Submitted to: Kerry Currie, Property Manager Karson Aggregates P.O. Box Carp Road Carp, Ontario K0A 1L0

Transcription

1 June 214 REPORT ON Level 1 Hydrogeological and Hydrological Assessment in Support of a Category 1 Class 'A' Pit Below Water Proposed Kennedy Pit Lot 7, Concession Geographic Township of Torbolton City of Ottawa, Ontario Submitted to: Kerry Currie, Property Manager Karson Aggregates P.O. Box Carp Road Carp, Ontario KA 1L REPORT Report Number: Distribution: 1 e-copy - Karson Aggregates 1 copy - Novatech Engineering Consultants Ltd. 2 copies - Golder Associates Ltd.

2 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT Executive Summary Golder Associates Ltd. (Golder) was retained by Karson Aggregates to conduct a Level 1 Hydrogeological and Hydrological Assessment for the proposed Kennedy Pit license application. The purpose of the assessment was determine whether there is a potential for adverse effects to groundwater users, surface water resources and natural environment features as a result of the proposed Karson Kennedy Pit. Published surficial geology mapping indicates that alluvial deposits (medium sand with some silt) are present within the proposed Licensed Area at the Karson Kennedy Pit (the Site) and extend northwest and southeast from the Site. The drilling program completed at the Site confirmed the presence of overburden consisting of medium to coarse sand underlain by silty clay. Published bedrock geology mapping indicates the upper bedrock unit underlying the Site consists of the limestone, sandstone and shale of the Rockcliffe Formation. No bedrock outcrops are mapped within the Site. Karson Aggregates has advised that the pit base will be approximately 1 metres below ground surface, which is equivalent to an elevation of approximately 4 metres above sea level (masl). The proposed pit base elevation is 7 to 8 metres below the groundwater table elevation near the centre of the Site. Based on the observed groundwater levels, it is predicted that the surface water level in the pit under full operational and rehabilitated conditions will range from 61 to 62 masl. This elevation represents the average groundwater elevation across the Site under pre-development conditions. Potential receptors of impacts due to the operation of the proposed Kennedy Pit include groundwater users, surface water bodies, and significant woodlands. The Ministry of the Environment Water Well Information System (MOE WWIS) includes a record for one water well located within metres of the Site; however, the WWIS indicates that this well was abandoned. A review of a recent aerial photograph indicates that there are no buildings or dwellings that would require a water supply well within metres of the Site. With regard to surface water receptors, the Constance Creek Provincially Significantly Wetland (PSW) is located immediately adjacent to the northeast and southwestern boundaries of the proposed Licensed Area. The Limit of Extraction is 3 metres from the PSW boundary. The portions of the Kennedy Property outside of the PSW are designated Rural Natural Feature in the City of Ottawa Official Plan, and consist of deciduous forest. This woodland is considered a significant woodland. Given that the aggregate extraction below the groundwater table will occur without dewatering, there will be no significant lowering of the groundwater table in the overburden and underlying bedrock and thus no potential for proposed extraction activities to cause drawdown of the groundwater table such that it interferes with local water supply wells. As the material is extracted from below the groundwater table, there would be a localized and temporary depression of the groundwater level as the aggregate material is extracted but this would rapidly recover given the permeable nature of the subsurface materials. Due to the lack of nearby water supply wells and the fact that no permanent lowering of the groundwater level is expected, impacts to existing groundwater users associated with the proposed Kennedy Pit are not anticipated. June 214 Report No i

3 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT The predicted surface water impacts associated with the proposed pit are marginal. Changes in contributing catchment to the locations assessed are on the order of. to 2.%, while changes in annual average base flow to Constance Creek may increase by approximately.3 L/s. The proposed pit is also expected to reduce flooding and stream erosion downstream. The significant woodlands are not anticipated to be affected by the localized and temporary depression of the groundwater level or the marginal changes in contributing catchment for surface water flow caused by the operation of the Kennedy Pit. Based on the conclusions of the Level 1 Hydrogeological and Hydrological Assessment, no adverse effects to groundwater users, surface water resources and natural environment features are anticipated as a result of the proposed pit. As a result, a Level 2 Hydrogeological and Hydrological Assessment is not warranted for this application, and there is no need for the implementation of a groundwater monitoring program during the operational and rehabilitation periods. As a result of the small predicted increase/decrease in surface water flow rates, the poor feasibility of being able to measure the small predicted increase in flow, and typical natural seasonal and event variability in existing flow rates, flow monitoring is not recommended for the surrounding natural features. June 214 Report No ii

4 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT Table of Contents EXECUTIVE SUMMARY... i 1. INTRODUCTION Site Description Site Development Study Objectives GEOLOGY AND HYDROGEOLOGY Surficial Geology Bedrock Geology Hydrogeology Overburden Aquifer Bedrock Aquifer STUDY METHODS AND RESULTS Hydrogeological Investigation Materials Investigation Water Table Investigation Hydrological Investigation Drainage Catchments Infiltration and Runoff Water Budget Analysis Existing Condition Scenario Proposed Operational Scenario and Rehabilitation Scenario RECEPTOR IDENTIFICATION Water Supply Wells Surface Water Features Significant Woodlands ASSESSMENT OF POTENTIAL IMPACTS OF PROPOSED PIT Potential Impact to Groundwater Users Potential Impacts to Groundwater Flow Directions June 214 Report No iii

5 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT.3 Potential Impact to Existing Surface Water Features Average Annual Stream Flow Base Flows Flooding Stream Erosion Thermal Effects Conclusions Impacts to Significant Woodlands DISCUSSION ON MONITORING PROGRAM SUMMARY AND CONCLUSIONS LIMITATIONS AND USE OF REPORT CLOSURE REFERENCES... 2 TABLES Table 1: Measured Water Table Elevations...(following report text) Table 2: Existing Scenario Water Balance Results... 9 Table 3: Proposed Operational Scenario Water Balance Results... 1 FIGURES Figure 1: Key Plan Figure 2: Site Plan Figure 3: Surficial Geology and Groundwater Elevations Figure 4: Groundwater Elevation Trends Figure : Existing Catchments Figure 6: Operational/Rehabilitated Catchments Figure 7: Constance Creek and Northeast Wetland Catchments APPENDICES APPENDIX A Curricula Vitae APPENDIX B Borehole Logs June 214 Report No iv

6 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 1. INTRODUCTION Golder Associates Ltd. (Golder) has been retained by Karson Aggregates (Karson) to conduct a Level 1 Hydrogeological and Hydrological Assessment for the proposed Kennedy Pit license application. The proposed Kennedy Pit is located on Lot 7, Concession, Geographic Township of Torbolton, City of Ottawa (Figure 1). This report specifically addresses the requirements of a Hydrogeological Level 1 Technical Report (Aggregate Resources of Ontario Provincial Standards, Section 2.2) that will accompany the application for a Category 1, Class A, Pit Below Water under the Aggregate Resources Act (ARA). For the purpose of this report, the following definitions are used: Kennedy Property (Figure 2) the property leased by Karson, which has an area of 22.8 hectares (ha). Licensed Area (the Site) (Figure 2) the portion of the Kennedy Property that Karson proposes to license under the ARA. The total Licensed Area is 8.67 ha. Limit of Extraction (Figure 2) the portion of the Licensed Area from which Karson proposes to extract aggregate. The total area of the Limit of Extraction is.7 ha. The Limit of Extraction along the northwest edge is the same as the limit of the Licensed Area. A Natural Environment Level 1/2 Study (Golder, 214) was carried out by Golder for the proposed Kennedy Pit and is referenced in this report as required. 1.1 Site Description The Kennedy Property is located approximately metres northwest of Vances Side Road, between Dunrobin Road and Greenland Road, as shown on Figure 1. The ground surface elevation across the Property ranges from approximately 61 to metres above sea level (masl), and is highest within the southwestern half of the Site (see Figure 2). The land cover within the Kennedy Property consists of wetlands and deciduous forests. The existing licensed Armitage Pit, owned by Karson, is located immediately northwest of the Kennedy Property. It is proposed that the Kennedy Pit will share a common boundary with the Armitage Pit. The Constance Creek Provincially Significant Wetland (PSW) occupies the northeastern and southwestern portions of the Kennedy Property, with Constance Creek itself located at the southwestern edge of the Property. Note that only the wetland at the southwestern end of the Property is mapped as part of the PSW under the Ontario Wetland Evaluation System (MNR, 213). The wetland at the northeastern end of the Property was confirmed in the field by Golder to be contiguous with (i.e., part of) the PSW. Southeast of the Property is a privately owned and operated aggregate pit, known as the Latimer Pit. Land uses beyond the pits and wetland immediately adjacent to the Property include primarily natural areas, as well as a golf course to the north. The nearest residences to the Site (i.e., the Licensed Area) are located along Greenland Road, approximately 7 metres northeast of the Site, and Dunrobin Road, approximately 1,8 metres southwest of the Site. The approximate locations of private water supply wells, with a UTM Reliability Code of or less, within metres of the Site (as provided in the Ministry of the Environment Water Well Information System (MOE WWIS)) are shown on Figure 3. June 214 Report No

7 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 1.2 Site Development The Kennedy Property consists of a 22.8 hectare area, of which 8.67 ha (the Site) is to be licensed under the ARA including a.7 ha extraction area. The property is leased by the applicant (Karson). Based on the nature of the subsurface materials, Karson has advised that the pit base will be approximately 1 metres below ground surface (mbgs), which is equivalent to an elevation of approximately 4 masl. It is understood from Karson that extraction operations below the groundwater table will not involve dewatering of the excavation. The final rehabilitation plan includes a permanent pond located within the proposed Limit of Extraction area. Based on the groundwater level data collected at the Site, the predicted elevation of the permanent pond will range from 61 to 62 masl. 1.3 Study Objectives The objective of this study was to fulfill the requirements of a Level 1 Hydrogeological and Hydrological Assessment for the licensing of a Category 1, Class A, Pit Below Water, under the ARA. The study includes a preliminary hydrogeological and hydrological assessment to establish the groundwater conditions and water budget for the Site. The results of the hydrogeological and hydrological investigation are used to assess the potential for adverse effects to groundwater users, surface water resources and natural environment features (i.e., biology ) as a result of the proposed extraction below the groundwater table. The qualifications and experience of the report authors are presented in Appendix A. June 214 Report No

8 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 2. GEOLOGY AND HYDROGEOLOGY 2.1 Surficial Geology The surficial geology in the vicinity of the Site is shown on Figure 3. Published surficial geology mapping indicates that alluvial deposits (medium sand with some silt) are present within the Site and extend northwest and southeast from the Site. Organic deposits (muck and peat) and additional alluvial deposits are indicated to be present northeast and southwest of the Site. Approximately one kilometre northeast of the Site, there is predominantly Paleozoic bedrock at surface, while one kilometre to the southwest, there are predominantly glaciomarine silt and clay deposits. The drilling program completed at the Site as part of the hydrogeology study confirmed the presence of overburden consisting of medium to coarse sand underlain by silty clay, as discussed further in Section Bedrock Geology The sequence of Paleozoic sedimentary rock in the general vicinity of the Site (from oldest to youngest and deepest to shallowest) is Nepean Formation (sandstone), March Formation (sandstone/dolostone), Oxford Formation (dolostone) and Rockcliffe Formation (limestone/sandstone/shale), Gull River Formation (limestone/dolostone/shale) and Bobcaygeon Formation (limestone). Published bedrock geology mapping indicates the upper bedrock unit underlying the Site consists of the Rockcliffe Formation. No bedrock outcrops are mapped within the Site, as shown in Figure 3. A narrow outcrop of Paleozoic sedimentary rock running northwest-southeast is mapped approximately 34 metres east of the Site. A review of the MOE WWIS indicates that the bedrock surface rises from west to east across the Site, ranging from approximately elevation masl along Dunrobin Road west of the Site to approximately elevation 8 masl along Greenland Road east of the Site. The local depth to bedrock indicated in the WWIS well records varies accordingly, ranging from 1 to 2 mbgs along Dunrobin Road, and from to 3 mbgs along Greenland Road. 2.3 Hydrogeology Overburden Aquifer Extensive deposits of coarse and permeable overburden, capable of supplying sufficient quantities of groundwater for domestic use, are not prevalent in the vicinity of the Site. For this reason, the bedrock aquifers (Nepean, March and Oxford) are considered the principal aquifers for water supply Bedrock Aquifer The Rockcliffe Formation (limestone/sandstone/shale) overlies the Oxford Formation (dolostone), which is, in turn, underlain by the March Formation (interbedded quartz sandstone and dolostone) and the Nepean Formation (quartz sandstone and minor conglomerate). Groundwater flow in the bedrock aquifer is attributed to secondary porosity produced by fractures. Solution weathering of some fracture zones results in zones of increased permeability within the bedrock aquifer. Water bearing zones occur at distinct depths, but not throughout the formations (based on drillers records). June 214 Report No

9 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT The MOE WWIS identifies one private supply well within metres of the Site (see Figure 3) based on a UTM Reliability Code of or less (within 3 metres); however, this well is indicated to have been abandoned. Beyond metres from the Site, local water supply wells are located along Vances Side Road, Greenland Road and Dunrobin Road. Wells along these roads for which information is provided in the MOE WWIS are almost exclusively completed in bedrock, at depths that generally range from 2 to 4 mbgs, and had static water levels generally ranging between 1 and 1 mbgs at the time of drilling. June 214 Report No

10 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 3. STUDY METHODS AND RESULTS 3.1 Hydrogeological Investigation A hydrogeological assessment in support of the application was completed for the Site. The hydrogeological assessment involved the following tasks: Review of available data/information and Site visit; MOE Water Well Inventory (discussed in Section 2.); Borehole drilling and monitoring well installation; Monthly measurement of water levels and groundwater temperature in the on-site monitoring wells on for a period of 18 months; and, Assessment of potential impacts related to the development and rehabilitation of the proposed pit. Boreholes were drilled at three locations across the Site to characterize the overburden materials and to allow for the installation of monitoring wells. Borehole locations BH12-1 through BH12-3 are shown on Figure 3. Borehole drilling activities were carried out on September 24 and 2, 212. The drilling was conducted using a CME track-mounted drill rig supplied and operated by Marathon Drilling Co. Ltd. of Ottawa, Ontario. The boreholes were drilled through the overburden using 2-millimetre hollow stem augers. Samples of the overburden materials were collected at regular intervals using a -millimetre split spoon sampler. All of the samples were visually described in the field and returned to Golder s laboratory in Ottawa for further examination. Details regarding borehole drilling are presented on the borehole records provided in Appendix B. Upon completion of the borehole drilling, monitoring wells were installed at each location with screened intervals selected to intersect the water table. All monitoring wells were constructed of 1-millimetre diameter, threaded, PVC slot #1 screen and solid risers. Silica sand backfill and/or native sand (i.e., caved material) was used in the boreholes around the screened portions of the monitors (i.e., granular filter) and bentonite was used to create a ground surface seal. Protective casings with lockable lids were installed over all monitoring wells. A survey of the monitoring well locations and geodetic elevations (i.e., ground surface and the top of the monitoring well risers) was conducted by Karson. Monitoring well completion details are presented on the borehole records provided in Appendix B. 3.2 Materials Investigation The overburden materials observed at boreholes BH12-1 through BH12-3 are summarized on the borehole records provided in Appendix B. The stratigraphic boundaries indicated on the borehole records are often not distinct, but may represent a transition between soil types. Also, variations other than those encountered at the borehole locations are expected to exist at the Site. The boreholes ranged in depth between 8.2 metres (BH12-1) and 9.8 metres (BH12-2 and BH12-3). Soil samples recovered from all three boreholes indicate the presence of medium to coarse sand deposits with thicknesses of 2.8 to.8 metres. At borehole BH12-3, a.2-metre thick layer of clayey silt was encountered between layers of medium sand. At all three boreholes, topsoil or peat with a thickness of.1 to.2 metre overlies the sand, and grey silty clay underlies the sand. Bedrock was not encountered in any borehole. June 214 Report No

11 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 3.3 Water Table Investigation Water levels were measured monthly in the monitoring wells (when the wells were accessible) from November 212 to April 214. The water level data were used with the survey data provided by Karson to calculate groundwater elevations at each monitoring well location. The water level elevations from the monthly monitoring events are provided in Table 1 and plotted against time on Figure 4. The water table elevation across the Site is in the range of 61 to 62 masl. As shown on Figure 4, water levels exhibit seasonal variation, being highest in the spring and lowest in the fall. The normal maximum water table elevation is considered to be represented by water levels measured at boreholes BH12-1 through BH12-3 in April 213. The April 213 water table elevation measured at each monitoring well is provided on Figure 3. These data were used to develop water table elevation contours on Figure 3. The water table elevation is interpreted to decrease by approximately. metre from the northeast to southwest across the Site. The interpreted direction of horizontal groundwater flow across the Site is towards the southwest (i.e., toward the adjacent wetland). 3.4 Hydrological Investigation The water balance was developed on the basis of Environment Canada water budget procedures. This method describes water flux in a unit area of soil on a monthly basis based on a balance of precipitation (rainfall and snowmelt), evapotranspiration (ET), soil storage, and surplus. The water budget can be summarized as follows: Rainfall + Snowmelt ET Change in Soil Storage = Surplus The various water budget components associated with catchment areas are typically presented in millimetres (mm) over their respective sub-catchments, and represent the amount of water per unit of watershed area. The water budget model combines accumulated rainfall and snowmelt to estimate total precipitation. Rainfall represents precipitation when monthly mean temperatures are greater than o C. Snowmelt is initiated when snow is on the ground and monthly mean temperatures are greater than o C. Hence, snowmelt is based on the depletion of snow storage (accumulated precipitation during periods of sub-zero temperatures). The potential or maximum ET is estimated, in this case, by the empirical Thornthwaite equation (using average monthly temperature and hours of daylight) and represents the amount of water that would be evaporated or transpired under saturated soil-water scenarios. The actual ET is the total evapotranspiration for the period of study based on evapotranspiration demand, available soil-water storage, and the rate at which soil water is drawn from the ground (as defined by an established drying curve specific to the soil type). The maximum soil storage is quantified using a Water Holding Capacity (WHC) that is based on guidelines provided in the Ministry of the Environment (MOE) Stormwater Management Planning and Design Manual (MOE, 23), (MOE manual). The WHC represents the total amount of water that can be stored in the soil capillaries and is defined as the water content between the field capacity and wilting point (the practical maximum and minimum soil water content, respectively). WHCs are specific to the soil type and land use, whereby values typically range from approximately mm for shallow rooted crops over sand to 3 mm for mature forest over clay. For temperate region watersheds, soil storage is typically relatively stable year round, remaining at or near field capacity with the exception of the typical mid- to late-summer dry period. As such, the change in soil storage is a minor component in the water budget, particularly at an annual scale. Occasionally, open water areas must also be accounted for in water balances. In the case of water bodies, the WHC is June 214 Report No

12 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT generally assumed to be not applicable, since the majority of years generate a positive surplus, and the volume of water for large bodies generally exceeds the amount that may be withdrawn by evaporation on an annual basis in a dry year. Surplus water remains in the system after actual ET has been removed (ET demand is met) and the maximum WHC is exceeded (soil-water storage demand is met). In the case of open water, which does not have a WHC, the average annual surplus is assumed as the average annual precipitation minus the average potential evapotranspiration (reflecting a large amount of depth from which evapotranspiration can be drawn). The Meteorological Service Data Analysis and Archive division of Environment Canada provides monthly water budget summaries for meteorological stations with greater than 2 years of meteorological data. These monthly water budgets include monthly values for all parts of the water budget (rainfall, snowmelt, potential evaporation, etc.) for each of the years in the historic record, as well as average monthly values over the entire record. For the Karson Kennedy Pit Site, Environment Canada water budget data ( ) for the Ottawa CDA meteorological station (ID 61976) (26 kilometres to the southeast of the Site) were used in the water budget analysis. These water budgets contained monthly average precipitation, evapotranspiration and surplus values (in mm/m 2 ) for a range of water holding capacities (from 3 mm to 3 mm). The climatic data show an average annual precipitation of 88 mm per year, and an average temperature of 6.3 degrees Celsius. Annual surplus estimates are further portioned into runoff and infiltration estimates using the factors shown on Table 3.1 in the MOE manual (MOE, 23). This factor represents the proportion of infiltration as compared to the total surplus, with the remainder of the surplus going to runoff. For this, factors such as land slope, soils, and cover are used to estimate the infiltration coefficient of the soil; flat, open soils with dense vegetation cover, for instance, would be expected to generate more infiltration (proportional to the total surplus) than a steep tight clay soil with row crops. Using a mix of values from the table, an infiltration factor of.9 was assigned to the mature forest areas on sand soil and.7 for mature forest areas on organic soil. In the case of the open water, 1% of the surplus was assumed to contribute to infiltration. The infiltration flow in this analysis follows the groundwater gradient which flows in a southwesterly direction Drainage Catchments Catchments at the Site were delineated using available OBM and 212 Site mapping provided by Karson. Catchments were delineated for a total of three scenarios, including: The existing scenario: Where the Site was divided into two catchments based on the direction of natural drainage (Figure ): Catchment 11 drains overland to the northeast (towards the portion of the PSW located northeast of the Site, which then flows to a creek located northeast of the Kennedy Property and ultimately discharges to Lake Deschenes); catchment 12 drains overland to the southwest (towards the portion of the PSW located southwest of the Site and towards Constance Creek). Under the existing scenario, 4.6 ha of the Site (catchment 11) surface drains to the northeast wetland component and 1.18 ha (catchment 12) drains to the southwest wetland component. The infiltration within the entire Site boundary contributes to the southwest wetland and Constance Creek. June 214 Report No

13 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT The proposed scenario: This scenario assumes the final day of extraction within the proposed Limit of Extraction to show drainage of the fully developed pit (Figure 6). In this case, catchment 21 represents the maximum extraction (with the catchment draining internally). The pit is being extracted below the water table with no dewatering, resulting in a water level roughly equal to the groundwater level over the entire active pit area. All surplus in this catchment is assumed to be infiltration; the infiltration from the pit is assumed to contribute to flows to the southwest (towards the southwest wetland and Constance Creek) based on the general groundwater gradient below the Site. With the proposed changes, the Site area ultimately draining to the southwest wetland and Constance Creek would be approximately.7 ha. The rehabilitated scenario: The post-operation phase of the pit is similar to the proposed scenario. Since no dewatering operations are proposed for the pit, and no further work is proposed upon the cessation of operations, all surplus within the open pit is assumed to be infiltration and will continue to contribute to groundwater flow and the southwest wetland/constance Creek. Water holding capacities at the Site were estimated using the values in Table 3.1 of the MOE manual. Soils mapping for the area suggests surficial soils are generally composed of fine sand with a small portion of organics, and slopes are generally flat. Thus, mature forest areas on sand soils were assigned a WHC of 2 mm and mature forest areas on organic soil were assigned 3 mm. For the pit area in the proposed and rehabilitated conditions, the active area was assumed as open water with the surplus assumed as the difference between the sum of the inputs (rain and melt) minus the potential evapotranspiration. This method does not account for any groundwater inflow into the pit; actual groundwater inflows will be additive to the precipitation surplus predicted by this method. The annual precipitation surplus values from the MOE water budget for each WHC were then multiplied by the area of the matching land use in each watershed in each scenario to estimate an annual surplus for each catchment. In catchments with more than one land use, surplus values for the catchments were estimated as weighed average surplus values given the proportion of each land use in each catchment. These volumes were then summed for the existing and proposed scenario, and the results were compared against each other in order to estimate the change in surplus scenario from the Site between the existing and proposed scenarios Infiltration and Runoff Annual surplus values generated from the water balance method may be further divided into annual estimates of runoff and infiltration values. This is done by estimating an infiltration coefficient for each land use (including topography, soils and cover) based on literature values, then multiplying the infiltration coefficient by the surplus estimate to produce an approximate value for annual infiltration. The remaining surplus not accounted for in the infiltration is assumed to run off. For this analysis, the infiltration estimates from Table 3.1 of the Ontario MOE Stormwater Management Planning and Design Manual were used to estimate an infiltration coefficient. Using the values from Table 3.1 of the MOE manual, an infiltration coefficient of.9 was applied to mature forest areas on sand soils, and a coefficient of.7 was applied to mature forest on organic soil. An infiltration coefficient of 1. (indicating 1% infiltration with no runoff) was applied to the proposed extraction area in the operations and rehabilitation conditions. This infiltration coefficient was used to acknowledge that with no dewatering or surface water outflow, and assuming the amount of water in the pit does not change on an annual basis, the total annual surplus from the pit area must leave the pit through infiltration. June 214 Report No

14 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT Water Budget Analysis The following sections present the water budget analysis under the existing condition, proposed operational and rehabilitation scenarios. A discussion of the potential impacts to surface water features as a result of changes to the water budget during pit development is presented in Section Existing Condition Scenario The results from the existing scenario water balance are provided in Table 2 below. The average annual surplus for the total catchment area was estimated as 28 mm per year and the total Site surplus was estimated as 16,1 m 3 /yr. This total surplus in turn partitions into roughly 7,4 m 3 /yr to the northeast wetland and 8,7 m 3 /yr to the southwest wetland and Constance Creek. The annual period that is likely to have frozen ground ranges between December and March when monthly average air temperatures below zero are observed. It was assumed that during the frozen ground period 1% of the surplus is runoff. The estimated annual infiltration and runoff flows for the existing scenarios are also provided in Table 2 below. Generally, 9% of the surplus from the Site infiltrates to the southwest wetland during periods when the ground is not frozen (April November). The infiltration from the Site contributes to groundwater flows to the southwest (towards the southwest wetland and Constance Creek) based on the general groundwater gradient below the Site and constitutes approximately 6,8 m 3 /year of the surplus. The remaining 1% of the surplus from April to November plus the surplus from January, February, March and December is surface runoff with approximately 7,4 m 3 /year contributing to the northeast wetland and 1,9 m 3 /year to the southwest wetland and Constance Creek, for a total of 9,3 m 3 /year over the Site. Catchment Northeast (to Northeast wetland) Table 2: Existing Scenario Water Balance Results Area Surplus Infiltration Runoff (ha) (mm/yr) (m 3 /yr) (mm/yr) (m 3 /yr) (mm/yr) (m 3 /yr) , ,4 Southwest (to southwest wetland and Constance Creek) , , ,9 Total , , ,3 Note: Infiltration contributing to the southwest wetland is comprised of the infiltration from the Area 11 and Area 12 as it follows the groundwater flow direction towards the southwest wetland Proposed Operational Scenario and Rehabilitation Scenario The results from the proposed operational scenario water balance are provided in Table 3. The conversion of the.7 ha to a pond (with an estimated average annual surplus of 269 mm/yr) generates a total Site surplus of 1,4 m 3 /yr, approximately 7 m 3 /yr less than the existing scenario (a 4% decrease). The total Site surplus for the operational scenario will flow towards the southwest wetland. The Site surplus to the southwest wetland is increased in the proposed operation condition from 8,7 m 3 /yr to 1,4 m 3 /yr. The Site surplus to the northeast wetland is decreased in the proposed operation condition from 7,4 m 3 /yr to m 3 /yr. June 214 Report No

15 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT The estimated annual infiltration and runoff flows for the proposed operational scenario are also provided in Table 3 below. The proposed condition results in no overland runoff ( m 3 /yr) compared to the existing total runoff of 9,3 m 3 /year. In general, the shift from mature forest to a below-groundwater pit results in an 11 mm/yr increase in evapotranspiration, and a corresponding 11 mm/yr or 4% decrease in annual surplus. Catchment Table 3: Proposed Operational Scenario Water Balance Results Area Surplus Infiltration Runoff (ha) (mm/yr) (m 3 /yr) (mm/yr) (m 3 /yr) (mm/yr) (m 3 /yr) Southwest (to southwest wetland and Constance Creek) , ,4 Total , ,4 As there is no change in Site drainage anticipated from the end of the proposed operational phase and the rehabilitated phase, the rehabilitated water balance results will be the same as the proposed operational scenario results shown in Table 3 above. June 214 Report No

16 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 4. RECEPTOR IDENTIFICATION 4.1 Water Supply Wells The MOE WWIS includes a record for one water well located within metres of the Site based on a UTM Reliability Code of or less (i.e., 3 metres or less); however, the WWIS indicates that this well was abandoned. A review of a recent aerial photograph indicates that there are no buildings or dwellings that would require a water supply well within metres of the Site. 4.2 Surface Water Features The Constance Creek PSW occupies the northeast and southwestern portions of the Kennedy Property, with Constance Creek itself located at the southwestern edge of the Property. The PSW boundary forms the northeast and southwest boundaries of the Site (the Licensed Area), and the Limit of Extraction is 3 metres from the PSW boundary. Note that only the wetland at the southwestern end of the Site is mapped as part of the PSW under the Ontario Wetland Evaluation System (MNR, 213). The wetland at the northeastern end of the Site was confirmed in the field by Golder to be contiguous with (i.e., part of) the PSW. Figure 2 shows the extent of the PSW on the Kennedy Property, based on field investigations undertaken by Golder. Additional discussion of the PSW, Constance Creek and other surface water features is included in Golder, Significant Woodlands The portions of the Kennedy Property outside of the PSW are designated Rural Natural Feature in the City of Ottawa Official Plan, and consist of deciduous forest. Significant woodlands are defined and designated by the local planning authority (MNR, 21). General guidelines for determining the significance of woodlands is provide in Section of the City of Ottawa Official Plan (23). Golder has undertaken an analysis of the woodland based on in-field surveys of the portions that extend onto the Kennedy Property and through a GIS exercise of the entire woodland in order to assess the feature against the City s criteria. Based on this assessment, this woodland has been considered as significant. Additional discussion of significant woodlands is included in Golder, 214. June 214 Report No

17 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT. ASSESSMENT OF POTENTIAL IMPACTS OF PROPOSED PIT Based on the nature of the subsurface materials, Karson has advised that the pit base will be approximately 1 mbgs, which is equivalent to an elevation of approximately 4 masl. The proposed pit base elevation is 7 to 8 metres below the groundwater table elevation near the centre of the Site. Based on the observed groundwater levels at the Site (Section 3.3), it is predicted that the surface water level in the pit under full operational and rehabilitated conditions will range from 61 to 62 masl. This elevation represents the average groundwater elevation across the Site under pre-development conditions..1 Potential Impact to Groundwater Users The MOE WWIS includes a record for one water well located within metres of the Site based on a UTM Reliability Code of or less (i.e., 3 metres or less); however, the WWIS indicates that this well was abandoned. A review of a recent aerial photograph indicates that there are no buildings or dwellings that would require a water supply well within metres of the Site. Given that the aggregate extraction below the groundwater table will occur without dewatering, there will be no significant lowering of the groundwater table in the overburden and underlying bedrock and thus no potential for proposed extraction activities to cause drawdown of the groundwater table such that it interferes with local water supply wells. As the material is extracted from below the groundwater table, there would be a localized and temporary depression of the groundwater level as the aggregate material is extracted but this would rapidly recover given the permeable nature of the subsurface materials. Due to the lack of nearby water supply wells and the fact that no permanent lowering of the groundwater level is expected, impacts to existing groundwater users associated with the proposed Kennedy Pit are not anticipated..2 Potential Impacts to Groundwater Flow Directions Generally speaking, extraction of aggregate material from below the established water table has the potential for interference with groundwater flow directions in the area of a Site. However, given that no dewatering is proposed during the extraction below the water table, it is considered that the proposed pit will not significantly impact groundwater flow directions in the vicinity of the Site..3 Potential Impact to Existing Surface Water Features The proposed Kennedy Pit operation involves the extraction of aggregate material from below the established water table within the Limit of Extraction. There are no surface water courses within the Site; however, the operation and rehabilitation of the pit has the potential to impact existing nearby surface water features. Given that the proposed pit would drain internally (with surplus flows becoming infiltration), the change from the existing to the proposed condition is expected to have a local effect on runoff and infiltration flows to the northeast and southwest wetlands, and Constance Creek as described below..3.1 Average Annual Stream Flow During the proposed and rehabilitated scenarios, an increase in evaporation (as a result of the current land use being converted to a pit pond) is expected to decrease the total annual surplus from the Site. Since infiltration in the pit is expected to flow entirely to the southwest wetland under existing and proposed scenarios, an increase in surplus is expected in that direction (from 8,7 m 3 /yr in the existing scenario to 1,4 m 3 /yr in the proposed June 214 Report No

18 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT operational scenario). This is assumed to lead to an increase in average annual stream flow in a southwesterly direction and ultimately to Constance Creek. Surplus from the Site towards the northeast wetland, on the other hand, is expected to be reduced (from 7,4 m 3 /yr to m 3 /yr) since the drainage area previously contributing runoff to the northwest wetland will become open water/pit. Flow measurements in the northeast wetland are unavailable. Approximate delineation of the northeast creek catchment to the west of the property boundary (i.e. a point downstream of the Site), (Figure 7) suggests a drainage area of approximately 2.4 km 2. The change in surface runoff drainage area, between the existing and proposed operational Site conditions, is an approximate reduction of 4.6 ha (.46 km 2 ) or roughly 2% for the total existing catchment. Assuming the change in creek flow is proportional to the change in catchment area, the decrease in the average annual stream flow in the creek at this location would likewise be approximately 2%. Flow measurements in the southwest wetland and Constance Creek are unavailable. Approximate delineation of Constance Creek to the west of the property boundary (i.e. a point downstream of the Site on Constance Creek) (Figure 7) suggests a drainage area of approximately 1.3 km 2. The change in surface runoff drainage area, between the existing and proposed operational Site conditions, is an approximate decrease of 1.18 ha (.12 km 2 ) or roughly.1% for the total existing catchment. The Site drainage area that contributed to the northeast creek (4.6 ha) under existing conditions will become part of the permanent pond and will contribute surplus towards Constance Creek under proposed operational conditions. The proposed pit area (.7 ha) will drain internally through groundwater recharge and contribute the surplus over the entire pit area to Constance Creek. Direct runoff to Constance Creek will be reduced, however, the overall surplus will be increased by the amount of runoff that used to contribute to the northeast wetland/creek. Assuming the change in creek flow is proportional to the change in catchment area, the average annual stream flow in the creek at this location could increase up to.%..3.2 Base Flows Given that no dewatering is expected to occur at the pit, all surplus from the pit area is expected to report as infiltration, and contribute to the southwest wetland and Constance Creek as baseflow. From groundwater level measurements taken on Site in 213, the direction of groundwater flow in the area of the proposed pit is primarily to the southwest. Although there is an increase in the actual evapotranspiration on the pond surface of the pit, it is expected that baseflow to the southwest wetland will increase, with infiltration from the Site to the southwest increasing from 6,8 m 3 /yr to 1,4 m 3 /yr (an increase of 8, m 3 /yr or roughly.3 L/s) from the existing to the proposed scenario. The rehabilitated scenario, which is expected to be similar to the proposed operational scenario, would likewise involve a slight increase in baseflow from the Site to the southwest wetland as compared to the existing scenario..3.3 Flooding Operation of the proposed pit area is not expected to contribute to flooding problems in the receiving drainage features, as there will be no surface water discharge from the pit. The pit itself is expected to operate as a large infiltration basin. The redirection of catchment areas from the northeast and southwest to the pit area is expected to result in an overall reduction in peak surface flow rates in both directions. June 214 Report No

19 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT.3.4 Stream Erosion As discussed above, operation of the proposed pit area is not expected to contribute to erosion problems in the receiving drainage feature, as there will be no surface discharge from the pit. The pit itself is expected to operate as a large infiltration basin, resulting in an overall reduction in peak surface flow rates to the northeast and southwest wetlands..3. Thermal Effects The rehabilitation plan involves the pit being rehabilitated as a permanent pond, which will form as a result of extraction of aggregate below the water table. The exposure of the local groundwater table has the potential to cause local thermal changes to the local groundwater flow system, which in turn has the potential to adversely impact local surface water features. This potential thermal impact results from the increase in water temperature (during the extraction period and post-extraction period) within the rehabilitated lake due to heating by the sun. This increase in temperature could cause localized increases in the groundwater temperatures adjacent to the rehabilitated lake feature due to groundwater flow through the lake feature and back to the local groundwater flow system. Based on Golder s previous experience, such thermal impacts are localized and typically do not extend more than 1 metres beyond the Limit of Extraction area Such thermal effects are potentially problematic in areas which are close to cold water surface water features. Given that there are no cold water surface water features in close proximity to the Site as described in the Level 1 and Level 2 Natural Environment Report for the Kennedy Pit, there is no potential for adverse thermal impacts to occur as a result of the extraction of aggregate from below the established groundwater table..3.6 Conclusions Overall, during the proposed operational and rehabilitated scenarios, an increase in evaporation is expected to decrease the total annual surplus from the Site. The proposed operational and rehabilitated conditions will also result in a decrease in total runoff and an increase in total infiltration. Since infiltration in the pit is expected to flow entirely to the southwest wetland under existing and proposed scenarios, an increase in surplus is expected in that direction. This is assumed to lead to an increase in average annual stream flow in a southwesterly direction and ultimately to Constance Creek. Surplus from the Site towards the northeast wetland, on the other hand, is expected to be reduced Generally, the surface water impacts associated with the proposed pit that are discussed in this report are marginal. Changes in contributing catchment to the locations discussed are on the order of. to 2.%, while changes in annual average base flow to Constance Creek may increase by approximately.3 L/s. The proposed pit is also expected to reduce flooding and stream erosion downstream..4 Impacts to Significant Woodlands The significant woodlands located within the Kennedy Property could potentially be affected by decreases in the underlying shallow groundwater levels. As previously discussed, there will be a localized and temporary depression of the groundwater level as aggregate is extracted, but this will rapidly recover as groundwater flows into the pit through the permeable subsurface materials. Even the temporary depression of the groundwater level is not anticipated to reach the woodlands, which are located at least 3 metres from the extraction area. June 214 Report No

20 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT As discussed in the previous section, the surface water impacts associated with the proposed pit are anticipated to be marginal, with changes in contributing catchment on the order of. to 2.%. These changes are not anticipated to affect the significant woodlands. Therefore, the significant woodlands are not anticipated to be affected by the operation of the Kennedy Pit. June 214 Report No

21 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 6. DISCUSSION ON MONITORING PROGRAM The increase in flow to the southwest wetland was estimated to be approximately.% of the total annual stream flow. A decrease in flow to the northeast wetland was estimated to be approximately 2% of the total annual stream flow. Flow changes of this magnitude cannot feasibly be measured accurately. Typical open channel flow measurements (i.e. without constructing an engineered flume or weir in the wetland) depend on all flow passing through a regular and confined cross-section. If such a location could be identified in the northeast or southwest wetland, the accuracy of individual flow measurements would be within approximately 1% of the actual flow. If this information were used to develop stage-discharge rating curves, which would allow total monthly or annual flow to be estimated, the accuracy may increase to within approximately 1% of the actual flow. In contrast, natural seasonal and event fluctuations in flow rates frequently range over three or up to four orders of magnitude. This demonstrates that the northeast and southwest wetlands already experience flow rates far greater than the.% increase (southwest wetland) or 2% decrease (northeast wetland) in flow expected to occur as a result of developing the proposed Karson Kennedy Pit. As a result of the small predicted increase/decrease in flow rates, the poor feasibility of being able to measure the small predicted increase in flow, and typical natural seasonal and event variability in existing flow rates, flow monitoring is not recommended for the surrounding natural features. June 214 Report No

22 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 7. SUMMARY AND CONCLUSIONS A Level 1 Hydrogeological and Hydrological Assessment was completed for the proposed Karson Kennedy Pit located in the former Geographic Township of Torbolton, City of Ottawa, Ontario. Based on the results of the investigation, the following summary and conclusions are presented: The local overburden deposits on the property consist primarily of medium to coarse sand deposits with thicknesses of 2.8 to.8 metres, underlain by silty clay; The Rockcliffe Formation (limestone/sandstone/shale) underlies the Site. A review of the MOE WWIS indicates that the bedrock surface rises from west to east across the Site, ranging from approximately 1 to 2 mbgs along Dunrobin Road to to 3 mbgs along Greenland Road; The water table elevation is interpreted to decrease by approximately. metre from the northeast to southwest across the Site; The extraction will include the removal of overburden materials to an approximate pit base elevation of 4 masl, which is equivalent to a depth of extraction of approximately 1 metres depth. Material extraction will not require dewatering. Given that the aggregate extraction below the groundwater table will occur without dewatering, there will be no significant lowering of the groundwater table and thus no potential for proposed extraction activities to cause drawdown of the groundwater table such that it interferes with local water supply wells or surface water features. As the material is extracted from below the groundwater table, there would be a localized and temporary depression of the groundwater level as the aggregate material is extracted but this would rapidly recover given the permeable nature of the subsurface materials; Due to the lack of nearby water supply wells and the fact that no permanent lowering of the groundwater level is expected, impacts to existing groundwater users associated with the proposed Kennedy Pit are not anticipated. The predicted surface water impacts associated with the proposed pit are marginal. Changes in contributing catchment to the locations discussed are on the order of. to 2.%, while changes in annual average base flow to Constance Creek may increase by approximately.3 L/s. The proposed pit is also expected to reduce flooding and stream erosion downstream. No cold water surface water features are present in close proximity to the Site (Golder, 214); therefore, there is no potential for adverse thermal impacts to occur as a result of the extraction of aggregate from below the established groundwater table; Based on the findings of this assessment, no adverse effects to groundwater and surface water resources and their uses are anticipated as a result of the proposed Kennedy Pit. As a result, a Level 2 Hydrogeological and Hydrological Assessment is not warranted for this application; and there is no need for the implementation of a groundwater monitoring program during the operational and rehabilitation periods; and, As a result of the small predicted increase/decrease in surface water flow rates, the poor feasibility of being able to measure the small predicted increase in flow, and typical natural seasonal and event variability in existing flow rates, flow monitoring is not recommended for the surrounding natural features. June 214 Report No

23 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT 8. LIMITATIONS AND USE OF REPORT This report was prepared for the exclusive use of Karson Group. The report, which specifically includes all tables, figures and appendices, is based on data gathered by Golder Associates Ltd., and information provided to Golder Associates Ltd. by others. The information provided by others has not been independently verified or otherwise examined by Golder Associates Ltd. to determine the accuracy or completeness. Golder Associates Ltd. has relied in good faith on this information and does not accept responsibility for any deficiency, misstatements, or inaccuracies contained in the information as a result of omissions, misinterpretation or fraudulent acts. The services performed as described in this report were conducted in a manner consistent with that level of care and skill normally exercised by other members of the engineering and science professions currently practicing under similar conditions, subject to the time limits and financial and physical constraints applicable to the services. Any use which a third party makes of this report, or any reliance on, or decisions to be made based on it, are the responsibilities of such third parties. Golder Associates Ltd. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made, or actions taken based on this report. June 214 Report No

24

25 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT REFERENCES Golder Associates Ltd Environmental Impact Statement in Support of a Category 1 Class 'A' Pit Below Water, Proposed Kennedy Pit Lot 7, Concession, Geographic Township of Torbolton, City of Ottawa, Ontario. Project Number , June 214. Ministry of the Environment. 23. Stormwater Management Planning and Design Manual, March 23. Ontario Ministry of Natural Resources (MNR). 21. Natural Heritage Reference Manual for Natural Heritage Polices of the Provincial Policy Statement, 2 Second Edition. Ontario Ministry of Natural Resources (MNR) Ontario Wetland Evaluation System, Southern Manual. 3 rd edition (version 3.2). URL: STDPROD_68974.html Ottawa, City of. 23. Official Plan. URL: index_en.html. Accessed 214. June 214 Report No

26 June 214 TABLE 1 MEASURED WATER TABLE ELEVATIONS Monitoring Top of Casing Well (masl) 22 Nov 12 2 Dec 12 1 Jan 13 1 Feb 13 1 Mar 13 8 Apr May 13 4 Jun Jul Aug Sep Oct Nov Dec 13 BH (1) (1) (2) BH (1) (1) BH (1) (1) (1) Site was in accessible due to snow; no measurements taken. (2) Monitoring well was damaged; no measurement taken. Water Level (masl) Monitoring Well Top of Casing (masl) Water Level (masl) 13 Jan 14 6 Feb 14 7 Mar Apr 14 BH BH BH Golder Associates Ltd.

27 ³ SITE Path: \\golder.gds\gal\ottawa\active\spatial_im\karsongroup\kennedy_property\gis\mxds\ \reporting\phase7_hydrog\ mxd NOTES SITE DUNROBIN ROAD 418 THIS FIGURE IS TO BE READ IN CONJUNCTION WITH THE ACCOMPANYING GOLDER ASSOCIATES LTD. REPORT NO REFERENCE BASEMAP: SOURCES: ESRI, DELORME, NAVTEQ, USGS, INTERMAP, IPC, NRCAN, ESRI JAPAN, METI, ESRI CHINA (HONG KONG), ESRI (THAILAND), TOMTOM, 213 PROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83 COORDINATE SYSTEM: UTM ZONE 18 VANCES SIDE ROAD 419 GREENLAND ROAD 42 PROJECT TITLE KARSON AGGREGATES KEY PLAN PROJECT No DESIGN PJM GIS PJM CHECK LEB REVIEW KAM SCALE 1:, SCALE AS SHOWN FIGURE Kilometers REV..

28 LEGEND TOPOGRAPHIC CONTOUR, metres WATERCOURSE WETLAND BOUNDARY (BOUNDARY CONFIRMED BY GOLDER ASSOCIATES LTD.) PROPERTY BOUNDARY PROPOSED LICENSE AREA PROPOSED LIMIT OF EXTRACTION PROVINCIALLY SIGNIFICANT WETLAND Path: \\golder.gds\gal\ottawa\active\spatial_im\karsongroup\kennedy_property\gis\mxds\ \reporting\phase7_hydrog\ mxd m SETBACK E E 3 m SETBACK E E 3 m SETBACK 1 m SETBACK m SETBACK FF 64 FF , 1, 3 m SETBACK - SETBACK DISTANCES BETWEEN BOUNDARY OF AREA TO BE LICENSED AND PROPOSED LIMIT OF EXTRACTION BOUNDARY. NOTE THIS FIGURE IS TO BE READ IN CONJUNCTION WITH THE ACCOMPANYING GOLDER ASSOCIATES LTD. REPORT No REFERENCE IMAGERY SUPPLIED BY BASE MAPPING LTD. PROPERTY SURVEY SUPPLIED BY THE KARSON GROUP. PROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83 COORDINATE SYSTEM: UTM ZONE 18 PROJECT TITLE Meters SCALE 1:4, KARSON AGGREGATES Ottawa, Ontario SITE PLAN PROJECT No DESIGN KAM GIS PJM CHECK LEB REVIEW KAM SCALE 1:4, FIGURE 2 REV.

29 7 PINE VALLEY CRT r2 7 LEGEND MOE LISTED WATER WELLS BOREHOLE LOCATION GROUNDWATER ELEVATION (MASL) MEASURED ON APRIL 8, ROADWAY WATERCOURSE INTERPRETED GROUNDWATER ELEVATION CONTOUR (masl), APRIL 8, 213 Path: \\golder.gds\gal\ottawa\active\spatial_im\karsongroup\kennedy_property\gis\mxds\ \reporting\phase7_hydrog\ mxd 7 6b 3a 6b 6b 6b b 61.8 r &( 6b VANCES SIDE RD GREENLAND RD 6b 7 GROUNDWATER FLOW DIRECTION INTERPRETED PROPOSED LIMIT OF EXTRACTION NOTE THIS FIGURE IS TO BE READ IN CONJUNCTION WITH THE ACCOMPANYING GOLDER ASSOCIATES LTD. REPORT No REFERENCE BÉLANGER, J. R. 28 URBAN GEOLOGY OF THE NATIONAL CAPITAL AREA, GEOLOGICAL SURVEY OF CANADA, OPEN FILE 311, 1 DVD. PROPERTY SURVEY SUPPLIED BY THE KARSON GROUP. PROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83 COORDINATE SYSTEM: UTM ZONE 18 PROJECT TITLE PROPOSED LICENSE AREA m BUFFER FROM LICENSE BOUNDARY 7. ORGANIC DEPOSITS: MUCK & PEAT 6b: ALLUVIAL DEPOSITS: MEDIUM GRAINED STRATIFIED SAND WITH SOME SILT 3a. OFFSHORE MARINE DEPOSITS: CLAY, SILT UNDERLYING EROSIONAL TERRACES r2. BEDROCK: LIMESTONE, LOMITE, SANDSTONE & LOCAL SHALE Meters SCALE 1:8, KARSON AGGREGATES SURFICIAL GEOLOGY AND GROUNDWATER ELEVATIONS Ottawa, Ontario PROJECT No DESIGN KAM GIS PJM CHECK LEB REVIEW KAM SCALE 1:8, FIGURE 3 REV.

30 Click to edit Master title style Click to edit Master text styles Second level Third level Fourth level» Fifth level Date: June 214 Project: Drawn: LEB Chkd: KAM Groundwater Elevation Trends 1 FIGURE 4

31 LEGEND Topographic Elevation Contour (masl) Watercourse Portion of Wetland Delineated by Golder Inferred Groundwater Flow Direction Direction of Surface Runoff Provincially Significant Wetland 63 Wetland Property Boundary Proposed License Area Existing Licensed Pit ha NOTE This figure is to be read in conjunction with the accompanying Golder Associates Ltd. Report no Co ns t ance Cre e REFERENCE Property survey supplied by the Karson Group. Imagery supplied by the Karson Group, dated April 18, 212 Base Data - MNR LIO, obtained 213 Produced by Golder Associates Ltd under licence from Ontario Ministry of Natural Resources, Queens Printer 213 Projection: Transverse Mercator Datum: NAD 83 Coordinate System: UTM Zone 18 k 61 PROJECT TITLE 34 G:\Projects\212\ _Kenndy_Pit\GIS\MXDs\Reporting\Existing_Catchments.mxd Site Catchments Proposed Limit of Extraction = = ha Meters KARSON AGGREGATES EXISTING CATCHMENTS PROJECT NO Mar. 214 DESIGN KD 23 May. 214 KD GIS 23 May. 214 AP CHECK REVIEW KMM 23 May. 214 SCALE 1:3, REV. FIGURE:

32 LEGEND Watercourse Inferred Groundwater Flow Direction Portion of Wetland Delineated by Golder Provincially Significant Wetland Wetland Property Boundary Proposed License Area Pit Permanent Pond Existing Licensed Pit = NOTE This figure is to be read in conjunction with the accompanying Golder Associates Ltd. Report no REFERENCE Property survey supplied by the Karson Group. Imagery supplied by the Karson Group, dated April 18, 212 Base Data - MNR LIO, obtained 213 Produced by Golder Associates Ltd under licence from Ontario Ministry of Natural Resources, Queens Printer 213 Projection: Transverse Mercator Datum: NAD 83 Coordinate System: UTM Zone 18 k Co ns t ance Cre e PROJECT 34 TITLE 34 G:\Projects\212\ _Kenndy_Pit\GIS\MXDs\Reporting\Operational_Rehabilitated_Catchments.mxd ha Meters KARSON AGGREGATES OPERATIONAL/REHABILITATED CATCHMENTS PROJECT NO Mar. 214 DESIGN KD 21 Mar. 214 KD GIS 21 Mar. 214 AP CHECK REVIEW KMM 21 Mar. 214 SCALE 1:3, REV. FIGURE: 6

33 41 Proposed Limit of Extraction 3 8 Property Boundary Wooded Area Watercourse PROJECT 43 TITLE REFERENCE Property survey supplied by the Karson Group. Base Data - MNR LIO, obtained 213 Produced by Golder Associates Ltd under licence from Ontario Ministry of Natural Resources, Queens Printer 213 Projection: Transverse Mercator Datum: NAD 83 Coordinate System: UTM Zone NOTE This figure is to be read in conjunction with the accompanying Golder Associates Ltd. Report no Northeast Wetland Catchment Constance Creek Catchment Topographic Elevation Contour (masl) LEGEND Quebec G:\Projects\212\ _Kenndy_Pit\GIS\MXDs\Reporting\Wetland_Catchments.mxd Proposed Limit of Extraction Kilometres KARSON AGGREGATES CONSTANCE CREEK AND NORTHEAST WETLAND CATCHMENTS PROJECT NO Feb. 214 DESIGN KD 23 May. 214 KD GIS 23 May. 214 AP CHECK REVIEW KMM 23 May. 214 SCALE 1:7, REV. FIGURE: 7

34 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT APPENDIX A Curricula Vitae June 214 Report No

35 Curriculum Vitae LOREN BEKERIS Education M.Sc. Earth Sciences - Hydrogeology, University of Waterloo, Waterloo, Ontario, 27 B.Sc. Civil / Environmental Engineering, University of Manitoba, Winnipeg, Manitoba, 21 Certifications Registered Professional Engineer (Ontario), 21 Golder Associates Ltd. Ottawa Career Summary Loren Bekeris is an Environmental Engineer in Golder Associates' Ottawa office with over six years of consulting experience in the physical hydrogeology field. She is responsible for project management, technical analysis, data management and report generation for a variety of hydrogeological and environmental projects, including: hydraulic testing programs for privately serviced developments; hydrogeological evaluations for Permit to Take Water applications; monitoring and reporting on the compliance of quarry sites and landfills with Certificates of Approval and Permits to Take Water; hydrogeological investigations in support of quarry and pit license applications; and peer reviews. Employment History Golder Associates Ltd. Ottawa, Ontario Environmental Engineer (28 to Present) Responsible for project management, technical analysis, data management and reporting related to environmental/hydrogeological projects. Project experience includes hydraulic testing programs for privately serviced developments; hydrogeological evaluations for Permit to Take Water applications; monitoring and reporting on compliance of quarry sites and landfills with Certificates of Approval and Permits to Take Water; hydrogeological investigations in support of quarry and pit license applications; and groundwater flow modelling. Department of Earth Sciences, University of Waterloo Waterloo, Ontario Research Associate (27 to 28) Reviewed and interpreted field-, laboratory- and modelling-derived data related to the measurement of groundwater recharge. Prepared scientific journal manuscripts discussing the results of research about agricultural groundwater contamination. Rideau Valley Conservation Authority Manotick, Ontario Hydrogeology Intern (Term Position) (27) Interpreted and reported on five years groundwater quantity and quality data from Provincial Groundwater Monitoring Network wells in the Rideau Valley watershed. Developed techniques for identifying and correcting erroneous data in large hydrogeological datasets. KGS Group Winnipeg, Manitoba Environmental Engineer-in-Training (21 to 23) Conducted hydrogeological field investigations, interpreted water and soil quality data, and reported on site characterization and remediation projects at rail yards, landfills, and industrial sites. Assisted in landfill design activities (including sizing, site selection, development of cost estimates and application for regulatory approvals) and landfill monitoring. 1

36 Curriculum Vitae LOREN BEKERIS PROJECT EXPERIENCE HYDROGEOLOGY Waste Disposal Sites Managed groundwater and surface water monitoring programs for numerous municipal waste disposal sites. Coordinated field program; reviewed field and laboratory data; prepared comprehensive annual reports. Assessed compliance of the sites with provincial regulations and guidelines; provided recommendations to address non-compliance; organized additional/replacement borehole drilling and hydrogeological investigations as necessary. Permit to Take Water Applications Construction Dewatering Quarry and Pit Permitting Quarry Monitoring Aggregate Resource Evaluations Rural Subdivision Developments Groundwater Numerical Modelling Prepared Category 1, 2 and 3 Permit to Take Water (PTTW) applications for construction dewatering projects, quarry operations and short-term pumping tests. Evaluated water-taking requirements, potential impacts to local receptors and discharge considerations. Carried out hydrogeological investigations to assess rates of groundwater inflow and evaluate potential environmental impacts associated with construction dewatering for road or building construction. Investigations included the execution and analysis of in-situ hydraulic conductivity testing, and the development of analytical or numerical flow models. Carried out hydrogeological investigations for proposed and existing pit and quarry sites, to assess groundwater flow characteristics, estimate groundwater inflow, evaluate potential impacts to the local environment and propose mitigative measures. Coordinated work with hydrology, natural environment or archaeology studies as required. Managed the field component of groundwater and surface water monitoring programs; conducted data checks, technical review and analysis; and prepared a comprehensive annual report for various quarry sites. Managed borehole drilling programs; reviewed soil samples and selected samples for laboratory analysis; interpreted field and laboratory data to assess the quantity and quality of aggregate resources at various undeveloped sites. Coordinated hydrogeological investigations and terrain analyses for privately serviced residential subdivision developments, as prescribed by Ontario Ministry of the Environment Guidelines D--4 and D--. Oversaw field activities (pumping tests and test pit excavation); analyzed and interpreted hydraulic, geologic and chemical data; and prepared detailed reports on groundwater supply and septic system considerations. Developed detailed conceptual and numerical models of groundwater flow for proposed and existing quarry sites and construction projects. Estimated the impacts of dewatering operations on groundwater inflow rates and surrounding water levels. 2

37 Curriculum Vitae LOREN BEKERIS TRAINING HydroBench (Proprietary Aquifer Test Interpretation Software) Golder U Critical Thinking in Aquifer Test Interpretation Golder U Erosion and Sediment Control Course Rideau Valley Conservation Authority Communication Basics Golder U Health and Safety Modules 1, 2 and 3 Golder U PUBLICATIONS Journal Articles Conference Proceedings Doering, J.C., L.E. Bekeris, M.P. Morris, K.E. Dow and W.C. Girling. Laboratory Study of Anchor Ice Growth. Journal of Cold Regions Engineering, 1 (21), -66. Bekeris, L., B. Conant Jr., D. Rudolph and N. Thomson. 27. Field-Scale Evaluation of Enhanced Agricultural Management Practices Using a Novel Unsaturated Zone Nitrate Mass Load Approach. th Canadian Geotechnical Conference & 8th Joint CGS/IAH-CNC Groundwater Conference, October. Ottawa, Canada. Bekeris, L., B. Conant Jr., D. Rudolph and N. Thomson. 26. Monitoring Unsaturated Zone Nitrate Mass to Assess the Impacts of Reduced Agricultural Nutrient Application. 13th Annual International Conference on the St. Lawrence River Ecosystem: Source Water Protection Part II, May. Cornwall, Canada. Bekeris, L., B. Conant Jr., D. Rudolph and N. Thomson. 26. Quantifying Groundwater Recharge and Nitrate Mass Flux Beneath Agricultural Fields in a Complex Geologic Environment. 41st Annual Central Canadian Symposium on Water Quality Research, February. Burlington, Canada. 3

38 Curriculum Vitae KRIS MARENTETTE Education M.Sc. Geology, University of Windsor, Windsor, Ontario, 1988 B.Sc. Geology, Honours, University of Windsor, Windsor, Ontario, 1986 Certifications Registered Professional Geoscientist, 22 Languages English Fluent Golder Associates Ltd. Ottawa Employment History Golder Associates Ltd. Ottawa, Ontario Principal/Senior Hydrogeologist (1997 to Present) Mr. Kris A. Marentette, M.Sc., P.Geo., is a Principal and Senior Hydrogeologist in the Ottawa office of Golder Associates and has 2 years of broad experience in the fields of water supply development, physical hydrogeological characterization studies, regional scale groundwater studies, waste management, contaminated sites assessment /remediation, aggregate resource evaluations and the licensing and permitting of quarry development and expansion projects. Kris is responsible for business development, project management, and senior technical review of hydrogeology, quarry and sand and gravel pit development and expansion, golf course irrigation, site assessment and remediation projects, and waste facility siting, design, operation and environmental compliance monitoring assignments from the Ottawa office. From 1997 to 21, Mr. Marentette was Project Manager for Golder Associates component of one of the largest Environmental Site Assessment (ESA) contracts in Canada which involved the assessment of over 78 sites which were being transferred from Transport Canada to NAV CANADA. Golder Associates completed Phase I ESA of approximately 4 sites of which about 13 sites required Phase II ESA activities. The sites ranged from small antennas towers to large, complex international airports. Project involved considerable logistic planning to mobilize personnel across the country, familiarity with federal and provincial soil and groundwater remediation criteria, development of site-specific remediation options (including permafrost sites), and ongoing interaction with consultant team and Transport Canada/NAV CANADA. Kris has also been involved as principal consultant or senior reviewer for over 1 Phase I ESAs and over Phase II ESAs completed by the Ottawa office. These projects included industrial, commercial, and residential properties ranging from former coal gasification plants to microcircuit manufacturers. Projects have included an evaluation of permitting requirements related to waste water discharges and air emissions as well as designated substances surveys. Kris has also conducted subsurface investigations at numerous bulk storage, fuel dispensing and pipeline sites; development of groundwater and soil vapour monitoring programs; design and permitting of remedial measures including product recovery and excavation of contaminated soil; supervision and verification of site remediation. Kris has provided environmental consultation services to many wood product manufacturers in Renfrew County and Lanark County in the context of assessing environmental impacts of wood waste storage and lumber yard and sawmill operations on the natural environment. While working for the wood product manufacturers, Kris established a consistent approach to site investigations and set a focused list of leachate indicator parameters for groundwater and surface water assessments which has met with Ontario Ministry of Environment (MOE) approval. 1

39 Curriculum Vitae KRIS MARENTETTE Kris has been the Golder Associates Project Manager on a number of Ministry of Natural Resources quarry and pit licensing projects for both new operations and expansions to existing operations and has extensive experience in managing these complex, multi-disciplinary projects. Participated in comprehensive aggregate resource evaluations of Paleozoic sedimentary sequences (limestone) and Precambrian marble deposits at quarries in eastern Ottawa for the purpose of developing preferred site development plans to maximize the production of high quality aggregate products. The aggregate resource evaluations have typically included borehole coring, geological core logging, geophysical evaluations and comprehensive laboratory testing programs. Participated in other quarry-related projects associated with the Ministry of Environment Permit to Take Water Program and the issuance of Certificates of Approval (Industrial Sewage Works) under Section 3 of the Ontario Water Resources Act as well as studies undertaken for the purpose of complying with requirements under the Aggregate Resources Act. In the case of the Permit to Take Water approvals and industrial sewage works applications under Sections 34 and 3 of the Ontario Water Resources Act, Kris has consulted with, and interacted extensively, with MOE personnel in both the local District and Regional offices and with key personnel within the Environmental Assessment and Approvals Branch of the MOE in Toronto. Kris was the Project Manager assigned to assist the City of Ottawa in a comprehensive project focused on assisting City staff in understanding the intricate details of the MOE s Permit to Take Water Program. Kris is also well known to the local conservation authorities (Rideau Valley Conservation Authority, Mississippi Valley Conservation Authority and South Nation Conservation) as a result of involvement in water supply and quarryrelated projects in the Ottawa area and has interacted with the Ontario Stone, Sand & Gravel Association on various issues related to the aggregate industry (e.g., addressing the MOE concern associated with the potential presence of dinitrotoluene in quarry discharge water, source water protection, etc.). Kris has appeared as an expert witness before the Ontario Municipal Board on quarryrelated applications. Golder Associates Ltd. Ottawa, Ontario Hydrogeologist/Senior Hydrogeologist (1988 to 1997) Responsible for business development and the initiation, implementation and direction of hydrogeological investigations from the Ottawa office. Projects have included test well drilling programs for private services developments; subsurface investigations as related to the installation of subsurface sewage disposal systems; communal water supply investigations; and, regional hydrogeological studies to assist in establishing planning policies for future private services developments and to develop standards for water well construction. Project manager for numerous hydrogeological studies of existing/proposed landfill sites including the assessment of impacts on water resources and developing and implementing monitoring programs and contingency and remedial action plans. Participated in hydrogeological aspects of waste management studies, preparation and submission of documentation to obtain Emergency Certificates of Approval and Site Interim Expansions of landfill sites under both the Environmental Assessment Act and Environmental Protection Act. Projects have included preparation of landfill site development and operations plans including evaluations of landfill final cover design options. 2

40 Curriculum Vitae KRIS MARENTETTE Expert testimony at hearings before the Environmental Assessment Board. Also responsible for investigation, design and implementation of soil and groundwater remediation programs at hydrocarbons, metals, solvents, and PAH contaminated sites including the risk assessment approach to site management. Projects have included third party peer review of site remediation programs. Conducted hydrogeological assessments of quarry developments/expansions and pre-acquisition environmental site audits. 3

41 Curriculum Vitae KRIS MARENTETTE PROJECT EXPERIENCE WATER RESOURCES MANAGEMENT Village of Winchester Water Supply Project Ontario, Canada Project Hydrogeologist for the Village of Winchester Water Supply Expansion Project. This project included the preliminary evaluation of potential target aquifers followed by a comprehensive test well investigation and aquifer characterization program. Participated in the development of a comprehensive Water Resources Protection Strategy. Rural Subdivision Development Ontario, Canada Communal / Commercial Water Supply Evaluation Ontario, Canada Township of Kingston Planning Study Ontario Land Development Evaluation Ontario Supervised test well drilling programs for numerous residential, industrial and commercial private services subdivision developments including evaluation and selection of target aquifers, development of site specific well construction requirements, analysis and interpretation of physical hydrogeological data and groundwater chemical data and preparation and submission of detailed hydrogeological reports. Responsible for conducting many subsurface investigations as related to the installation of small and large subsurface septic sewage disposal systems for private services developments including projects subject to the Ontario Ministry of the Environment Reasonable Use Guideline B-7. Project Manager for communal water supply investigations for non-profit housing developments in Elgin and Clayton, Ontario and time share condominium development in Cobden, Ontario; responsible for groundwater resource evaluation with respect to project specific water supply requirements. Conducted hydrogeological assessment of the Evergreen Spring Water Site in the Township of Sebastopol, Ontario for Cott Beverages Ltd.; assessment included characterization of geological setting, quantity, quality and age of spring water and evaluation of potential sources of contamination in the vicinity of the spring. Conducted hydrogeological study and general terrain analysis of rural Kingston Township to characterize the present status of the Township's groundwater resources to assist in establishing planning policies for locating new developments on private services and to provide standards for water well construction within the Municipality. Conducted a preliminary hydrogeological and terrain evaluation of a 4 acre parcel of land south of the Ottawa International Airport with respect to the feasibility of developing the site as a rural residential subdivision on private services. 4

42 Curriculum Vitae KRIS MARENTETTE PROJECT EXPERIENCE WASTE MANAGEMENT Township of Clarence Landfill Buchanan Landfill Bourget, Ontario/Chalk River, Ontario, Canada Preparation and submission of documentation to the Ontario Ministry of the Environment to obtain an exemption from the Environmental Assessment Act and approval under the Environmental Protection Act for interim expansions of the Township of Clarence Landfill and Buchanan Landfill. Project involved detailed hydrogeological and geophysical site characterization studies, development of mitigation measures to address existing off-site impacts on groundwater and surface water resources and participation in the preparation of the site development and operations reports, trigger mechanisms, and contingency measures, site closure plans, public participation/presentations, document preparation and representation to regulatory agencies. Expert testimony at the Environmental Assessment Board hearings resulting in successful applications. Dodge Landfill Espanola, Ontario, Canada Lanark County Waste Management Master Plan City/Township of Kingston Waste Management Master Plan Ontario, Canada Armbro Mine Landfill Development Marmora, Ontario, Canada Township of Clarence Waste Management Planning Study Ontario, Canada Municipal Waste Management Planning Studies Ontario, Canada Project Hydrogeologist responsible for hydrogeological studies of existing landfill in support of an application to the Ontario Ministry of Environment for a long-term site expansion. Hydrogeological consultant on the master plan study teams involving technical aspects and document preparation, Environmental Assessment process, EA level field investigations and evaluation of site-specific engineered containment system requirements at the preferred sites and presentations to the steering committees and the public. Project Hydrogeologist as part of the Metro Toronto area landfill site search, for hydrogeological assessment, conceptual design and technical feasibility evaluation of constructing a municipal landfill in the 2 metre deep former open pit iron ore mine. As part of a multi-disciplinary team, responsible for the hydrogeological aspects of a long term waste management planning study under the Environmental Assessment Act and Environmental Protection Act, including development and evaluation of alternative waste management components and systems, a systematic landfill site selection process and interaction with the Public Liaison Committee, municipal council and the public. Participated in hydrogeological aspects of waste management planning studies to identify potentially suitable areas for landfill development to satisfy the long term waste disposal requirements for the Township of Grattan, Township of Pittsburgh and the Townships of Palmerston, North and South Canonto.

43 Curriculum Vitae KRIS MARENTETTE Various Landfill Sites Eastern and Northern Ontario, Canada Responsible for undertaking and/or managing hydrogeological and waste management studies at in excess of municipal landfill sites. The typical objectives of these studies have been to define the physical and contaminant hydrogeology including use of geophysical methods; undertake site-specific impact assessments on groundwater and surface water resources and gas migration; complete site performance evaluations in terms of current regulatory requirements; develop site-specific remedial action plans; design and implement annual hydrogeological monitoring programs; assist in the preparation of site development, operations and contingency and remedial action plans; and, to assemble the necessary documentation required to apply to the Ontario Ministry of Environment for Certificate of Approval revisions to permit continued disposal. Conducted evaluations of final cover design options using the Hydrologic Evaluation of Landfill Performance (HELP) computer model for the purpose of selecting the most appropriate final cover design for numerous landfills based on hydrogeological considerations, economics and availability of construction materials in the vicinity of the sites. PROJECT EXPERIENCE CONTAMINATED SITES INVESTIGATION AND REMEDIATION Nation-Wide Environmental Site Assessments Canada Project Manager for Golder Associates component of one of the largest environmental site assessment contracts in Canada which involved the assessment of over 78 sites which were being transferred from Transport Canada to NAV CANADA. Golder Associates completed Phase I ESAs of approximately 4 sites of which about 13 sites required Phase II ESA activities. The sites ranged from small antenna towers to large, complex international airports. Project involved considerable logistic planning to mobilize personnel across the country, familiarity with federal and provincial soil and groundwater remediation criteria, development of site-specific remediation options (including permafrost sites), and ongoing interaction with consultant team and Transport Canada/NAV CANADA. Assessment of Rockcliffe Airbase Lands Ottawa, Ontario, Canada Environmental Site Assessments Eastern Ontario, Canada Project Manager to participate as part of a multi-disciplinary team assembled to conduct an existing conditions assessment related to potential redevelopment of the Rockcliffe site for residential land use. Completed a review of subsurface environmental investigation reports in terms of identifying potential development constraints associated with soil and groundwater conditions at the site. Presented recommended actions for evaluating issues of potential environmental concern including development of cost estimates to address these concerns. Senior Reviewer for over 1 Phase I ESAs and over Phase II ESAs completed by the Ottawa office. These projects included industrial, commercial and residential properties ranging from former coal gasification plants to microcircuit manufacturers. Projects have included an evaluation of permitting requirements related to waste-water discharges and air emissions as well as designated substances surveys. 6

44 Curriculum Vitae KRIS MARENTETTE Assessment of Diesel Fuel Release Smiths Falls, Ontario, Canada Petroleum Hydrocarbon Releases Eastern Ontario, Canada Investigation of Salt Storage Facilities Eastern Ontario, Canada Project Manager for an environmental impact study which focused on a diesel fuel leak at a large industrial site and included the delineation of the areal extent of contamination, assessment with respect to current soil and groundwater remediation criteria and participation in the development and implementation of a site specific monitoring program and evaluation of remedial options. Conducted subsurface investigations at numerous bulk storage, fuel dispensing and pipeline sites; development of groundwater and soil vapour monitoring programs; design and permitting of remedial measures including product recovery and excavation of contaminated soil; supervision and verification of site remediation. Project Manager for hydrogeological investigation relating to an assessment of poor groundwater quality adjacent to a salt dome near Almonte, Ontario. Project involved an evaluation of existing water quality data, development and implementation of a replacement well drilling program and long term groundwater quality monitoring program; project involved extensive consultation with municipal officials, affected homeowners and representatives from the Ontario Ministry of the Environment. Responsible for hydrogeological impact assessments relating to salt storage facilities near Eganville and Deep River, Ontario. Investigations included reconnaissance level geophysical surveys to characterize general dimension of the contaminant plumes followed by confirmation drilling, monitoring well installation and groundwater sampling programs to delineate the nature and extent of the contaminant plumes originating from the salt storage facilities and to differentiate between groundwater impacts from the salt storage facilities and that from nearby landfill sites. PROJECT EXPERIENCE AGGREGATE INDUSTRY Stittsville Quarry Township of Goulbourn (Ottawa), Ontario, Canada Project Manager and Project Hydrogeologist retained by R.W. Tomlinson Limited to provide geoscience and engineering services and to co-ordinate a multidisciplinary study team in the preparation of the supporting documents, for a submission to the Ontario Ministry of Natural Resources, in support of an application for a Category 2, Class A license for a 44 million tonne quarry which intends to extract limestone from below the established groundwater table. Assignment also included preparation and submission of applications to the Ontario Ministry of Environment for approval under Section 34 (Permit to Take Water) and Section 3 (Industrial Sewage Works) of the Ontario Water Resources Act. All required approvals were obtained and the quarry became operational in September 22. Kris continues to be involved as Project Director on all environmental compliance monitoring requirements associated with the Ministry of Natural Resources aggregate license and the Ministry of Environment approvals under Section 34 and 3 on the Ontario Water Resources Act. 7

45 Curriculum Vitae KRIS MARENTETTE Rideau Road Quarries City of Gloucester (Ottawa), Ontario, Canada Tatlock Quarry Township of Lanark Highlands, Ontario, Canada Dunvegan Quarry Township of North Glengarry, Ontario, Canada Klock Quarry Aylmer, Quebec, Canada In 23, Golder Associates was retained by R.W. Tomlinson Limited to provide geoscience and engineering services and to co-ordinate a multi-disciplinary study team in the preparation of the supporting documents, for a submission to the Ontario Ministry of Natural Resources, in support of an application for a Category 2, Class A license for a 4 hectare parcel of land adjacent to Tomlinson s existing quarry operations. The quarry was designed to extract limestone from below the established groundwater table for the production of high quality aggregate suitable for all types of asphalt pavements. Kris was Project Director and Project Hydrogeologist for this assignment and Golder Associates primary responsibilities included preparation of Level 1 and Level 2 Hydrogeological studies and Natural Environment evaluations of the property. Of particular significant for this project was the innovative approach develop by Golder Associates (in consultation with the Ministry of Natural Resources) for the purpose of addressing the presence of the American ginseng plant species and butternut trees on the property. The aggregate license was issued by the Ministry of Natural Resources in 26. Project Director and Project Hydrogeologist retained in 22 by Omya Canada Inc. to conduct Level 1 and Level 2 hydrogeological studies in support of an application to the Ministry of Natural Resources for a Category 2, Class A license for the extraction of calcitic marble (crystalline limestone) at the Omya Tatlock Quarry located northwest of Perth, Ontario. Golder Associates was also responsible for the preparation of an application for an industrial sewage works approval under Section 3 of the Ontario Water Resources Act. The quarry license application was issued by the Ministry of Natural Resources in April 26 and the industrial sewage works approval was issued by the Ministry of Environment in March 26. Kris continues to advise Omya Canada Inc. on matters related to environmental compliance monitoring and other issues pertaining to Ministry of Natural Resources aggregate license and the Ministry of Environment approvals under Section 34 and 3 on the Ontario Water Resources Act. Project Hydrogeologist retained by the Township of North Glengarry to conducted a peer review of the hydrogeological aspects of the Cornwall Gravel Company Ltd. Dunvegan Quarry license application. The peer review focused on developing an opinion as to whether the Hydrogeological Assessment Report addressed the various components specified as part of a Hydrogeological Level 1 study and Hydrogeological Level 2 study in the context of a Category 2, Class A Quarry Below Water. Golder Associates was retained by Lafarge Canada Inc. to conduct the hydrogeological and natural environment assessments associated with obtaining approval for the extraction of limestone from a property situated adjacent to the existing Klock Quarry. Kris is responsible for overall project co-ordination and direction of a multi-disciplinary team. 8

46 Curriculum Vitae KRIS MARENTETTE Brechin Quarry City of Kawartha Lakes, Ontario, Canada Project Manager and Project Hydrogeologist retained by R.W. Tomlinson Limited to complete the necessary hydrogeological, hydrological and ecological studies to support an application under the Aggregate Resources Act. The proposed Brechin Quarry is located in the former Township of Carden within the City of Kawartha Lakes, Ontario. The property covers an area of approximately 26 hectares and involves an aggregate resource of 7 million tonnes with an expected operational timeframe of over 7 years. The assignment involves a comprehensive assessment of the potential effects of quarry development on private water supply wells and an adjacent Provincially Significant Wetland and other natural environment (biological) features as well as consideration of the potential cumulative impacts associated with multiple quarry developments in the area of the proposed Tomlinson Brechin Quarry. This project involves extensive municipal and public consultation as well as interaction with representatives of the Ontario Ministry of Natural Resources and Ontario Ministry of Environment. The aggregate license was issued by the Ministry of Natural Resources in 29. TRAINING Ministry of Environment Approvals Reform and Air Emission Summary and Dispersion Modelling Report Workshop Ministry of the Environment, 1998 Site Specific Risk Assessment Seminar Ottawa, 1998 Contaminated and Hazardous Waste Site Management 1997 Occupational Health and Safety Course 1989, 199 Groundwater Protection in Ontario Conference Toronto, 1991 Short Course in Dense, Immiscible Phase Liquid Contaminants (DNAPLs) in Porous and Fractured Media Waterloo Centre for Groundwater Research, 199 PROFESSIONAL AFFILIATIONS Associate Member, Ontario Stone Sand and Gravel Association (OSSGA) Member, Association of Groundwater Scientists and Engineers (N.G.W.A.) Member, International Association of Hydrogeologists Member, Ottawa Geotechnical Group, The Canadian Geotechnical Society Member, Ontario Water Well Association 9

47 LEVEL 1 HYDROGEOLOGICAL AND HYDROLOGICAL ASSESSMENT APPENDIX B Borehole Logs June 214 Report No

48 METHOD OF SOIL CLASSIFICATION The Golder Associates Ltd. Soil Classification System is based on the Unified Soil Classification System (USCS) Organic or Inorganic INORGANIC (Organic Content 3% by mass) Organic or Inorganic INORGANIC (Organic Content 3% by mass) Soil Group COARSE-GRAINED SOILS ( % by mass is larger than.7 mm) Soil Group FINE-GRAINED SOILS ( % by mass is smaller than.7 mm) GRAVELS (>% by mass of coarse fraction is larger than 4.7 mm) SANDS ( % by mass of coarse fraction is smaller than 4.7 mm) SILTS CLAYS Type of Soil Gravels with 12% fines (by mass) Gravels with >12% fines (by mass) Sands with 12% fines (by mass) Sands with >12% fines (by mass) Type of Soil (Non-Plastic or PI and LL plot below A-Line on Plasticity Chart below) (PI and LL plot above A-Line on Plasticity Chart below) Gradation or Plasticity Poorly Graded Cu = D D 1 Cc = (D 3) 2 D 1 xd <4 1 or 3 Organic Content USCS Group Symbol Group Name CLAYEY n/a GC GRAVEL 3% <6 1 or 3 SP SAND GP GRAVEL Well Graded 4 1 to 3 GW GRAVEL Below A Line Above A Line Poorly Graded n/a GM SILTY GRAVEL Well Graded 6 1 to 3 SW SAND Below A Line Above A Line Laboratory Tests Liquid Limit < Liquid Limit Liquid Limit <3 Liquid Limit 3 to Liquid Limit Dilatancy Dry Strength n/a SM SILTY SAND n/a Field Indicators Shine Test Thread Diameter Rapid None None >6 mm Slow Slow to very slow Slow to very slow None None None None to Low Low to medium Low to medium Medium to high Low to medium Medium to high Dull Dull to slight Slight Dull to slight Slight to shiny Slight to shiny 3mm to 6 mm 3mm to 6 mm 3mm to 6 mm 1 mm to 3 mm ~ 3 mm 1 mm to 3 mm Toughness (of 3 mm thread) N/A (can t roll 3 mm thread) Organic Content SC USCS Group Symbol CLAYEY SAND Primary Name <% ML SILT None to low <% ML CLAYEY SILT Low Low to medium Medium to high % to 3% OL ORGANIC SILT <% MH CLAYEY SILT % to 3% Low to medium % to Medium 3% OH ORGANIC SILT (see None High Shiny <1 mm High Note 2) CH CLAY CL CI SILTY CLAY SILTY CLAY HIGHLY ORGANIC SOILS (Organic Content >3% by mass) Peat and mineral soil mixtures Predominantly peat, may contain some mineral soil, fibrous or amorphous peat 3% to 7% 7% to 1% PT SILTY PEAT, SANDY PEAT PEAT Dual Symbol A dual symbol is two symbols separated by a hyphen, for example, GP-GM, SW-SC and CL-ML. For non-cohesive soils, the dual symbols must be used when the soil has between % and 12% fines (i.e. to identify transitional material between clean and dirty sand or gravel. For cohesive soils, the dual symbol must be used when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart (see Plasticity Chart at left). Note 1 Fine grained materials with PI and LL that plot in this area are named (ML) SILT with slight plasticity. Fine-grained materials which are non-plastic (i.e. a PL cannot be measured) are named SILT. Note 2 For soils with <% organic content, include the descriptor trace organics for soils with between % and 3% organic content include the prefix organic before the Primary name. Borderline Symbol A borderline symbol is two symbols separated by a slash, for example, CL/CI, GM/SM, CL/ML. A borderline symbol should be used to indicate that the soil has been identified as having properties that are on the transition between similar materials. In addition, a borderline symbol may be used to or indicates a range of similar soil types within a stratum. January 213 G-1

49 ABBREVIATIONS AND TERMS USED ON RECORDS OF BOREHOLES AND TEST PITS PARTICLE SIZES OF CONSTITUENTS Soil Constituent BOULDERS COBBLES GRAVEL SAND SILT/CLAY Particle Size Description Not Applicable Not Applicable Coarse Fine Coarse Medium Fine Classified by plasticity Millimetres Inches (US Std. Sieve Size) >3 >12 7 to 3 3 to to to to to 2..7 to.42.7 to 3 (4) to.7 (1) to (4) (4) to (1) (2) to (4) <.7 < (2) MODIFIERS FOR SECONDARY AND MINOR CONSTITUENTS Percentage by Mass Modifier >3 Use 'and' to combine major constituents (i.e., SAND and GRAVEL, SAND and CLAY) > 12 to 3 Primary soil name prefixed with "gravelly, sandy, SILTY, CLAYEY" as applicable > to 12 some trace PENETRATION RESISTANCE Standard Penetration Resistance (SPT), N: The number of blows by a 63. kg (14 lb) hammer dropped 7 mm (3 in.) required to drive a mm (2 in.) split-spoon sampler for a distance of 3 mm (12 in.). Cone Penetration Test (CPT) An electronic cone penetrometer with a conical tip and a project end area of 1 cm 2 pushed through ground at a penetration rate of 2 cm/s. Measurements of tip resistance (q t), porewater pressure (u) and sleeve frictions are recorded electronically at 2 mm penetration intervals. Dynamic Cone Penetration Resistance (DCPT); N d: The number of blows by a 63. kg (14 lb) hammer dropped 7 mm (3 in.) to drive uncased a mm (2 in.) diameter, cone attached to "A" size drill rods for a distance of 3 mm (12 in.). PH: Sampler advanced by hydraulic pressure PM: Sampler advanced by manual pressure WH: Sampler advanced by static weight of hammer WR: Sampler advanced by weight of sampler and rod NON-COHESIVE (COHESIONLESS) SOILS Compactness 2 Term SPT N (blows/.3m) 1 Very Loose - 4 Loose 4 to 1 Compact 1 to 3 Dense 3 to Very Dense > 1. SPT N in accordance with ASTM D186, uncorrected for overburden pressure effects. 2. Definition of compactness descriptions based on SPT N ranges from Terzaghi and Peck (1967) and correspond to typical average N values. Term Dry Moist Field Moisture Condition Description Soil flows freely through fingers. Soils are darker than in the dry condition and may feel cool. SAMPLES AS Auger sample BS Block sample CS Chunk sample or DP Seamless open ended, driven or pushed tube sampler note size DS Denison type sample FS Foil sample RC Rock core SC Soil core SS Split spoon sampler note size ST Slotted tube TO Thin-walled, open note size TP Thin-walled, piston note size WS Wash sample SOIL TESTS w water content PL, w p plastic limit LL, w L liquid limit C consolidation (oedometer) test CHEM chemical analysis (refer to text) CID consolidated isotropically drained triaxial test 1 CIU consolidated isotropically undrained triaxial test with porewater pressure measurement 1 D R relative density (specific gravity, Gs) DS direct shear test GS specific gravity M sieve analysis for particle size MH combined sieve and hydrometer (H) analysis MPC Modified Proctor compaction test SPC Standard Proctor compaction test OC organic content test SO 4 concentration of water-soluble sulphates UC unconfined compression test UU unconsolidated undrained triaxial test V (FV) field vane (LV-laboratory vane test) γ unit weight 1. Tests which are anisotropically consolidated prior to shear are shown as CAD, CAU. COHESIVE SOILS Consistency Term Undrained Shear SPT N 1 Strength (kpa) (blows/.3m) Very Soft <12 to 2 Soft 12 to 2 2 to 4 Firm 2 to 4 to 8 Stiff to 1 8 to 1 Very Stiff 1 to 2 1 to 3 Hard >2 >3 1. SPT N in accordance with ASTM D186, uncorrected for overburden pressure effects; approximate only. Water Content Term Description w < PL Material is estimated to be drier than the Plastic Limit. w ~ PL Material is estimated to be close to the Plastic Limit. Wet As moist, but with free water forming on hands when handled. w > PL Material is estimated to be wetter than the Plastic Limit. January 213 G-2

50 LIST OF SYMBOLS Unless otherwise stated, the symbols employed in the report are as follows: I. GENERAL (a) Index Properties (continued) w water content π w l or LL liquid limit ln x natural logarithm of x w p or PL plastic limit log 1 x or log x, logarithm of x to base 1 l p or PI plasticity index = (w l w p) g acceleration due to gravity w s shrinkage limit t time I L liquidity index = (w w p) / I p I C consistency index = (w l w) / I p e max void ratio in loosest state e min void ratio in densest state I D density index = (e max e) / (e max - e min) II. STRESS AND STRAIN (formerly relative density) principal stress (major, intermediate, γ shear strain (b) Hydraulic Properties change in, e.g. in stress: σ h hydraulic head or potential ε linear strain q rate of flow ε v volumetric strain v velocity of flow η coefficient of viscosity i hydraulic gradient υ Poisson s ratio k hydraulic conductivity σ total stress (coefficient of permeability) σ effective stress (σ = σ - u) j seepage force per unit volume σ vo initial effective overburden stress σ 1, σ 2, σ 3 minor) (c) Consolidation (one-dimensional) C c compression index σ oct mean stress or octahedral stress (normally consolidated range) = (σ 1 + σ 2 + σ 3)/3 C r recompression index τ shear stress (over-consolidated range) u porewater pressure C s swelling index E modulus of deformation C α secondary compression index G shear modulus of deformation m v coefficient of volume change K bulk modulus of compressibility c v coefficient of consolidation (vertical direction) c h coefficient of consolidation (horizontal direction) T v time factor (vertical direction) III. SOIL PROPERTIES U degree of consolidation σ p pre-consolidation stress (a) Index Properties OCR over-consolidation ratio = σ p / σ vo ρ(γ) bulk density (bulk unit weight)* ρ d(γ d) dry density (dry unit weight) (d) Shear Strength ρ w(γ w) density (unit weight) of water τ p, τ r peak and residual shear strength ρ s(γ s) density (unit weight) of solid particles φ effective angle of internal friction γ unit weight of submerged soil δ angle of interface friction (γ = γ - γ w) µ coefficient of friction = tan δ D R relative density (specific gravity) of solid c effective cohesion particles (D R = ρ s / ρ w) (formerly G s) c u, s u undrained shear strength (φ = analysis) e void ratio p mean total stress (σ 1 + σ 3)/2 n porosity p mean effective stress (σ 1 + σ 3)/2 S degree of saturation q (σ 1 - σ 3)/2 or (σ 1 - σ 3)/2 q u compressive strength (σ 1 - σ 3) S t sensitivity * Density symbol is ρ. Unit weight symbol is γ where γ = ρg (i.e. mass density multiplied by acceleration due to gravity) Notes: 1 2 τ = c + σ tan φ shear strength = (compressive strength)/2 January 213 G-3

51 LITHOLOGICAL AND GEOTECHNICAL ROCK DESCRIPTION TERMINOLOGY WEATHERINGS STATE Fresh: no visible sign of weathering Faintly weathered: weathering limited to the surface of major discontinuities. Slightly weathered: penetrative weathering developed on open discontinuity surfaces but only slight weathering of rock material. Moderately weathered: weathering extends throughout the rock mass but the rock material is not friable. Highly weathered: weathering extends throughout rock mass and the rock material is partly friable. Completely weathered: rock is wholly decomposed and in a friable condition but the rock and structure are preserved. CORE CONDITION Total Core Recovery (TCR) The percentage of solid drill core recovered regardless of quality or length, measured relative to the length of the total core run. Solid Core Recovery (SCR) The percentage of solid drill core, regardless of length, recovered at full diameter, measured relative to the length of the total core run. Rock Quality Designation (RQD) The percentage of solid drill core, greater than 1 mm length, recovered at full diameter, measured relative to the length of the total core run. RQD varied from % for completely broken core to 1% for core in solid sticks. BEDDING THICKNESS Description Bedding Plane Spacing Very thickly bedded Greater than 2 m Thickly bedded.6 m to 2 m Medium bedded.2 m to.6 m Thinly bedded mm to.2 m Very thinly bedded 2 mm to mm Laminated 6 mm to 2 mm Thinly laminated Less than 6 mm JOINT OR FOLIATION SPACING Description Spacing Very wide Greater than 3 m Wide 1 m to 3 m Moderately close.3 m to 1 m Close mm to 3 mm Very close Less than mm GRAIN SIZE Term Size* Very Coarse Grained Greater than mm Coarse Grained 2 mm to mm Medium Grained microns to 2 mm Fine Grained 2 microns to microns Very Fine Grained Less than 2 microns Note: * Grains greater than microns diameter are visible to the naked eye. DISCONTINUITY DATA Fracture Index A count of the number of discontinuities (physical separations) in the rock core, including both naturally occurring fractures and mechanically induced breaks caused by drilling. Dip with Respect to Core Axis The angle of the discontinuity relative to the axis (length) of the core. In a vertical borehole a discontinuity with a 9 o angle is horizontal. Description and Notes An abbreviation description of the discontinuities, whether naturally occurring separations such as fractures, bedding planes and foliation planes or mechanically induced features caused by drilling such as ground or shattered core and mechanically separated bedding or foliation surfaces. Additional information concerning the nature of fracture surfaces and infillings are also noted. Abbreviations JN Joint PL Planar FLT Fault CU Curved SH Shear UN Undulating VN Vein IR Irregular FR Fracture K Slickensided SY Stylolite PO Polished BD Bedding SM Smooth FO Foliation SR Slightly Rough CO Contact RO Rough AXJ Axial Joint VR Very Rough KV Karstic Void MB Mechanical Break

52 PROJECT: LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 7mm RECORD OF BOREHOLE: BH 12-1 BORING DATE: September 24, 212 SHEET 1 OF 1 DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 7mm DEPTH SCALE METRES 1 BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION Very loose dark brown to black silty organic matter (PEAT) Very loose brown medium SAND, some fine sand, trace silt Very loose brown to grey medium to coarse SAND, trace fine sand, occasional layer (<2 mm thick) of silty fine to medium sand STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES 1 2 TYPE BLOWS/.3m 4 3 DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Bentonite Seal Silica Sand PIEZOMETER OR STANDPIPE INSTALLATION 2 Very loose to loose grey medium SAND, some fine sand, trace to some coarse sand, occasional layer (<4 mm thick) of fine to medium sand mm Diam. PVC #1 Slot Screen Power Auger 2 mm Diam. (Hollow Stem) Coarse sand and gravel layer (<1 mm thick) at.87m depth Grey SILTY CLAY, red brown mottling Cave 9 WH 7 1 PM MIS-BHS GPJ GAL-MIS.GDT 4/22/14 JM 8 End of Borehole 9 1 DEPTH SCALE 1 : PM W.L. in Screen at Elev m on December 2, 212 LOGGED: RI CHECKED: LEB

53 PROJECT: LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 7mm RECORD OF BOREHOLE: BH 12-2 BORING DATE: September 2, 212 SHEET 1 OF 1 DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 7mm DEPTH SCALE METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION TOPSOIL Very loose brown medium SAND, some fine sand, trace silt STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES 1 TYPE BLOWS/.3m 2 DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Native Backfill 1 - Layer of medium to coarse sand (<1 mm thick) Very loose to compact brown to grey medium SAND, trace to some fine sand, trace to some coarse sand, occasional layer (<1 mm thick) of medium to coarse sand Bentonite Seal Silica Sand mm Diam. PVC #1 Slot Screen 3 4 Bentonite Seal 4 6 Power Auger 2 mm Diam. (Hollow Stem) SILTY CLAY, red brown mottling WH 6 9 PM Cave 7 1 PM MIS-BHS GPJ GAL-MIS.GDT 4/22/14 JM 8 9 End of Borehole 1 DEPTH SCALE 1 : PM PM PM Bentonite Seal W.L. in Screen at Elev m on December 2, 212 LOGGED: RI CHECKED: LEB

54 PROJECT: LOCATION: See Site Plan SAMPLER HAMMER, 64kg; DROP, 7mm RECORD OF BOREHOLE: BH 12-3 BORING DATE: September 2, 212 SHEET 1 OF 1 DATUM: Geodetic PENETRATION TEST HAMMER, 64kg; DROP, 7mm DEPTH SCALE METRES BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION Very loose dark brown to black silty organic matter (PEAT) Very loose to loose grey brown to grey medium SAND, trace to some fine sand, occasional layer (<1 mm thick) of silty organic matter (peat) STRATA PLOT ELEV. DEPTH (m) NUMBER SAMPLES 1 TYPE BLOWS/.3m 2 DYNAMIC PENETRATION RESISTANCE, BLOWS/.3m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Bentonite Seal Silica Sand PIEZOMETER OR STANDPIPE INSTALLATION mm Diam. PVC #1 Slot Screen 3 Very stiff dark brown CLAYEY SILT, some fine sand, organic matter and roots Loose grey medium SAND, some fine sand Grey SILTY CLAY, black and/or red brown mottling WH Power Auger 2 mm Diam. (Hollow Stem) 7 WH 8 WH 6 Cave 9 PM 7 1 PM MIS-BHS GPJ GAL-MIS.GDT 4/22/14 JM 8 9 End of Borehole 1 DEPTH SCALE 1 : PM 1 PM Bentonite Seal W.L. in Screen at Elev m on December 2, 212 LOGGED: RI CHECKED: LEB

55 Golder Associates Ltd. 32 Steacie Drive Kanata, Ontario, K2K 2A9 Canada T: +1 (613) 92 9