, the clarity of dewatering water, where it is released to the combined sewer, will be documented daily. It will also be noted on a daily basis if the dewatering discharge water has a visible sheen, odor, or precipitate, potentially indicating petroleum hydrocarbons in the water; 4. Supplementary regular (weekly) visual Site inspections will be conducted, whereby turbidity and laboratory measurement of total suspended solids (TSS) content of the dewatering water will be measured if construction dewatering water is reaching a surface water feature or as otherwise deemed necessary; 5. Chemical analyses of discharge water will be made where dewatering discharge is released to the combined sewers, in accordance to City of Ottawa requirements. It is proposed that water samples will be collected once per week for the first three weeks after start-up of dewatering, and on additional occasions as necessary. Discharge water samples will be analyzed for pH, Temperature, General Chemistry, Metals, VOCs, and Petroleum Hydrocarbon Fractions. The discharge water quality results will be compared to the City of Ottawa Combined Sewer Use Criteria, as per City of Ottawa By-Law No. 2003-514; 6. Any complaints related to construction dewatering discharge, water management, or geotechnical settlement, will be investigated promptly, and remedied as required, to the satisfaction of the landowner; 7. Sediment and erosion control best management practices will be implemented during the construction, clean-up, and restoration, to prevent sediment or sediment-laden runoff from tracking / flowing offsite; and 8. It is proposed that the construction site be fenced to protect the public from the open excavation and also to keep construction debris or sediment from migrating onto adjacent streets, sidewalks, or properties. 6.0 CONCLUSION

The a Permit-to-Take-Water Hydrogeological Assessment identified a need for a dewatering permit during construction of the proposed multi-storey building at 770 Somerset Street West in Ottawa, Ontario. Based on site monitoring of groundwater elevations and groundwater conductivity in soil and bedrock, conservative estimates of groundwater and precipitation discharge quantities were prepared. Management of water generated during construction dewatering is presented in a monitoring and mitigation plan. 7.0 QUALIFICATIONS OF ASSESSORS

For six decades, MMM Group Limited has offered comprehensive consulting services in design, planning, project management, contract administration and construction inspection services in the environmental engineering, municipal engineering, urban development and recreational development fields. The firm employs approximately 2,000 professional, technical and administrative staff, in offices across Canada. The Environmental Management Department specializes in conducting Environmental Site Assessments, hazardous materials assessment, groundwater investigations and site remediation.

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The field work and technical interpretation of hydrogeological conditions was completed by Peter van Driel, P.Geo., an Environmental Geoscientist with MMM. Mr. van Driel graduated from the University of Waterloo with a degree in Earth Sciences, and a Master of Sciences in hydrogeology. Since this time, Mr. van Driel has been actively employed in the hydrogeological consulting industry, specializing in groundwater management, monitoring, and remediation. This Permit-to-Take-Water Hydrogeological Assessment was conducted by the undersigned Professional Geoscientist in accordance with the requirements of the Ontario Water Resources Act. He authorizes the issuance of this report on behalf of: MMM GROUP LIMITED

Peter Hayes, P. Geo., QPGW Associate Environmental Management

8.0 STANDARD LIMITATIONS

This report has been prepared for use by 442915 Ontario Ltd. and DCR Phoenix Group in accordance with generally accepted environmental investigation practices at the time of the assessment. Because this report may be used in municipal review for a site plan application, we extend reliance to the City of Ottawa. Standard limitations are presented in Appendix D as they apply to this report and the use of the report by the noted parties. 9.0 REFERENCES

Armstong, D.K. and Dodge, J.E.P. 2007. Paleozoic geology of southern Ontario; Ontario Geological Survey, Miscellaneous Release – Data 219.

BŽlanger, J. R., Howard, M., Moore, A. and PrŽgent, A. 1994. Bedrock Geology and Geotechnical Characteristics of Rock Formations of the National Capital Region, Ontario-Quebec, Digital Maps. GSC Open File no. 2884.

Chapman, L.J. and Putman, D.F. 2007. Physiography of southern Ontario; Ontario Geological Survey, Miscellaneous Release – Data 228.

EXP Services Inc., January 2013. Geotechnical Investigation, Proposed Mixed Use Residential / Commercial Building, 770 Somerset Street WEST, Ottawa, Ontario. Prepared for Phoenix Homes.

EXP Services Inc., November 22, 2013. Impact of Site Dewatering and Excavation to Property Boundaries on Adjacent Structures and Services, Proposed Residential / Commercial Development, 770 Somerset Street WEST, Ottawa, Ontario. Letter Report to Mr. M. Boucher, DCR Phoenix Inc.

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Freeze and Cherry, 1979. Groundwater. New Jersey: Prentice Hall Inc.

MMM Group Limited, December 2012. Phase Two Environmental Site Assessment, 770 Somerset Street West, Ottawa, Ontario. Prepared for DCR Phoenix Inc.

MMM Group Limited, December 2013. Phase Two Environmental Site Assessment, 770 Somerset Street West and 13 Lebreton Street North, Ottawa, Ontario. Prepared for DCR Phoenix Inc.

Ontario Geological Survey. 2010. Surficial geology of southern Ontario; Ontario Geological Survey, Miscellaneous Release – Data 128 – Revised.

Powers, Corwin, Schmall, Kaeck. 2007. Construction Dewatering and Groundwater Control, New Methods and Applications, 3rd EditioNorth John Wiley and Sons, Inc. Hoboken, New Jersey.

Permit-to-Take-Water Hydrogeological Assessment 770 Somerset Street West, Ottawa, Ontario MMM Group Limited | December 2013 | 14-12815-001-PH2

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14-12815-001-PTW Scale as Shown Review: CIA Date: December 2013 © Queen's Printer for Ontario Figure: 6 ! PCL Constructors Canada Inc. (5083-998LE9); Dewatering Construction; 7,120,000 L/day; Surface and Ground Water; 1650m

. ! Ed Brunet et Associ,s Canada Inc. (0238-8QZQH8);Dewatering Construction; 484,000 L/day; Surface and Ground Water; 1400m

SNC-Lavalin Constructors (Pacific) Inc., Dragados-Canada Inc., EllisDon Corporation (3784-99UPMR); Construction Dewatering; 3,200,000 L/day;Surface and Ground Water; 790m ! ! ! Claridge Homes (LeBreton Flats Phase 3) Inc.(8856-8XMRYD); Canadian Museum of Civilization (04-P-4005); Industrial- Dewatering Construction; 8,400,000 L/day; Ground Water; 750m Cooling Water; 14,700,000 L/day; Surface Water; 980m ! National Capital Commission (7512-8VAN45); Dewatering ! Construction; 4,000,000 L/day; Surface and Ground Water; 800m City of Ottawa (4062-7QMKQM); Municipal Water Supply; 450,000, 000 L/day; Surface Water; 1700m

! K.C.E Construction Ltd. (4780-9A6KE7); Dewatering ! Construction; 542,702 L/day; Ground Water; 1430m 1000 Wellington Street Developments Ltd. (1144-98YLSH); Dewatering Construction; 7,500,000 L/day; Surface and Ground Water; 1240m A S E

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14-12815-001-PTW Scale as Shown Review: CIA Date: December 2013 © Queen's Printer for Ontario Figure: 7 TABLESAPPENDIX A: GENERAL

TABLE 2.1: BOREHOLE DETAILS AND GROUNDWATER LEVELS Page 1 of 2 770 SOMERSET STREET WEST AND 13 LEBRETON STREET NORTH, OTTAWA, ONTARIO DCR PHOENIX GROUP

All wells as m AMSL based on comparison to EXP Survey

Top of Riser Bottom of Ground Elevation Relative to Top of Riser Top of Bedrock Overburden Top of Screen Screen (m Bottom of Hole Well Depth (m Borehole ID X (m) Y (m) Aquifer Unit Date Constructed (m AMSL) Ground Surface (m AMSL) (m AMSL) Thickness (m) (m AMSL) AMSL) (m AMSL) BTC) MW-1 Overburden Nov-12 74.63 -0.10 74.53 70.78 3.85 72.30 70.78 70.78 3.75 MW-2 Overburden Nov-12 75.33 -0.10 75.23 71.78 3.55 72.95 71.43 71.43 3.80 MW-3 Overburden Nov-12 74.96 -0.10 74.86 71.46 3.50 72.67 71.15 71.15 3.71 MW-4 Overburden Nov-12 73.54 -0.10 73.44 70.65 2.89 72.17 70.65 70.65 2.79 MW5A 444514 5028731 Deep bedrock Oct. 25, 2013 74.60 -0.08 74.52 70.33 4.27 65.57 62.52 62.52 11.99 MW-5B 444514 5028730 Overburden Nov-12 74.66 -0.10 74.56 70.70 3.96 72.07 70.55 70.55 4.01 MW-6 Overburden Nov-12 75.55 -0.10 75.45 71.64 3.91 72.96 71.44 71.44 4.01 MW-7 Overburden Nov-12 75.97 -0.10 75.87 72.47 3.50 73.53 72.01 72.01 3.86 MW-8 Overburden Nov-12 75.98 -0.10 75.88 72.27 3.71 73.39 71.87 71.87 4.01 BH1 444504 5028744 Bedrock Jan-13 74.70 -0.10 74.60 70.90 3.80 64.40 61.40 61.40 13.20 BH2 444532 5028759 Deep bedrock Jan-13 75.90 -0.10 75.80 72.60 3.30 64.50 63.30 63.30 12.50 BH3 444526 5028739 Bedrock Jan-13 75.80 - - 71.00 4.80 - - 71.00 - BH4 444505 5028722 Overburden Jan-13 72.90 -0.05 72.85 70.30 2.60 71.30 70.10 70.10 2.75 BH5 444545 5028734 Bedrock Jan-13 73.50 - - 71.90 1.60 - - 63.10 - MW9A 444522 5028733 Deep bedrock Oct. 24, 2013 75.84 -0.04 75.80 70.65 5.18 66.39 63.34 63.34 12.46 MW9B 444524 5028730 Overburden Oct. 23, 2013 73.67 -0.07 73.60 70.43 3.23 71.84 70.31 67.57 3.28 MW10 444511 5028714 Shallow bedrock Oct. 23, 2013 72.58 -0.06 72.52 70.14 2.44 69.53 66.48 66.48 6.04 MW11 444545 5028727 Shallow bedrock Oct. 23, 2013 73.77 -0.09 73.68 71.94 1.83 70.72 67.67 71.94 6.01 Test Pit 1 444551 5028730 Overburden 25-Oct-13 73.8 - 71.8 2.0 - - 71.79 - Test Pit 2 444538 5028724 Overburden 25-Oct-13 73.8 - 71.1 2.6 - - 71.13 -

Notes: (1). Porosity of the shaly limestone estimated as 0.1, as per http://wisconsingeologicalsurvey.org/poros ity_density/about_porosity_density.htm (2). Suspect well may have actually been dry but there was still some residual water at the very bottom of the well when the water level was taken.

MMM Group Limited 14-12815-001-PH2 TABLE 2.1: BOREHOLE DETAILS AND GROUNDWATER LEVELS Page 2 of 2 770 SOMERSET STREET WEST AND 13 LEBRETON STREET NORTH, OTTAWA, ONTARIO DCR PHOENIX GROUP

Groundwater Level Nov Groundwater Hydraulic Conductivity 2012 (MMM) and Jan Level (m AMSL) (AquiferTest, Hvorslev Borehole ID X (m) Y (m) 2013 (EXP) (m AMSL) (Oct 28-29, 2013) Interpretation)(1) Notes: MW-1 71.26 - MW-2 71.73 71.83 MW-3 <71.22 - MW-4 70.70 70.81 MW5A 444514 5028731 - 70.86 2.58E-07 MW-5B 444514 5028730 70.90 70.97 MW-6 <71.52 - MW-7 <72.08 - MW-8 <71.94 72.10 Suspect well may have actually been dry(2). BH1 444504 5028744 72.30 - BH2 444532 5028759 72.90 - BH3 444526 5028739 72.80 - BH4 444505 5028722 71.40 70.36 BH5 444545 5028734 71.70 - MW9A 444522 5028733 - 70.71 6.20E-08 MW9B 444524 5028730 - 71.00 MW10 444511 5028714 - 70.11 9.93E-09 MW11 444545 5028727 - 71.07 3.26E-07 Test Pit 1 444551 5028730 --- Test Pit 2 444538 5028724 - - -

Notes: (1). Porosity of the shaly limestone estimated as 0.1, as per http://wisconsingeologicalsurvey.org/poros ity_density/about_porosity_density.htm (2). Suspect well may have actually been dry but there was still some residual water at the very bottom of the well when the water level was taken.

MMM Group Limited 14-12815-001-PH2 TABLE 2.2: SUMMARY OF AQUIFER PROPERTIES Page 1 of 1 770 SOMERSET STREET WEST AND 13 LEBRETON STREET NORTH, OTTAWA, ONTARIO DCR PHOENIX GROUP

Measurement Location Hazen Approximation(1) - K = c(d10)^2 Hazen Approximation - K = c(d10)^2 Investigation Sample Sample Depth Sample Depth Soil Diameter (mm) Diameter (cm) Hydraulic Conductivity Hydraulic Conductivity Notes Location From (ft) To (ft) From (m BGS) To (m BGS) Description (10th percentile) (10th percentile) C (cm/sec) (m/sec) SP Sand, fine Based on grain size distribution MMM (2012) BH2-SS3 6 8 1.83 2.44 1.50E-01 1.50E-02 135 3.04E-02 3.04E-04 grained, some silt curve SP silty SAND, fine Based on grain size distribution MMM (2012) BH3-SS2 6 8 1.83 2.44 8.00E-02 8.00E-03 60 3.84E-03 3.84E-05 grained, organic curve ML clayey SILT Based on grain size distribution MMM (2012) BH3-SS3 10 11.5 3.05 3.51 7.00E-02 7.00E-03 100 4.90E-03 4.90E-05 TILL, some sand curve SW SAND, some Based on grain size distribution EXP (2013) BH4-SS3 4.9 6.9 1.50 2.10 1.00E-01 1.00E-02 100 1.00E-02 1.00E-04 gravel, trace silt curve Investigation Monitoring Screen Details Screen Details Soil Diameter (mm) Diameter (cm) Hydraulic Conductivity Hydraulic Conductivity Notes Well From (ft) To (ft) From (m BGS) To (m BGS) Description (10th percentile) (10th percentile) C (cm/sec) (m/sec) Single Well Response Test This Investigation MW5A 29.5 39.5 8.99 12.04 Shaly Limestone - - - - 2.58E-07 (AquiferTest), Hvorslev Interpretation Single Well Response Test This Investigation MW9A 31 41 9.45 12.50 Shaly Limestone - - - - 6.20E-08 (AquiferTest), Hvorslev Interpretation Single Well Response Test This Investigation MW10 10 20 3.05 6.10 Shaly Limestone - - - - 9.93E-09 (AquiferTest), Hvorslev Interpretation Single Well Response Test This Investigation MW11 9.7 19.7 2.96 6.00 Shaly Limestone - - - - 3.26E-07 (AquiferTest), Hvorslev Interpretation Mean permeability for the sand Calculated geometric mean hydraulic conductivity for the overburden aquifer based on grain size analyses results using the Hazen approximation: 8.69E-05 aquifer Most permeable sample at d10 Higest hydraulic conductivity for the overburden aquifer based on grain size analyses results using the Hazen approximation: 3.04E-04 level Most permeable sample Highest hydraulic conductivity for the overburden aquifer based on grain size analyses results using the Hazen approximation, multiplied by 3 for a factor of safety: 9.11E-04 multiplied by 3 Mean permeability for the sand Calculated geometric mean hydraulic conductivity for the bedrock aquifer based on single well response test analyses: 8.48E-08 aquifer Most permeable sample at d10 Higest hydraulic conductivity for the bedrock aquifer based on single well response test analyses: 3.26E-07 level Most permeable sample Highest hydraulic conductivity for the bedrock aquifer based on single well response test analyses, multiplied by 3 for a factor of safety: 9.78E-07 multiplied by 3

(1) As per Freeze and Cherry, 1979. Groundwater. New Jersey: Prentice Hall, Inc.

MMM Group Limited 14-12815-001-PH2 Table 3.1.A: Summary of Analytical Results Page 1 of 1 for Metals and Inorganics in Soil 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

Sample ID MW-1 SS1 MW-1 SS2 MW-2 SS2 MW 3 SS1 MW-3 SS2 MW 4 SS2 MW-5 SS1 MW-7 SS1 MW-7 SS2 MW-8 SS2 MW9B-2 MW10-2 MW11-2 Depth (m) MOE Table 3 0-1.2 1.2-2.7 1.2-2.7 0-1.2 1.2-2.7 1.2-2.7 0-1.2 0-1.2 1.2-2.7 1.2-2.7 2.3 2.3 1.8 REPORTIN Laboratory work order RPI Land Units B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 1323765 1323765 1323765 G LIMIT Use AVERAGE AVERAGE Sampling Date 8-Nov-2012 8-Nov-2012 8-Nov-2012 8-Nov-2012 8-Nov-2012 9-Nov-2012 9-Nov-2012 8-Nov-2012 8-Nov-2012 8-Nov-2012 23-Oct-2013 23-Oct-2013 23-Oct-2013 Metals and Inorganics Antimony 7.5 0.2\1 ug/g 1.9 <0.2 <0.2 0.36 <0.2 <0.2 1.5 0.77 1.6 0.77 <1 <1 <1 Arsenic 18 1 ug/g 4.4 1.6 1.4 2 1.6 1.2 7.15 3.6 4 4.2 1.5 <1 <1 Barium 390 0.5\1 ug/g 160 63 32 42 29 51 160 110 96 80 42 20 57 Beryllium 4 0.2\1 ug/g 0.25 0.22 <0.2 <0.2 <0.2 <0.2 0.265 0.24 <0.2 0.2 <1 <1 <1 Boron (Hot Water Soluble) 1.5 0.05\0.5 ug/g 0.55 0.25 0.52 0.28 0.27 0.11 0.43 0.51 0.74 0.68 <0.5 <0.5 <0.5 Cadmium 1.2 0.1\0.5 ug/g 0.43 <0.1 0.1 0.12 <0.1 <0.1 0.495 0.3 0.15 0.18 <0.5 <0.5 <0.5 Chromium 160 1 ug/g 11 10 8.4 5.6 6.8 8.1 13 11 9.8 10 16 10 25 Chromium VI 8 0.2\0.5 ug/g <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.5 <0.5 <0.5 Cobalt 22 0.1\1 ug/g 3.9 4.5 3.6 3.4 3.6 3.4 4.3 4.1 2.8 3.5 5.5 3 6 Copper 140 0.5\1 ug/g 63 17 10 15 11 52 87 29 20 20 20 8 20 Lead 120 1 ug/g 160 4.1 7.8 78 34 2.8 170 95 140 98 5.5 3 23 Mercury 0.27 0.05\0.1 ug/g 0.13 <0.05 <0.05 <0.05 <0.05 <0.05 0.3 0.12 0.36 0.22 <0.1 <0.1 <0.1 Molybdenum 6.9 0.5\1 ug/g 0.78 <0.5 <0.5 0.59 <0.5 <0.5 0.87 0.6 0.6 1 1 <1 <1 Nickel 100 0.5\1 ug/g 12 8.6 8 8 7.9 6.3 50 12 7.5 8.9 14 7 16 Selenium 2.4 0.5\1 ug/g <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <1 <1 <1 Silver 20 0.5\0.2 ug/g <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.2 <0.2 <0.2 Thallium 1 0.2\1 ug/g 0.099 0.083 0.054 0.084 0.064 0.059 0.2 0.09 0.054 0.095 <1 <1 <1 Vanadium 86 5\2 ug/g 17 18 11 9.4 11 15 15 15 13 14 24 13 30 Zinc 340 5\2 ug/g 110 16 19 76 38 26 355 110 71 65 20.5 15 38 pH (pH Units) 5 to 9 2 pH 7.76 7.68 7.54 7.62 7.67 7.81 7.28 8.31 7.3 9.06 7.75 7.2 7.3 Electrical Conductivity (ms/cm) 0.7 0.002\0.05 mS/cm 0.77 0.78 0.47 0.57 0.44 1.4 0.305 0.6 0.64 0.86 0.965 0.17 0.31 Sodium Absorption Ratio 5 0.01 none 11 9.8 4.1 4.1 5.1 12 7.25 5 2.4 1.9 9.655 2.71 1.54 Cyanide, Free 0.051 0.01\0.03 ug/g <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.03 <0.03 <0.03 Boron (Total) 120 5\10 ug/g <5 <5 <5 <5 <5 <5 <5 <5 <5 <5 15 <10 10 Uranium 23 0.05\0.5 ug/g 0.38 0.4 0.28 0.21 0.32 0.4 0.34 0.35 0.36 0.32 <0.5 <0.5 <0.5 Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for coarse- textured soils in a Non-Potable Ground Water Condition for Residential, Parkland, Institutional (RPI) land use. AVERAGE indicates the calculated average of the sample and its duplicate for comparison to the standard.

100 Exceeds MOE Standard.

MMM Group Limited 14-12815-001-PH2 Table 3.1.B: Summary of Analytical Results Page 1 of 1 for PAHs in Soil 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

MW-2 SS2 MW-5 SS2 MW9B-2 MW10-2 MW11A-2 Sample ID Depth (m) MOE Table 3 REPORTING 1.2-2.7 1.2-2.7 2.3 2.3 1.8 Units Laboratory work order RPI Land Use LIMIT B2H6839 B2H6839 1323765 1323765 1323765 AVERAGE Sampling Date 8-Nov-2012 9-Nov-2012 23-Oct-2013 23-Oct-2013 23-Oct-2013 Polycyclic Aromatic Hydrocarbons (PAHs) Acenaphthene 7.9 0.005\0.05 ug/g <0.005 0.0057 <0.05 <0.05 <0.05 Acenaphthylene 0.15 0.005\0.05 ug/g <0.005 0.017 <0.05 <0.05 <0.05 Anthracene 0.67 0.005\0.05 ug/g <0.005 0.016 <0.05 <0.05 <0.05 Benzo(a)anthracene 0.5 0.005\0.05 ug/g 0.0054 0.063 <0.05 <0.05 <0.05 Benzo(a)pyrene 0.3 0.005\0.05 ug/g 0.0067 0.064 <0.05 <0.05 <0.05 Benzo(b/j)fluoranthene 0.78 0.005\0.05 ug/g 0.0083 0.081 <0.05 <0.05 <0.05 Benzo(ghi)perylene 6.6 0.005\0.05 ug/g 0.0052 0.043 <0.05 <0.05 <0.05 Benzo(k)fluoranthene 0.78 0.005\0.05 ug/g <0.005 0.034 <0.05 <0.05 <0.05 Chrysene 7 0.005\0.05 ug/g <0.005 0.055 <0.05 <0.05 <0.05 Dibenzo(a,h)anthracene 0.1 0.005\0.05 ug/g <0.005 0.012 <0.05 <0.05 <0.05 Fluoranthene 0.69 0.005\0.05 ug/g 0.011 0.11 <0.05 <0.05 <0.05 Fluorene 62 0.005\0.05 ug/g <0.005 <0.005 <0.05 <0.05 <0.05 Indeno(1,2,3-cd)pyrene 0.38 0.005\0.05 ug/g <0.005 0.045 <0.05 <0.05 <0.05 1-Methylnaphthalene 0.99 0.005\0.05 ug/g <0.005 <0.005 <0.05 <0.05 <0.05 2-Methylnaphthalene 0.99 0.005\0.05 ug/g <0.005 <0.005 <0.05 <0.05 <0.05 2-and 1-Methylnaphthalene 0.99 0.0071 ug/g <0.0071 <0.0071 - - - Naphthalene 0.6 0.005\0.05 ug/g <0.005 <0.005 <0.05 <0.05 <0.05 Phenanthrene 6.2 0.005\0.05 ug/g <0.005 0.049 <0.05 <0.05 <0.05 Pyrene 78 0.005\0.05 ug/g 0.011 0.092 <0.05 <0.05 <0.05

Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for coarse-textured soils in a Non-Potable Ground Water Condition for Residential, Parkland, Institutional (RPI) land use. AVERAGE indicates the calculated average of the sample and its duplicate for comparison to the standard. 100 Exceeds MOE Standard.

MMM Group Limited 14-12815-001-PH2 Table 3.1.C: Summary of Analytical Results Page 1 of 1 for PHCs in Soil 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

MW-1 SS3 MW-2 SS2 MW-2 SS3 MW-3 SS3 MW-4 SS2 MW-5 SS3 MW-6 SS2 MW-6 SS3 MW-7 SS3 MW-8 SS2 MW-8 SS3 MW9B-2 MW9B-3 MW10-2 MW11-2 Sample ID MOE Depth (m) Table 3 REPORTIN 2.7-3.5 1.2-2.7 2.7-3.5 2.7-3.5 1.2-2.7 2.7-3.5 1.2-2.7 2.7-3.5 2.7-3.5 1.2-2.7 2.7-3.5 2.3 2.8 2.3 1.8 Units Laboratory work order RPI Land G LIMIT B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 1323765 1323765 1323765 1323765 Use AVERAGE AVERAGE AVERAGE Sampling Date 8-Nov-2012 8-Nov-2012 8-Nov-2012 8-Nov-2012 9-Nov-2012 9-Nov-2012 9-Nov-2012 9-Nov-2012 8-Nov-2012 8-Nov-2012 8-Nov-2012 23-Oct-2013 23-Oct-2013 23-Oct-2013 23-Oct-2013 Petroleum Hydrocarbon Compounds (PHCs) Benzene 0.21 0.04\0.02 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 <0.04 <0.06 <0.04 <0.06 <0.04 <0.04 <0.02 <0.02 <0.02 <0.02 Ethylbenzene 2 0.04\0.05 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 <0.04 <0.06 <0.04 <0.06 <0.04 <0.04 <0.05 <0.05 <0.05 <0.05 Toluene 2.3 0.04\0.02 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 <0.04 <0.06 <0.04 <0.06 <0.04 <0.04 <0.2 <0.2 <0.2 <0.2 p+m-Xylene NV 0.04\0.05 ug/g <0.04 <0.04 <0.12 0.043 <0.04 <0.04 <0.06 <0.04 <0.06 0.12 <0.04 <0.05 <0.05 <0.05 <0.05 o-Xylene NV 0.04\0.05 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 <0.04 <0.06 <0.04 <0.06 0.16 <0.04 <0.05 <0.05 <0.05 <0.05 Xylene (Total) 3.1 0.04\0.05 ug/g <0.04 <0.04 <0.12 0.043 <0.04 <0.04 <0.06 <0.04 <0.06 0.28 <0.04 <0.05 <0.05 <0.05 <0.05 F1 (C6-C10) 55 20\10 ug/g <10 <10 <10 <10 <20 NA <10 <20 NA <30 <10 <10 <10 <10 <10 F1 (C6-C10)-BTEX 55 10 ------<10 - <10 <10 F2 (C10-C16) 98 10 ug/g <10 <10 <10 <10 <10 <10 <10 <10 <10 46 <10 <10 - <10 <10 F3 (C16-C34) 300 10\20 ug/g <10 <10 <10 140 <10 12 <10 <10 <10 440 <10 <20 - <20 <20 F4 (C34-C50) 2800 10\20 ug/g <10 <10 <10 410 <10 33 <10 <10 <10 1400 <10 <20 - <20 <20 Reached Baseline at C50 NA NA NA Yes Yes Yes No Yes Yes Yes Yes Yes No Yes - - - - F4 (Gavimetric heavy hydrocarbons) 2800 100 ug/g NA NA NA 1900 NA NA NA NA NA 5300 NA ----

Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for coarse-textured soils in a Non-Potable Ground Water Condition for Residential, Parkland, Institutional (RPI) land use. AVERAGE indicates the calculated average of the sample and its duplicate for comparison to the standard. 100 Exceeds MOE Standard.

MMM Group Limited 14-11819-001-PH2 Table 3.1.D: Summary of Analytical Results Page 1 of 1 for VOCs in Soil 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON MW-1 SS3 MW-2 SS2 MW-2 SS3 MW-3 SS3 MW-4 SS2 MW-5 SS3 MW-6 SS2 MW-6 SS3 MW-7 SS3 MW-8 SS2 MW-8 SS3 MW9B-2 MW10-2 MW11-2 MW 9B-3 Sample ID Depth (m) MOE Table 3 REPORTING 2.7-3.5 1.2-2.7 2.7-3.5 2.7-3.5 1.2-2.7 2.7-3.5 1.2-2.7 2.7-3.5 2.7-3.5 1.2-2.7 2.7-3.5 2.3 2.3 1.8 2.7 Units Laboratory work order RPI Land Use LIMIT B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 B2H6839 1323765 1323765 1323765 1323765 AVERAGE AVERAGE AVERAGE Sampling Date 8-Nov-2012 8-Nov-2012 8-Nov-2012 8-Nov-2012 9-Nov-2012 9-Nov-2012 9-Nov-2012 9-Nov-2012 8-Nov-2012 8-Nov-2012 8-Nov-2012 23-Oct-2013 23-Oct-2013 23-Oct-2013 23-Oct-2013 Volatile Organic Compounds (VOCs) Acetone 16 1\0.5 ug/g <1 <1 <3 <1 <1 NA <1.5 <1 NA <1 <1 <0.5 <0.5 <0.5 <0.5 Benzene 0.21 0.04\0.02 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 <0.04 <0.06 <0.04 <0.06 <0.04 <0.04 <0.02 <0.02 <0.02 <0.02 Bromodichloromethane 13 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Bromoform 0.27 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Bromomethane 0.05 0.1 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 - - - - Carbon Tetrachloride 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Chlorobenzene 2.4 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Chloroform 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Dibromochloromethane 9.4 0.1 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 - - - - 1,2-Dichlorobenzene 3.4 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,3-Dichlorobenzene 4.8 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,4-Dichlorobenzene 0.083 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,1-Dichloroethane 3.5 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,2-Dichloroethane 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,1-Dichloroethylene 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Cis-1,2-Dichloroethylene 3.4 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Trans-1,2-Dichloroethylene 0.084 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,2-Dichloropropane 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,3-Dichloropropylene 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 c-1,3-Dichloropropylene - 0.05 ug/g ------<0.05 <0.05 <0.05 <0.05 t-1,3-Dichloropropylene - 0.05 ug/g ------<0.05 <0.05 <0.05 <0.05 Ethylbenzene 2 0.04\0.05 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 <0.04 <0.06 <0.04 <0.06 <0.04 <0.04 <0.05 <0.05 <0.05 <0.05 Ethylene Dibromide 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Methyl Ethyl Ketone 16 1\0.5 ug/g <1 <1 <3 <1 <1 NA <1.5 <1 NA <1 <1 <0.5 <0.5 <0.5 <0.5 Methylene Chloride 0.1 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Methyl Isobutyl Ketone 1.7 1\0.5 ug/g <1 <1 <3 <1 <1 NA <1.5 <1 NA <1 <1 <0.5 <0.5 <0.5 <0.5 Methyl-t-Butyl Ether 0.75 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 m&p-Xylene - 0.05 ug/g ------<0.05 <0.05 <0.05 <0.05 o-Xylene - 0.05 ug/g ------<0.05 <0.05 <0.05 <0.05 Styrene 0.7 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,1,1,2-Tetrachloroethane 0.058 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,1,2,2-Tetrachloroethane 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Toluene 2.3 0.04\0.02 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 <0.04 <0.06 <0.04 <0.06 <0.04 <0.04 <0.2 <0.2 <0.2 <0.2 Tetrachloroethylene 0.28 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,1,1-Trichloroethane 0.38 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 1,1,2-Trichloroethane 0.05 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Trichloroethylene 0.061 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Vinyl Chloride 0.02 0.04\0.02 ug/g <0.04 <0.04 <0.12 <0.04 <0.04 NA <0.06 <0.04 NA <0.04 <0.04 <0.02 <0.02 <0.02 <0.02 Total Xylenes 3.1 0.04\0.05 ug/g <0.04 <0.04 <0.12 0.043 <0.04 <0.04 <0.06 <0.04 <0.06 0.28 <0.04 <0.05 <0.05 <0.05 <0.05 Dichlorodifluoromethane 16 0.1\0.05 ug/g <0.1 <0.1 <0.1 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Hexane(n) 2.8 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05 Trichlorofluoromethane 4 0.1\0.05 ug/g <0.1 <0.1 <0.3 <0.1 <0.1 NA <0.15 <0.1 NA <0.1 <0.1 <0.05 <0.05 <0.05 <0.05

Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for coarse- textured soils in a Non-Potable Ground Water Condition for Residential, Parkland, Institutional (RPI) land use. AVERAGE indicates the calculated average of the sample and its duplicate for comparison to the standard. 100 Reporting limit exceeds MOE 100 ExceedsStandard MOE Standard

MMM Group Limited 14-12815-001-PH2 Table 3.1.E: Summary of Analytical Results Page 1 of 1 for PCBs in Soil 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

MW-7 SS3 MW-8 SS3 Sample ID

Depth (m) MOE Table 3 REPORTING 2.7-3.5 2.7-3.5 Units Laboratory work order RPI Land Use LIMIT B2H6839 B2H6839 AVERAGE Sampling Date 8-Nov-2012 8-Nov-2012 Polychlorinated Biphenyls (PCBs) Aroclor 1242 - 0.01 ug/g <0.01 <0.01 Aroclor 1248 - 0.01 ug/g <0.01 <0.01 Aroclor 1254 - 0.01 ug/g <0.01 <0.01 Aroclor 1260 - 0.01 ug/g <0.01 <0.01 Total PCB 0.35 0.01 ug/g <0.01 <0.01

Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for coarse-textured soils in a Non- Potable Ground Water Condition for Residential, Parkland, Institutional (RPI) land 100 Exceeds MOE Standard

MMM Group Limited 14-12815-001-PH2 Table 3.2.A: Summary of Analytical Results Page 1 of 1 for Metals and Inorganics in Groundwater 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

MW-1 MW-2 MW-4 MW-5 MW-5A MW-9A MW-9B MW-10 MW-11 Sample ID City of Ottawa Sewer MOE Table 3 Use By-Law No. 2003- Reporting Laboratory work order All Property Units B2I1463 B2I1463 B2I1463 B2I1463 1324043 1324044 1324044 1324044 1324044 514 (Sanitary / Limit Types AVERAGE AVERAGE AVERAGE Sampling Date Combined Sewer Use) 16-Nov-2012 17-Nov-2012 17-Nov-2012 16-Nov-2012 29-Oct-2013 29-Oct-2013 28-Oct-2013 28-Oct-2013 28-Oct-2013 Metals and Inorganics Aluminum 50,000 0.1 mg/L ---- <0.1 ---- Antimony 20000 5,000 5\0.01\0.5 mg/L <5 <5 <5 <5 <0.01 <0.5 <0.5 0.5 <0.5 Arsenic 1900 1,000 10\0.02\1\10 mg/L <10 <10 <10 <10 <0.02 <1 <10 <10 <1 Barium 29000 - 20\10 mg/L 255 88 320 380 - 365 180 380 410 Beryllium 67 5,000 5\0.5 mg/L <5 <5 <5 <5 - <0.5 <0.5 <0.5 <0.5 Bismuth - 5,000 0.05 mg/L - - - - <0.05 - - - - Boron (Total) 45000 25,000 100\0.2\10 mg/L <100 150 160 180 0.2 395 110 220 80 Cadmium 2.7 20 1\0.008\0.1 mg/L <1 <1 <1 <1 <0.008 <0.1 <0.1 <0.1 <0.1 Chloride 2,300,000 - 100\1000\1 mg/L 7,350,000 2,600,000 4,900,000 4,600,000 - 631,500 5,465,000 3,720,000 2,544,000 Chromium 810 5,000 50\1 mg/L <50 <50 <50 <50 - 1 2.5 3 3 Chromium VI 140 - 5\0.05\10 mg/L <5 <5 NA <5 <0.05 <10 <10 <10 <10 Cobalt 66 5,000 5\0.01\0.2 mg/L 7 <5 <5 2.9 <0.01 0.6 3.65 3.4 1.6 Copper 87 3,000 10\0.01\1 mg/L <10 <10 <10 <10 <0.01 <1 5.5 4 2 Lead 25 5,000 5\0.01\1 mg/L <5 <5 <5 <5 <0.01 <1 <1 <1 <1 Manganese - 5,000 0.01 mg/L - - - - 0.07 ---- Mercury 0.29 1 0.1\0.0001 mg/L <0.1 <0.1 NA <0.1 <0.0001 <0.1 <0.1 <0.1 <0.1 Molybdenum 9200 5,000 5\0.01 mg/L <5 5.6 6.9 <5 <0.01 <5 <5 10 5 Nickel 490 30,000 0.01\5 mg/L 10.5 <10 5.9 9.1 0.03 <5 17 21 11 Selenium 63 5,000 0.02\1 mg/L <20 <20 <20 <20 <0.02 <1 <1 <1 <1 Silver 1.5 5,000 1\0.01\0.1 mg/L 1.55 <1 <1 <1 <0.01 <0.1 0.25 <0.1 <0.1 Sodium 2,300,000 - 1000\2000 mg/L 4,300,000 2,100,000 3,200,000 3,200,000 - 338,500 3,525,000 2,110,000 1,540,000 Tin - 5,000 0.1 mg/L - - - - <0.1 ---- Titanium - 5,000 0.1 mg/L - - - - <0.1 <0.1 <0.1 0.2 0.2 Thallium 510 - 0.5 mg/L <0.5 <0.5 <0.5 <0.5 ----- Uranium 420 - 1 mg/L 3.2 6.4 5.2 2.6 - 2 2.5 5 1 Vanadium 250 5,000 0.05\1 mg/L 9.9 5.7 <5 5.7 <0.05 <1 <1 <1 <1 Zinc 1100 3,000 50\0.04\10 mg/L <50 <50 <50 <50 <0.04 <10 <10 40 <10 Cyanide, Free 66 - 2\5 mg/L 9 10 8 <2 - <5 <5 <5 <5

Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for a Non-Potable Ground Water Condition for All City of Ottawa Sewer Use: By-Law No.2003 -514; A By-Law to regulate the control of discharge to sewers and sewage works. `(1)By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. 100 Exceeds City of Ottawa Combined Sewer Use Standard. 100 Exceeds MOE Standard.

MMM Group Limited 14-12815-001-PH2 Table 3.2.B: Summary of Analytical Results Page 1 of 2 for PHCs in Groundwater 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

MW-1 MW-2 MW-4 MW-5 MW-5A MW-9A MW-9B MW-9B Sample ID MOE Table City of Ottawa Sewer 3 All Use By-Law No. 2003- REPORTING Laboratory work order Units B2I1463 B2I1463 B2I1463 B2I1463 1324043 1324044 1324044 1325264 Property 514 (Sanitary / LIMIT AVERAGE AVERAGE AVERAGE Types Combined Sewer Use) Sampling Date 16-Nov-2012 17-Nov-2012 17-Nov-2012 16-Nov-2012 29-Oct-2013 29-Oct-2013 28-Oct-2013 13-Nov-2013 Petroleum Hydrocarbon Compounds (PHCs) Benzene 44 10 0.2\0.5 mg/L <0.2 <0.2 <0.2 <0.2 <0.5 <0.5 <0.5 - Ethylbenzene 2,300 57 0.2\0.5 mg/L <0.2 <0.2 <0.2 1.8 <0.5 <0.5 <0.5 - Toluene 18,000 80 0.2\0.5 mg/L <0.2 <0.2 <0.2 0.23 <0.5 <0.5 <0.5 - p+m-Xylene NV - 0.2\0.5 mg/L <0.2 <0.2 <0.2 2.9 <0.5 <0.5 <0.5 - o-Xylene NV - 0.2\0.5 mg/L <0.2 <0.2 <0.2 3 <0.5 <0.5 <0.5 - Xylene (Total) 4,200 320 0.2\1 mg/L <0.2 <0.2 <0.2 5.9 <1 <1 <1 - F1 (C6-C10) 750 `(1) 25\100 mg/L <25 <25 <25 35 <100 <100 <100 <100 F1 (C6-C10)-BTEX 750 `(1) 100 mg/L - - - - <100 <100 <100 <100 F2 (C10-C16) 150 `(1) 100 mg/L <100 <100 <100 <100 <100 <100 <100 - F3 (C16-C34) 500 `(1) 100\200 mg/L <100 <100 <100 <100 <200 <200 455 <200-1000 F4 (C34-C50) 500 `(1) 100\200 mg/L <100 <100 <100 <100 <200 <200 <200 <200

Notes: (1). By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for a Non- Potable Ground Water Condition for All Property Types. City of Ottawa Sewer Use: By-Law No.2003 -514; A By-Law to regulate the control of discharge to sewers and sewage works. `(1)By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. AVERAGE indicates the calculated arithmetic average of the sample and its duplicate for comparison to the 100 Exceeds City of Ottawa Combined Sewer Use Standard. 71 Exceeds MOE Standard. - One of two duplicate results exceeds MOE standard, however 455 averaged value is below standard.

MMM Group Limited 14-12815-001-PH2 Table 3.2.B: Summary of Analytical Results Page 2 of 2 for PHCs in Groundwater 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

MW-10 MW-11 Sample ID MOE Table City of Ottawa Sewer 3 All Use By-Law No. 2003- REPORTING Laboratory work order Units 1324044 1324044 Property 514 (Sanitary / LIMIT Types Combined Sewer Use) Sampling Date 28-Oct-2013 28-Oct-2013 Petroleum Hydrocarbon Compounds (PHCs) Benzene 44 10 0.2\0.5 mg/L <0.5 <0.5 Ethylbenzene 2,300 57 0.2\0.5 mg/L <0.5 <0.5 Toluene 18,000 80 0.2\0.5 mg/L <0.5 <0.5 p+m-Xylene NV - 0.2\0.5 mg/L <0.5 <0.5 o-Xylene NV - 0.2\0.5 mg/L <0.5 <0.5 Xylene (Total) 4,200 320 0.2\1 mg/L <1 <1 F1 (C6-C10) 750 `(1) 25\100 mg/L <100 <100 F1 (C6-C10)-BTEX 750 `(1) 100 mg/L <100 <100 F2 (C10-C16) 150 `(1) 100 mg/L <100 <100 F3 (C16-C34) 500 `(1) 100\200 mg/L 200 <200 F4 (C34-C50) 500 `(1) 100\200 mg/L <200 <200

Notes: (1). By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for a Non- Potable Ground Water Condition for All Property Types. City of Ottawa Sewer Use: By-Law No.2003 -514; A By-Law to regulate the control of discharge to sewers and sewage works. `(1)By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. AVERAGE indicates the calculated arithmetic average of the sample and its duplicate for comparison to the 100 Exceeds City of Ottawa Combined Sewer Use Standard. 71 Exceeds MOE Standard. One of two duplicate results exceeds MOE standard, however 455 averaged value is below standard.

MMM Group Limited 14-12815-001-PH2 Table 3.2.C: Summary of Analytical Results Page 1 of 1 for VOCs in Groundwater 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON MW-1 MW-2 MW-4 MW-5 TRIP BLANK MW-5A MW-9A MW-9A MW-9B MW-10 MW-11 Trip Blank Trip Blank Sample ID City of Ottawa Sewer MOE Table 3 Use By-Law No. 2003- REPORTIN Laboratory work order All Property Units B2I1463 B2I1463 B2I1463 B2I1463 B2I1463 1324043 1324044 1325264 1324044 1324044 1324044 1324044 1325264 514 (Sanitary / G LIMIT Types AVERAGE AVERAGE AVERAGE Combined Sewer Use) Sampling Date 16-Nov-2012 17-Nov-2012 17-Nov-2012 16-Nov-2012 16-Nov-2012 29-Oct-2013 29-Oct-2013 13-Nov-2013 28-Oct-2013 28-Oct-2013 28-Oct-2013 29-Oct-2013 13-Nov-2013 Volatile Organic Compounds (VOCs) Acetone 130000 - 10\50 mg/L <10 <10 <10 <10 <10 - <50 <50 <50 <50 <50 <50 <50 Benzene 44 10 0.2\0.5 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Bromodichloromethane 85000 350 0.5\0.3 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.3 1 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 Bromoform 380 630 1\0.4 mg/L <1 <1 <1 <1 <1 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 Bromomethane 5.6 110 0.5 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Carbon Tetrachloride 0.79 57 0.2 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 Chlorobenzene 630 57 0.2 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 - <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 Cholorethane 630 270 0.2 mg/L - - - - - <0.2 ------Chloroform 2.4 80 0.3\0.5 mg/L <0.3 <0.3 <0.3 <0.3 <0.3 <0.5 7.5 2.4 <0.5 <0.5 <0.5 <0.5 <0.5 Chloromethane - 190 0.2 mg/L - - - - - <0.2 ------1,2-dibromoethane - 0.028 0.2 mg/L - - - - - <0.2 ------Dibromochloromethane 82000 57 0.5\0.3 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 1,2-Dichlorobenzene 4600 - 0.5\0.4 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 1,3-Dichlorobenzene 9600 - 0.5\0.4 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 1,4-Dichlorobenzene 8 17 0.5\0.4 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 1,1-Dichloroethane 320 200 0.2\0.4 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 1,2-Dichloroethane 1.6 210 0.5\0.2 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 1,1-Dichloroethylene 1.6 40 0.2\0.5 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Cis-1,2-Dichloroethylene 1.6 200 0.5\0.4 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 Trans-1,2-Dichloroethylene 1.6 200 0.5 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 Dichloromethane - - 4 mg/L - - - - - <4 <4 - <4 <4 <4 <4 - 1,2-Dichloropropane 16 850 0.2\0.5 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 1,3-Dichloropropylene 5.2 - 0.5 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 ------cis-1,3-Dicloropropene - 0.007 0.2 mg/L - - - - - <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 trans-1,3-Dichloropropene - 0.007 0.2 mg/L - - - - - <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 Ethylbenzene 2300 57 0.2\0.5 mg/L <0.2 <0.2 <0.2 1.8 <0.2 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Ethylene Dibromide 0.25 - 0.2 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 - <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 Methyl Ethyl Ketone 470000 - 10 mg/L <10 <10 <10 <10 <10 - <10 <10 <10 <10 <10 <10 <10 Methylene Chloride 610 0.211 2 mg/L <2 <2 <2 <2 <2 - - <4 - - - - <4 Methyl Isobutyl Ketone 140000 - 5\10 mg/L <5 <5 <5 <5 <5 - <10 <10 <10 <10 <10 <10 <10 Methyl-t-Butyl Ether 190 - 0.5\10 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 - <10 <10 <10 <10 <10 <10 <10 m&p-Xylene - - 0.5 mg/L - - - - - <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 o-Xylebe - 0.5 mg/L - - - - - <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Styrene 1300 40 0.5 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 1,1,1,2-Tetrachloroethane 3.4 50 0.5 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 1,1,2,2-Tetrachloroethane 3.2 40 0.5 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Toluene 18000 80 0.2\0.5 mg/L <0.2 <0.2 <0.2 0.23 <0.2 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Tetrachloroethylene 1.6 50 0.2\0.3 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 1,1,1-Trichloroethane 640 54 0.2\0.4 mg/L 1.06 <0.2 2.7 0.31 1.9 <0.4 <0.4 <0.4 0.5 0.5 <0.4 <0.4 <0.4 1,1,2-Trichloroethane 4.7 800 0.5\0.4 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 <0.4 Trichloroethylene 1.6 54 0.2\0.3 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 <0.3 1,3,5-trimethylbenzene - 0.003 0.3 mg/L - - - - - <0.3 ------Vinyl Chloride 0.5 400 0.2 mg/L <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 Total Xylenes 4200 320 0.2\1 mg/L <0.2 <0.2 <0.2 5.9 <0.2 <1 <1 <1 <1 <1 <1 <1 <1 Dichlorodifluoromethane 4400 - 1\0.5 mg/L <1 <1 <1 <1 <1 - <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 Hexane(n) 51 - 1\5 mg/L <1 <1 <1 <1 <1 - <5 <5 <5 <5 <5 <5 <5 Trichlorofluoromethane 2500 20 0.5 mg/L <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5

Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for a Non-Potable Ground Water Condition for All Property Types. City of Ottawa Sewer Use: By-Law No.2003 -514; A By-Law to regulate the control of discharge to sewers and sewage works. `(1)By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. 100 Exceeds City of Ottawa Combined Sewer Use Standard. 100 Exceeds MOE Standard.

MMM Group Limited 14-12815-001-PH2 Table 3.2.D: Summary of Analytical Results Page 1 of 1 for PCBs in Groundwater 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

City of Ottawa Sewer MW-5 MW-5A Sample ID MOE Table 3 Use By-Law No. 2003- REPORTING Depth (m) All Property 514 (Sanitary / Units LIMIT Laboratory work order Types Combined Sewer B2I1463 1324043 Sampling Date Use) 16-Nov-2012 29-Oct-2013 Polychlorinated Biphenyls (PCBs) Aroclor 1242 -- 0.05 mg/L <0.05 - Aroclor 1248 - - 0.05 mg/L <0.05 - Aroclor 1254 - - 0.05 mg/L <0.05 - Aroclor 1260 - - 0.05 mg/L <0.05 - Total PCB 7.8 (2) 0.05\0.1 mg/L <0.05 <0.1 Notes: (2). By-Law 2003-514 prohibits discharge of any amount of PCB waste, unless written authorization is obtained from the City of Ottawa. MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for a Non-Potable Ground Water Condition for All Property Types. City of Ottawa Sewer Use: By-Law No.2003 -514; A By-Law to regulate the control of discharge to sewers and sewage works. (1)By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. 100 Exceeds City of Ottawa Combined Sewer Use Standard. 100 Exceeds MOE Standard.

MMM Group Limited 14-12815-001-PH2 Table 3.2E: Summary of Analytical Results Page 1 of 1 for PAHs in Groundwater 770 Somerset Street West and 13 LeBreton Street North, Ottawa, ON

City of Ottawa Sewer Use By-Law MW-5A MW-9A MW-9B MW-10 MW-11 Sample ID No. 2003-514 MOE Table 3 (Sanitary / Reporting All Property Units Combined Sewer Limit Depth (m) Types Laboratory work order 1324043 1324044 1324044 1324044 1324044 AVERAGE Sampling Date 29-Oct-2013 29-Oct-2013 28-Oct-2013 28-Oct-2013 28-Oct-2013 Polycyclic Aromatic Hydrocarbons 1-methylnaphthalene - 32 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 2-methylnaphthalene - 22 0.1/0.05 mg/L 0.25 <0.1 <0.1 <0.1 <0.1 7H-Dibenzo(c,g)carbazole - - 0.5 mg/L <0.5 - - - - Acenaphthene 600 - 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 Acenaphthylene 1.8 - 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 Anthracene 2.4 - 0.1/0.01 mg/L <0.01 <0.1 <0.1 <0.1 <0.1 Benzo(a)anthracene 2.4 - 0.1/0.01 mg/L <0.01 <0.1 <0.1 <0.1 <0.1 Benzo(a)pyrene 4.7 - 0.01 mg/L <0.01 <0.01 0.01 <0.01 <0.01 Benzo(b)fluoranthene 0.75 - 0.05 mg/L - <0.05 <0.05 <0.05 <0.05 Benzo(b+j+k)fluoranthene - - 0.5 mg/L <0.5 - - - - Benzo(e)pyrene - - 0.5 mg/L <0.5 - - - - Benzo(g,h,i)perylene 0.2 - 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 Benzo(k)fluoranthene 0.4 - 0.05 mg/L - <0.05 <0.05 <0.05 <0.05 Benzylbutylphthalate - 17 1 mg/L <1 - - - - Bis(2-chloroethoxy)methane - 36 1 mg/L <1 - - - - Bis(2-ethylhexyl)phthalate 140 280 1 mg/L <1 - - - - Chrysene 1 - 0.05 mg/L <0.05 <0.05 <0.05 <0.05 <0.05 Dibenz(a,j)acridine - - 0.5 mg/L <0.5 - - - - Dibenzo(a,h)anthracene 0.52 - 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 Dibenzo(a,i)pyrene - - 0.5 mg/L <0.5 - - - - Diethyl Phthalate 38 200 1 mg/L <1 - - - - Di-n-butylphthalate - 57 1 mg/L <1 - - - - Di-n-octylphthalate - 300 1 mg/L <1 - - - - Fluoranthene 130 - 0.1/0.01 mg/L <0.01 <0.1 <0.1 <0.1 <0.1 Fluorene 400 59 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 Hexachlorobenzene 3.1 0.1 1 mg/L <1 - - - - Indeno(1,2,3-c,d)pyrene 0.2 - 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 Indole - 50 1 mg/L <1 - - - - Monochlorobenzene - - 0.2 mg/L <0.2 - - - - Naphthalene 1,400 59 0.1/0.05 mg/L 0.4 <0.1 <0.1 <0.1 <0.1 Perylene - - 0.5 mg/L <0.5 - - - - Phenanthrene 580 - 0.1/0.05 mg/L <0.05 <0.1 <0.1 <0.1 <0.1 Pyrene 68 - 0.1/0.01 mg/L <0.01 <0.1 <0.1 <0.1 <0.1 PAH (Total) - 15 3.4 mg/L <3.4 - - - -

Notes: MOE Table 3: Ontario Ministry of the Environment, "Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act, " April 2011. Generic Site Condition Standards for a Non-Potable Ground Water Condition for All City of Ottawa Sewer Use: By-Law No.2003 -514; A By-Law to regulate the control of discharge to sewers and sewage works. `(1)By-Law 2003-514 prohibits discharge of fuel in any amount, liquids with two or more phases, or combustable liquids, unless written authorization is obtained from the City of Ottawa. 100 Exceeds City of Ottawa Combined Sewer Use Standard. 100 Exceeds MOE Standard.

MMM Group Limited 14-12815-001-PH2 TABLE 4.1: CONSTRUCTION DEWATERING CALCULATIONS Page 1 of 1 770 SOMERSET STREET WEST AND 13 LEBRETON STREET NORTH, OTTAWA, ONTARIO DCR PHOENIX GROUP

Dewatering Calculations (As per Powers, J.P. et a., 2007, Page 67)

Combined Overburden Overburden Bedrock Groundwater and Bedrock Groundwater = Contribution: Groundwater .× Contribution: Contribution

Constant: 5.31E-06 5.31E-06 - length a 37 m 37 m - width b 47 m 47 m - hydraulic conductivity (Anticipated) K 8.69E-05 m/s 8.48E-08 m/s - hydraulic conductivity (Worst Case) 3.04E-04 m/s 3.26E-07 m/s - aquifer thickness H 1 m 8 m - height of bottom of excavation above bottom of aquifer h 0 m 0 m - radius of circle equivalnet to same area as open trench rs 24.00 m 24.00 m - Zone of Influence (Anticipated Case) 27.97 m 6.99 m - Zone of Influence (Worst Case) 52.29 m 13.70 m - Zone of Influence (Worst Case plus Factor of Safety of 3:1) 156.86 m 41.11 m - Zone of Influence Plus Zone of Circle (Anticipated) Ro 51.97 m 30.99 m - Zone of Influence Plus Zone of Circle (Worst) Ro 76.29 m 37.70 m - Zone of Influence Plus Zone of Circle (Safety 3:1) Ro 180.86 m 65.11 m -

Q (Anticipated) 21.19 L/min 4.00 L/min 25.19 L/min Q (Worst) 49.47 L/min 8.70 L/min 58.16 L/min 3x FoS 148 L/min 26 L/min 174.49 L/min

Q (Anticipated) 30,516 L/day 5,760 L/day 36,276 L/day Q (Worst) 71,231 L/day 12,526 L/day 83,757 L/day 3x Factor of Safety 213,692 L/day 37,579 L/min 251,271 L/day

Hydrogeological Schematic Diagram: Equation Schematic Diagram: Maximum Excavation Depth 11 m BGS s or 7 m below top of weathered bedrock Static Water Level 3 m BGS Ground Surface Q

SAND FILL 4 m thick

H= Effective4.7m Aquifer t Weathered bedrock thickness 7 m thick 8 m

Competent Bedrock

Assumptions for Building Construction: The building excavations may be excavated to as far as 11.0 m BGS, which fully penetrates the overburden, and weathered bedrock unconfined aquifers. The sand aquifer is unconfined, with a uniform hydraulic conductivity, is infinite in lateral extent, and extends to 4.0 m BGS, as per MMM (2012) The weathered bedrock (shaly limestone) aquifer is unconfined, with a uniform hydraulic conductivity, is infinite in lateral extent, it begins at 4.0 m BGS and extends to 11.0 m BGS, as found in this investigation. The depth to groundwater is assumed to be 3.0 m BGS, as observed in this investigation. The construction excavation will completely penetrate the overburden aquifer, and will completely penetrate the weathered bedrock aquifer. Construction dewatering rates are as calculated as per Powers, J.P. et al. (2007), based on groundwater inflow to a large diameter circular excavation, with equivalent area as per the roughly square excavation shape, as required for this project. The Anticipated Case Scenario calculated dewatering rate for the overburden materials is based on the mean hydraulic conductivity value for the sand aquifer, The Worst Case Scenario calculated dewatering rate for the overburden materials is based on the highest hydraulic conductivity value determined from grain size The Worst Rate Scenario calculated dewatering rate with a 3:1 Factor of Safety for overburden materials is based on the highest overburden aquifer hydraulic The Anticipated Case Scenario calculated dewatering rate for the bedrock aquifer is based on the mean hydraulic conductivity value for the bedrock, determined through The Worst Case Scenario calculated dewatering rate for the bedrock aquifer is based on the highest hydraulic conductivity value determined through single well response The Worst Rate Scenario calculated dewatering rate with a 3:1 Factor of Safety for the bedrock aquifer is based on the highest bedrock aquifer hydraulic conductivity Hydraulic conductivity values used in these calculations were calculated from grain size distribution curves using the Hazen approximation, as per Table 2.2, and hydraulic Construction dewatering rates will be lower if sheet piling is utilized, and if an effective seal is established between the sheet piling and the bottom of the sand aquifer. m BGS - meters below ground surface.

MMM Group Limited 14-12815-001-PH2 TABLE 4.2: CONSTRUCTION DEWATERING: COMBINED GROUNDWATER AND PRECIPITATION INPUTS Page 1 of 1 770 SOMERSET STREET WEST AND 13 LEBRETON STREET NORTH, OTTAWA, ONTARIO DCR PHOENIX GROUP

Groundwater Contributions (L/day) Worst Case Anticipated Worst plus Factor None Case Case of Safety of 3:1 L/day L/day L/day L/day None 0 36,276 83,757 251,271 75th Percentile Daily 6,250 42,526 90,007 257,521 Precipitation (2.5 mm) Surface Water 90th Percentile Daily Contributions 23,000 59,276 106,757 274,271 (L/day) Precipitation (9.2 mm) Recent 5 Year Maximum 122,250 158,526 206,007 373,521 Daily Precipitation (48.9 mm)

Notes: The assumed drainage area of the working excavation is 2,500 m2 to account for the actual property area (1,730 m2) plus additional areas on adjacent lands / roadways which may contribute runoff.

MMM Group Limited 14-12815-001-PH2