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1 HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD, ELMIRA, ONTARIO for BIRDLAND DEVELOPMENTS LIMITED c/o WALTERFEDY PETO MACCALLUM LTD. 16 FRANKLIN STREET SOUTH KITCHENER, ONTARIO N2C 1R4 PHONE: (519) FAX: (519) kitchener@petomaccallum.com Distribution: PML Ref.: 12KF cc: WalterFedy (+ ) Report: 3 1 cc: PML Kitchener April 11, 2014

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3 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page TOC 1 of 2 TABLE OF CONTENTS 1. INTRODUCTION Site Location Purposes and Scope of Work Other Site Investigation Reports and Findings Relevant Regulatory Requirements Site Sensitivity Rationale for Hydrogeological Site Assessment BACKGROUND REVIEW AND WATER WELL SURVEY Site Physiographic, Geologic and Hydrogeological Settings MOE Water Well Records Review and Door-to-door Water Well Survey SUBSURFACE INVESTIGATION Borehole Drilling, Soil Sampling and Monitoring Well Installation Ground Water Sampling and Borehole Permeability Testing Laboratory Analyses Chemical Analysis Grain Size Analysis SUMMARIZED SUBSURFACE CONDITIONS Stratigraphy Soil Texture Ground Water Condition Ground Water Flow and Hydraulic Gradient Estimated Hydraulic Conductivity Tap Water Sample Chemical Test Results Ground Water Sample Chemical Test Results HYDROGEOLOGICAL CONCEPTUAL SITE MODEL CONSTRUCTION DEWATERING REQUIREMENTS AND POTENTIAL IMPACTS Construction Dewatering Requirements Regulatory Requirements...22

4 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page TOC 2 of Assumptions and Dewatering Volume Calculation Permit-to-Take-Water (PTTW) Construction Dewatering Potential Impacts Potential Impacts on Water Wells Potential Impacts on Surface Water Flow Potential Induced Movement of Contamination Potential Ground Subsidence in the adjacent buildings CONCLUDING REMARKS AND RECOMMENDATIONS Ground Water Monitoring PTTW Application and Supporting HSA Report Excess Soil Disposal and Imported Fill Soil Construction Dewatering Activities Decommissioning of Monitoring Wells...32 Attachments: Table 1 List of Reports and References Reviewed Table 2 Site Sensitivity Analysis Table 3 Estimated Hydraulic Conductivity K-Values Table 4 Ground Water Elevation Monitoring Table 5 Summarized Evaluation of Construction Dewatering Discharge Rates and Zone of Influence Figure 1: Key Map Figure 2: Aerial Photograph Figure 3: MOE Water Well Locations and Ground Water Contour Plan Figures 4 to 14 Particle Size Distribution Charts Drawing 1 Borehole/Monitoring Well Location Plan Drawing 2 Hydrogeological Profiles (A-A and B-B ) Drawing 3A (Shallow) Ground Water Contours and Flow Direction Drawing 3B (Deep) Ground Water Contours and Flow Direction

5 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page TOC 3 of 2 Appendix A MOE Water Well Records and Well Survey Response Forms Appendix B Borehole Log Sheets (with list of Borehole Log Abbreviations) Appendix C Borehole Permeability Testing Plots Appendix D Laboratory Analytical Results Tap Water Appendix E Laboratory Analytical Results Ground Water

6 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 1 1. INTRODUCTION Peto MacCallum Ltd. (PML) was retained by Birdland Developments Limited c/o WalterFedy (the client) to carry out a program of hydrogeological and geotechnical investigations in support of proposed land developments on a parcel of approximately 41.9 ha of land located at 1143 Listowel Road, Elmira, Ontario (the Site). The approximate location of the Site is presented on Figures 1 and 2. PML understood that the proposed developments, namely Southwood 3 and Southwood 4 residential subdivision, will be completed in two phases as depicted on Drawings DP-1 and DP-2 (provided by the client) dated December 13 and December 2, 2013 respectively. The first phase development under DP-1 (i.e. Southwood 3 Residential Subdivision), will include approximately 6.1 ha of single detached, semi-detached and townhouse residential units with three streets (A to C) in the northeastern portion of the Site along with a forested land space to the north and a storm water management (SWM) pond located near the southern portion of the Site. According to the design plan, the storm water management pond will discharge to a drainage ditch in the southwest of the Site. Various sewers are expected to be installed as part of the DP-1 works. The second development (DP-2), Southwood 4 Residential Subdivision, will include approximately 13.6 ha of single detached, semi-detached and townhouse residential units, and a 2.5 ha area set aside for multiple residential buildings with six streets (A to F) in the western and southeastern of the Site, and will include re-construction or enlargement of the storm water management pond in the southwestern portion of the Site. Various sewers are expected to be installed as part of the DP-2 works. 1.1 Site Location The subject Site is located on the north side of Listowel Road, south of Whippoorwill Drive, and to the northwest of the intersection of Arthur Street South and Listowel Road in Elmira, Ontario.

7 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 2 The legal description of the Site property is part of Lot 107, German Company Tract, Township of Woolwich, Regional Municipality of Waterloo. The Site comprises a total land area of approximately 41.9 ha, and is currently occupied by a residence (farm) house and agricultural lands, with a portion of forested area in the northeast of the Site. The Site and its adjacent properties to the south and the west are currently used for agricultural purposes; the properties to the east and the north of the Site are noted to be residential houses/buildings. As per Map 3b (Township of Woolwich, Township Urban Area, Elmira and St. Jacobs) of The Region of Waterloo, Regional Official Plan (December 22, 2010), the Site is located within a Township Designated Greenfield Area, which is an area set aside for urban development as complete communities with a greater mix of land uses and development that support trips by walking, cycling and transit services. Adjacent to the Site to the north and the east, they are Builtup areas. According to Map 7 (The Countryside), the adjacent lands to the west and south are designated as Prime Agricultural Area. According to Map 4 (Greenlands Network), a forested area is located within the Site area. According to Map 6b (Township of Woolwich, Source Water Protection Areas), one municipal well is located about 1250 m to the southeast of the Site, along Arthur Street South, and the Site is located within a wellhead protection area, in a level WPSA-7 area, which is low sensitivity area found outside of the two year, but within the ten year time of travel to a municipal drinking-water supply well. 1.2 Purposes and Scope of Work The purposes of this hydrogeological investigation were to assess the subsurface conditions at the Site, evaluate the potential impacts of the proposed residential developments on the adjacent domestic wells and septic systems, and any potential impacts to surface water resources, and provide a preliminary assessment on the need for a permit-to-take-water (PTTW).

8 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 3 In compliance with the current regulatory criteria, as well as the Township of Woolwich Draft Guidelines for Hydrogeological Studies requirements, the work objectives were to: i. Obtain the appropriate background information to support the hydrogeological investigation; ii. Conduct a site hydrogeological investigation including monitoring well installation, in-situ permeability testing and ground water sampling and testing; and, iii. Prepare a report of factual data as well as recommendations on the design options for ground water control measures during development of the subject Site. The hydrogeological site assessment was completed concurrently with geotechnical investigation, and involved the following tasks: Task 1: Task 2: Task 3: Task 4: Task 5: Task 6: Conducted a Site background review of the available Site information, geotechnical investigation reports, and proposed development drawings to estimate the scope of earthwork operations Reviewed the Site setting drawings and the MOE s records of water wells in the vicinity of the project area and conduct a field survey of the existing and functional wells within 500 m of the subject Site, if any. Reviewed the geotechnical investigation reports completed on Site. Drilled boreholes at twenty two locations for retrieving soil samples, and installed twenty nine monitoring wells at fifteen borehole locations for ground water monitoring, testing and sampling (twin monitoring wells were installed at each location, except one location with a single well). Selected and submitted eleven soil samples for grain size analysis. Carried out ground water level monitoring in all the monitoring wells, and conducted borehole permeability tests in nine monitoring wells.

9 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 4 Task 7: Task 8: Task 9: Collected ground water samples and tap water samples for chemical analysis of the parameters as per the Provincial Water Quality Objectives (PWQO) guidelines and the Regional Municipality of Waterloo storm sewer use by-law criteria. Performed a hydrogeological assessment based on the background information and field and laboratory data compiled, and prepared figures and drawings for the HSA report. Prepared the HSA report, including Site background information and proposed development features, current subsurface conditions, field and laboratory data and recommendations on the project construction dewatering needs, potential adverse impacts and remedial measures, if required, as well as an in-construction ground water level and quality monitoring program. 1.3 Other Site Investigation Reports and Findings The hydrogeological site assessment was carried out concurrently with a geotechnical site investigation at the Site, and the results/findings of geotechnical investigation were presented in separate geotechnical reports. 1.4 Relevant Regulatory Requirements Township of Woolwich A Hydrogeological Site Assessment (HSA) is required for proposed residential developments within the Township of Woolwich, Ontario, as indicated in Township of Woolwich Draft Guidelines for Hydrogeological Studies for Proposed Residential Developments (Woolwich Guidelines). Therefore, a HSA will be completed in accordance with the Woolwich Guidelines in support of application for draft plan approval. The HSA shall be carried out to evaluate the potential impacts of the proposed development on adjacent domestic wells and septic systems, any potential impacts to surface water resources and whether perched water table conditions exist.

10 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 5 The Ministry of Environment (MOE) Construction dewatering, like other water takings in Ontario, is governed by the Ontario Water Resources Act (OWRA) and the Water Taking and Transfer Regulation 387/04, a regulation under the OWRA. The Ministry of the Environment s (MOE s) Permit-To-Take-Water is classified using a risk based approach since all water takings do not pose the same level of risk in terms of causing adverse environmental impact or interference. Separate classification criteria are provided for ground water and surface water takings. In accordance with the above-noted regulatory requirements and in compliance with the MOE s policy and Permit-To-Take-Water Manual (April 2005), an application should be filed to the MOE for the subject project construction dewatering Permit-To-Take-Water, if the dewatering discharge is greater than 50,000 L/day or about 0.6 L/s. Regarding the soil and ground water quality, the applicable environmental quality standards will depend on the Site location, land use and source of potable water at and adjacent to the subject Site. The MOE s Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environment Protection Act (Ontario Regulation 153/04 (amended)) are generally applied to assess the soil and ground water quality at the Site. As a result, any imported soil to be used as fill or excess soil excavated for off-site disposal shall be sampled, chemically tested and assessed accordingly. If there is water discharged into the municipal sewer system during the construction, the Regional Municipality of Waterloo By-Law 50-92, dated May 29, 1992 (Regulate and Control the Discharge of Waters and Wastes into Bodies of Water within the Regional Area or into the Regional Sanitary Trunk Sewers, Trunk Sewer System, or Sewage Treatment Works) will be applied. Alternatively, if water discharge into a creek or watercourse will take place, the Provincial Water Quality Objectives guidelines will be applicable.

11 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page Site Sensitivity To determine the Site sensitivity, Section 41 of the Ontario Regulation 153/04 (as amended) was evaluated as described in Table 2. According to this criterion, the subject Site is not considered as an environmentally sensitive area. It should be noted that a small portion of the property in the north is forested. However, this portion of property is not included in these developments. A watercourse or drainage ditch flowing from north to south is noted near or along the western property boundary. According to Google Maps and Grand River Watershed Map, this watercourse discharges to Canagagigue Creek which eventually discharges into the Grand River, to the southeast of the Site. 1.6 Rationale for Hydrogeological Site Assessment Based on the subject assessment objectives and the proposed improvement features described above, this hydrogeological site assessment was completed in accordance with Woolwich Guidelines and with the MOE applicable standards for the purposes of supporting an application for draft plan for residential developments in Woolwich, Ontario, and for a potential PTTW for construction dewatering. In addition to our review of the subject Site physiographic, geological and hydrogeological settings, water well records and previous site investigation reports, a program of combined geotechnical and hydrogeological investigations was conducted to assess the current subsurface conditions at the Site, and evaluate the potential impacts due to the proposed residential developments, and provide a preliminary assessment on the need for a permit-to-take-water (PTTW). The program consisted of borehole drilling, monitoring well installation, soil and ground water sampling and analysis, ground water monitoring and testing 2. BACKGROUND REVIEW AND WATER WELL SURVEY To assess the physiographic, geologic and hydrogeological settings of the subject Site, references listed in Table 1 were reviewed; and our review findings are outlined in the following paragraphs.

12 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page Site Physiographic, Geologic and Hydrogeological Settings According to The Physiography of Southern Ontario, the subject Site is located within a general physiographic region known as the Waterloo Hills, which lies chiefly in the Regional Municipality of Waterloo, extending into the eastern part of the Township of Blandford-Blenheim and North Easthope in Perth County. The Site is located within an extensive area of alluvial terraces / drumlinized till plains that are prominent throughout the northern portion of the Waterloo Hills. According to Bedrock Geology of Ontario Map 2544, bedrock in the Site area is comprised of Salina Formation of Upper Silurian, and consists of limestone, dolostone, shale, shalestone with gypsum and salt. Based on Bedrock Topography Series, Conestogo Area (Map P.167), Ontario Division of Mines, 1975, the bedrock is anticipated to be encountered about 65 to 70 m below grade near the eastern portion of the Site to approximately about 45 m below grade near the western portion of the Site. Based on a review of MOE water well records, bedrock (shale) was found at depths of approximately 50 m below the ground surface, and aquifers composed of sand and gravel were noted below clay layers and below or within till deposits. According to Grand River Watershed Water Management Plan, the Site is situated in Stratford Till Plain, where the soils are characterized by silty, clay-rich deposits, and are generally leveled and often poorly drained. The Salina Formation is one of the bedrock formations which provide the aquifers for the water supply wells. However, water quality from Salina Formation could be of high sulphur and/or salt content. The till units present across the watershed are often high in silt and clay content, allowing them to behave as aquitards for both underlying overburden and bedrock aquifers. The stratigraphy underlying the subject Site, according to our current geotechnical investigation reports, typically consisted of topsoil overlying a thin discontinuous silty sand layer or a layer of silty clay over the glacial till deposits of silty clay, clayey silt or silt.

13 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 8 A review of the topographic maps and proposed draft plan drawings indicated that the existing geodetic ground surface elevations range from approximately m in the vicinity of the southwestern portion of the Site to m near the northeastern boundaries of the Site. The Site gently slopes from northeast to southwest. As per the on-line Grand River Watershed Map, the Site is located within Grand River Watershed. A small watercourse, located near the western Site boundary and flowing from north to south, drains the Site and discharges to Canagagigue Creek, which eventually discharges into the Grand River, about 4.5 km to the east of the Site. Surface water quality in the Grand River is influenced by the geology and current land use. The central portion of the Grand River, including the Canagagigue Creek, Conestoga River and lower Speed River, tends to be the area within the watershed where water quality is most impaired with high concentrations of phosphorus and nitrogen. The hydrogeology of the subject Site and vicinity is primarily controlled by the topography of the area, and major surface water drainage flows to the Grand River, which flows to the south to Lake Erie. Shallow ground water and deep ground water with somewhat different hydraulic conditions may underlie the subject Site. Based on the data of MOE water well records, the regional ground water flow is interpreted to be in a southern to southeastern direction, as shown on Figure MOE Water Well Records Review and Door-to-door Water Well Survey An on-line search of MOE water wells was conducted through MOE s ground water information network for water wells located near of the Site. A selection of relevant MOE well records is included in Appendix A.

14 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 9 The data was reviewed so as to check the bedrock and the aquifers near or under the subject Site area. Based on the records, bedrock (shale) was found at depths of approximately 50 m below the ground surface, and aquifers composed of sand and gravel were noted below shallow clay layers and below or within till deposits. In addition, based on the recorded water level data, a figure as shown on Figure 3 has been prepared to present the ground water hydrostatic level contours and the interpreted ground water flow direction. The regional ground water flow direction was inferred to be in a south to southeastern direction. In addition to MOE water wells, a municipal well (E10) was noted approximately 1250 m to the southeast of the Site. Based on a report entitled as Region of Waterloo Tier Three Water Budget and Local Area Risk Assessment prepared by Aqua Resources, the well E10 is currently inactive and is planned to be used only in emergencies. Also, it was reported that during a pumping test of well E10 in 1990, there were no measureable responses in wells located as close as 90 m from well E10. A door-to-door inventory of water supply wells within a 500 m radius of the Site was conducted in January The survey was used to verify and augment information obtained during the data review. As part of the door-to-door survey, a letter and questionnaire were sent to the owners of properties located at 1103, 1143, 1180, 1211 and 1303 Listowel Road, and water samples were collected from taps where permission was given. Only the owners of the properties at 1143 and 1303 Listowel Road responded to the survey, and allowed PML access to collect water samples for chemical analysis. The responses are included in Appendix A. Both responses indicated that they had drilled wells on their properties within pump intake depths of between 23.8 and 30.5 m below grade and that the wells were used for domestic, livestock or agricultural purposes. The owner of 1143 Listowel indicated that the water level in the well was at 18 m, which is consistent with the data reviewed, and he had a tile septic bed on his property that was constructed in 1994, and serviced until Neither owner specified any problems with the operation of their wells or septic systems.

15 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page SUBSURFACE INVESTIGATION The field work for this hydrogeological site assessment, including borehole drilling, soil sampling/testing and well installation, was carried out concurrently with the geotechnical investigation, and completed in three stages. The field work for the subsurface investigation was carried out under the full-time supervision of an engineering staff member from PML. Prior to commencing the field work, the Site was cleared for underground utilities by public utility companies with regard to underground utilities such as hydro, natural gas, telephone cable, TV cables or others on Site. Given the undeveloped land at the Site, the service of locates by a private locator was not required. Boreholes were drilled at twenty two locations (BH1 through BH22) for soil sampling, and a total of twenty nine monitoring wells were drilled and installed for ground water monitoring, testing and sampling. In-situ borehole permeability tests were carried out in nine monitoring wells. Ground water samples were collected from eight monitoring wells for chemical analysis. In addition, tap water samples were collected from two residential houses which are relying on the well water for domestic use. The collected soil, ground water and tap water samples were submitted to laboratories for analysis. 3.1 Borehole Drilling, Soil Sampling and Monitoring Well Installation The boreholes at twenty two locations (BH1 through BH22) were advanced using a track-mounted Diedrich-50 drill rig equipped with continuous flight hollow stem augers, owned and operated by a specialist drilling contractor. Boreholes at BH1 to BH11 were drilled in January 2013, boreholes at BH12 to BH14 were advanced in October 2013, and boreholes at BH15 to BH22 were explored in February The boreholes were advanced to depths ranging from about 6.1 meters below ground surface (mbgs) at BH14 to 14.0 mbgs at BH15.

16 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 11 During the drilling, standard penetration tests (SPT) were carried out, and soil samples were collected. Representative samples of the overburden were recovered at regular depth intervals in the boreholes using a conventional split spoon sampler. Observations of visible foreign materials and odours were recorded during the sampling operations. The soil samples retrieved from the boreholes were brought to PML laboratories for detailed visual examination. In addition, ground water conditions were observed during the borehole drilling. The details of observation are included in borehole logs in Appendix B. Monitoring wells were installed at fifteen borehole locations (BH1, BH2, BH6, BH7, BH8, BH9, BH11, BH12, BH13, BH14, BH15, BH16, BH19, BH20 and BH22), and a total of twenty nine monitoring wells were completed. At each location, twin monitoring wells or nest wells were installed at different depth intervals, except at BH13 where only one shallow well was installed. In general, the shallow monitoring well was labeled with a suffix of A. The approximate borehole and monitoring well locations are shown on Drawing 1. The monitoring wells were installed using 50 mm diameter, flush threaded, Schedule 40 clean PVC pipes with 1.5 m screen (10 slot), coupled with PVC riser pipes, and completed with monument protective casings. The annular space of the borehole around the monitoring well screens was backfilled with clean filter sand (up to 0.6 m above the top of the well screen). The monitoring wells installed in this investigation were classified into two types: shallow wells and deep wells arbitrarily according to the depth of the installed screen. The shallow wells are the monitoring wells with the mid-screen at less than 7.0 mbgs, while the deep ones are those installed deeper than 10 mbgs. As a result, twenty wells (including BH1A, BH1, BH2A, BH6A, BH7A, BH8A, BH8, BH9A, BH11A, BH12A, BH13, BH14A, BH14, BH15A, BH16A, BH19A, BH20A, BH20, BH22A and BH22) were installed as shallow wells, and eight wells (including BH2, BH6, BH7, BH9, BH11, BH12, BH15, BH16 and BH19) were deep wells. Details of the monitoring well installations are shown on the appended Borehole Log Sheets in Appendix B.

17 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page Ground Water Sampling and Borehole Permeability Testing Ground water sampling and borehole permeability testing were carried out at three events in March 2013, December 2013, and March Prior to ground water sampling, the monitoring wells were developed, and monitored for ground water levels. During the well development, an equivalent of about 10 times the respective well volume was removed using a Waterra pump (composed of Waterra tubing and foot valve). Ground water samples were collected using Waterra pump from monitoring wells BH2A, BH6 and BH11A on March 27, 2013, from BH12 and BH14A on December 9, 2013, and from BH15A, BH19 and BH20A on March 15, Tap water samples were collected from residential house at 1143 Listowel Road on February 6, 2013, and from 1303 Listowel Road on January 6, During the water sampling, the samples obtained were immediately placed in pre-cleaned bottles supplied by the laboratory, stored in coolers, and kept at low temperatures pending delivery for chemical analysis. In order to estimate the hydraulic conductivity (K-values) of the overburden deposits, field permeability testing was conducted in nine monitoring wells at BH2A, BH6, BH9 and BH11A on March 26, 2013, at BH12 and BH14A on December 9 and 10, 2013, and at BH15, BH19A and BH20A on March 14, The field permeability testing (or slug test) was conducted using the rising head method. During the test, a certain volume of water was removed from the tested monitoring well, and the water level was periodically measured manually and also recorded using an electronic data recorder or transducer, until the water level returned to an equilibrium condition or to a relatively steady state. The data was then used to calculate the K-values.

18 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page Laboratory Analyses Chemical Analysis To address the potential in-construction ground water dewatering discharge quality issues, and establish the baseline water quality in the neighbour residential houses, the collected water samples were delivered to AGAT Laboratories (AGAT), a Canadian Association for Laboratory Accreditation Inc. (CALA) accredited laboratory. The water samples were analyzed for the parameters listed in the MOE s Provincial Water Quality Objectives (PWQO), Table 2 dated February 1999, and for selected parameters under the Regional Municipality of Waterloo By-Law As per the requirements, the water samples for analysis were not filtered. The analytical results are included in Appendices D and E Grain Size Analysis Soil samples collected at depths ranging from 2.3 to 12.7 mbgs at eleven borehole locations (BH2, BH5, BH6, BH10, BH11, BH12, BH13, BH15, BH19, BH20 and BH22) were submitted to PML laboratories for grain size analysis. The particle size distribution curves of the soil samples analyzed are shown as Figures 4 to 14 attached. 4. SUMMARIZED SUBSURFACE CONDITIONS 4.1 Stratigraphy The soil stratigraphy in the subject Site as revealed in the boreholes comprised primarily of surficial topsoil overlying silty clay and/or the major glacial till deposits of clayey silt and silt, with localized pockets of silt or localised thin layer of silty sand or clayey silt beneath the topsoil. The Borehole Log Sheets in Appendix B and the hydrogeological profiles shown on Drawing 2 depict the soil stratigraphy at the Site.

19 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 14 Topsoil Dark brown clayey silt topsoil about 0.2 to 0.8 m thick was encountered in all the boreholes. Silty Sand Immediately underlying the topsoil in BH1, BH2, BH3, BH6 and BH7, a thin layer of loose brown silty sand was contacted. The silty sand extended to between 0.33 and 0.86 m below grade in the boreholes and was observed to be moist to wet. Silty Clay Silty clay was contacted in BH2 to BH6, BH8, BH9, and BH15 to BH22 either under the topsoil or below the silty sand. The silty clay extended to depths ranging from approximately 1.5 mbgs at BH15 and BH21 to 7.2 mbgs at BH9, and included trace gravel and trace sand particles. The silty clay was generally observed to be firm, becoming hard with depth (N-values per 300 mm, ranging from 4 to 39 blows). The silty clay was described as about plastic limit (APL) to drier than plastic limit (DTPL) based on moisture contents varying between 8 and 25%.Silt/Clayey Silt Silt was encountered below silty clay at BH8, with a thickness of 1.2 m. Clayey silt was encountered below topsoil at BH10 and BH11, with a thickness of 2.8 m and 4.8 m, respectively. Clayey Silt/Silty Clay Till Clayey silt or silty clay till was encountered at BH1, BH2, BH7, BH8, BH10, and BH12 to BH14 below topsoil, silty sand, silt or clayey silt, extending to the bottom of borehole at maximum depth of 11.0 mbgs or overlain by the major silt till.

20 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 15 Silt Till Silt till was the major deposit encountered in the boreholes advanced at the Site, which extended to a maximum depth of 14.0 mbgs at BH15. The silt till deposit was contacted at depths ranging from 1.5 mbgs at BH15 and BH2 to 7.6 mbgs at BH1, and was overlain by topsoil, silty clay, clayey silt till or clayey silt. 4.2 Soil Texture Eleven soil samples collected from 2.3 to 12.7 mbgs were analyzed for particle size distribution. The particle size distribution curves of the soil samples analyzed are shown on Figures 4 to 14 attached. Based on the results, the soil samples were found to be classified as Silty Clay, Silt Till, Clayey Silt, Sandy Silt Till, and Clayey Silt Till, and generally presented the soil types observed during the field work, as included in the borehole logs in Appendix B. 4.3 Ground Water Condition Ground water conditions were observed during and upon completion of drilling. Water was not encountered in most of the boreholes during the borehole drilling. Ground water levels were periodically monitored and recorded in the available monitoring wells after well installation. A record of ground water monitoring is presented in Table 4. The shallow ground water levels were measured to range from 0.53 mbgs at BH14A (screen 1.5 ~ 3.0 m) to 5.60 mbgs at BH1 (screen 5.3 ~ 6.8 m), and elevations ranged from m at BH6A (screen 1.5 ~ 3.0 m) to m at BH22 (screen 6.1 ~ 7.6 m). The water level variations observed in the shallow monitoring wells since May 2013 ranged from 0.00 m at BH16A (screen 1.5 ~ 3.0 m) to 1.54 m at BH8 (screen 5.4 ~ 6.9 m). It should be noted that one new monitoring well at BH20 (screen 6.1 ~ 7.6 m) installed in February 2014 was noted to be dry in the recent two water level measurements.

21 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 16 The measured deep ground water levels ranged from 6.06 mbgs at BH12 (screen 9.2 ~ 10.7 m) to mbgs at BH15 (screen 12.2 ~ 13.7 m), and elevations ranged from m at BH6 (screen 10.7 ~ 12.2 m) to m at BH16 (screen 10.7 ~ 12.2 m). The water level variations observed in the deep monitoring wells since May 2013 ranged from 0.01 m at BH16 (screen 10.7 ~ 12.2 m) to 1.79 m at BH7 (screen 9.8 ~ 11.3 m). It should be noted that monitoring well at BH15 was noted to be dry in the latest water level measurement. 4.4 Ground Water Flow and Hydraulic Gradient Based on the results of recent ground water level measurements dated March 25, 2014, ground water contours maps were prepared for both the shallow and deep ground water. The ground water levels are also shown on hydrogeological profiles on Drawing 2. As shown on Drawing 3A, the shallow ground water was inferred to be generally in a southwestern direction, flowing to the drainage ditch or creek or controlled by the topography of the Site. The hydraulic gradient of shallow ground water was estimated to range from approximately 3% in the central area to 21% near the ditch area. As shown on Drawing 3B, the deep ground water was inferred to be generally in a south to southeastern direction, similar to the regional ground water flow direction. The hydraulic gradient of the major flow deep ground water was estimated to be approximately 8%. Based on the water level measurements in the twin monitoring wells, ground water appears to be flowing downgradient, i.e., from shallow ground water to deep ground water. According to the water level data obtained from shallow and deep twin monitoring wells, the vertical hydraulic gradient was estimated to be in the range of 0.6 ~1.2 m/m. 4.5 Estimated Hydraulic Conductivity The hydraulic conductivity (K-value) can be estimated based on the results obtained from the field borehole permeability testing (slug test), or from the grain size analysis of soil samples.

22 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 17 Borehole Permeability Test Method Borehole permeability testing (slug test or single well response test) was conducted in nine monitoring wells including five shallow wells at BH2A, BH11A, BH14A, BH19A and BH20A, and four deep wells at BH6, BH9, BH12 and BH15. The recorded data were used to calculate the hydraulic conductivity (K-value). The hydraulic conductivity, K (cm/s) was estimated using the following expression (Hvorslev s Method, Applied Hydrogeology 4 th Edition. C.W. Fetter, Prentice-Hall Inc., 2001). where: K 2 r LT 2 0 L ln R K = hydraulic conductivity (cm/s) L = the length of the screen (cm) R = the radius of the borehole (cm) r = the radius of the well casing (cm) T 0 = the basic time lag in seconds (time at 37% recovery) A record of the field permeability testing and K-value calculation is included in Appendix C. Please note that in practice, the length of sand pack in the monitoring well is sometimes used for L in the K-value calculation. As presented in Table 3, the calculated K values are primarily in the range of 10-6 to 10-7 cm/s (except one at 10-5 cm/s). Grain Size Method Grain size analysis was conducted on eleven soil samples collected from the Site, and the results of particle size distribution were used to estimate the hydraulic conductivity of the soil analyzed. The particle size distribution charts for the soil samples are presented on Figure 4 to Figure 14.

23 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 18 For sandy soils or cohesionless soils, the Hazen equation was applied (Geotechnical engineering: Principles and Practice, D.P. Coduto, Prentice-Hall Inc., 1999). K C in cm/s 2 D 10 where D 10 = Effective grain size in cm (Figures 4 to 14), and C = 100 for sandy soils (a parameter related to grain-size uniformity) For the cohesive soils which contain substantial clay particles (in excess of 10%), the hydraulic conductivity K-value of the soil samples was estimated using Puckett s Method ( Ground Water and Vadose Zone Monitoring, ASTM, STP1053, 1990) in which the percentage of clay was taken from the particle size distribution charts. where K = 4.36 x 10-3 x e ( x % clay ) K = hydraulic conductivity (cm/s) %clay = percentage of the total soil sample finer than mm by weight As presented in Table 3, the calculated K values based on grain size method are primarily in the range of 10-5 to 10-6 cm/s (except one at 10-4 cm/s). 4.6 Tap Water Sample Chemical Test Results The laboratory certificates of chemical analyses carried out by AGAT on the tap water samples from 1143 and 1303 Listowel Road, in accordance with the chain-of-custody record and the protocol described in Section 3.3 are included in Appendix D. Based on the chemical results, the quality of the tap water sampled from 1143 and 1303 Listowel Road did not comply with the PWQO. The water tested from 1143 Listowel Road exhibited copper and zinc exceedances (13.6 and 62.4 µg/l compared to the standards of 5 and 30 µg/l respectively. The water tested from 1303 Listowel Road exhibited copper, iron and zinc exceedances (11.6, 334 and 115 µg/l compared to the standards of 5, 300 and 30 µg/l respectively.

24 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page Ground Water Sample Chemical Test Results Eight ground water samples were analyzed in the laboratory. The laboratory certificates of chemical analyses carried out by AGAT Laboratories on the ground water samples, in accordance with the chain-of-custody records and the protocols described in Section 3.3 are included in Appendix E. Based on the analytical results, the concentrations of the parameters analyzed in eight ground water samples were either below the method detection limits or below the Regional Municipality of Waterloo storm and sanitary sewer use by-law criteria. However, exceedances of Provincial Water Quality Objectives (PWQO) guidelines were found in all the eight ground water samples for the parameters including cobalt, copper, iron, lead, total phosphorus or zinc. The exceedances are presented in the table below. Sample ID BH2A BH6 BH11A Parameter Concentration (mg/l) PWQO Criteria (mg/l) (1) Waterloo Storm Sewer Waterloo Sanitary or combined Sewer Cobalt Copper Iron Lead Total Phosphorus Iron Total Phosphorus Cobalt Copper Iron Lead Total Phosphorus BH12 Total Phosphorus BH14A Total Phosphorus

25 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 20 Sample ID Bh15A BH19 BH20A Parameter Concentration (mg/l) PWQO Criteria (mg/l) (1) Waterloo Storm Sewer Waterloo Sanitary or combined Sewer Cobalt Iron Total Phosphorus Cobalt Copper Iron Total Phosphorus Zinc Cobalt Copper Iron Total Phosphorus (1) Underlined criteria values have been exceeded by the sample concentration. (-) no criteria exist. It should be noted that as per PWQO, non-filtered samples were analyzed, and thus the reported concentrations generally indicate the sum of dissolved and non-dissolved analytes in the water samples. 5. HYDROGEOLOGICAL CONCEPTUAL SITE MODEL Based on the subsurface investigation carried out at the Site, a hydrogeological conceptual site model (CSM) has been prepared for the Site to demonstrate the current Site conditions. The conceptual site model consists of Figures 1 to 14, Drawings 1, 2, 3A and 3B, and Log of Borehole sheets, and depicts the Site condition, soil stratigraphy and ground water conditions. The Site is located on the north side of Listowel Road, south of Whippoorwill Drive, and to the northwest of the intersection of Arthur Street South and Listowel Road in Elmira, Ontario.

26 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 21 The Site, with a municipal address of 1143 Listowel Road, comprises a total land area of approximately 41.9 ha, and is currently occupied by a residence (farm) house, agricultural lands and a small portion of forested area, and is neighboured with residential houses, buildings and agricultural lands. The Site is located within a general physiographic region known as the Waterloo Hills, within an extensive area of alluvial terraces / drumlinized till plains. The Site is situated in Stratford Till Plain, where the soils are characterized by silty, clay-rich deposits. The bedrock in the Site area is comprised of Salina Formation of Upper Silurian, and consists of limestone, dolostone, shale, shalestone with gypsum and salt, and is anticipated to be encountered about 45 to 65 m below ground surface. The Site gently slopes from northeast to southwest, with a geodetic elevation of approximately m to m. A small watercourse or drainage ditch, located near the western Site boundary and flowing from north to south, drains the Site and discharges to Canagagigue Creek, which eventually discharges into Grand River, about 4.5 km east of the Site. The stratigraphy at the Site typically consisted of topsoil overlying a thin discontinuous silty sand layer or a layer of silty clay over the glacial till deposits of silty clay, clayey silt or silt. The hydraulic conductivity in the soil was tested in the field to be primarily in the range of 10-6 to 10-7 cm/s. Ground water was found in both shallow (< 7 m deep) and deep (>10 m deep) monitoring wells. The shallow ground water levels were recorded at depths from 0.53 mbgs to 5.60 mbgs, and elevations ranged from m to m. The monitored water level variations in the shallow ground water ranged from 0.00 m to 1.54 m. Shallow ground water was inferred to be generally in a southwestern direction, flowing to the drainage ditch or creek or controlled by the topography of the Site. The hydraulic gradient of shallow ground water was estimated to be in the range of approximately 3% to 21%.

27 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 22 The deep ground water levels were measured at depths from 6.06 mbgs to mbgs, and elevations ranged from m to m. The monitored water level variations in deep ground water ranged from 0.01 m to 1.79 m. The deep ground water was inferred to be generally in a south to southeastern direction, similar to the regional ground water flow direction. The hydraulic gradient of the major flow deep ground water was estimated to be approximately 8%. Ground water at the Site appears to be flowing downgradient, i.e., from shallow ground water to deep ground water. According to the water level data obtained from shallow and deep twin monitoring wells, the vertical hydraulic gradient was estimated to be in the range of 0.6 ~1.2 m/m. 6. CONSTRUCTION DEWATERING REQUIREMENTS AND POTENTIAL IMPACTS The construction dewatering and its potential impacts on the surrounding environment depend on the proposed development features to be constructed and the Site and surrounding hydrogeological conditions such as existing ground water level and flow regime, drawdown levels required and dewatering discharge rates needed to achieve the required drawdown levels for maintaining dry working conditions and stable excavation bottom and slopes. As shown on Drawing 1, the developments will take place in three zones: Zone 1, Zone 2 and Zone 3. It should be noted that Zone 2 and Zone 3 are partially overlapped. The construction dewatering needs for carrying out the proposed developments and the potential impacts due to the construction are described in the following sections. 6.1 Construction Dewatering Requirements Regulatory Requirements In-construction dewatering, like other water takings in Ontario, is government by the Ontario Water Resources Act and the Water Taking and Transfer Regulation 387/04 (a regulation under the Ontario Water Resources Act).

28 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 23 In accordance with the above noted regulatory requirements, and in compliance with the MOE s Permit-To-Take-Water Manual (April 2005), an application should be filed with the MOE for the subject project construction dewatering Permit-To-Take-Water, where the construction dewatering discharge will be greater than 50,000 L/day Assumptions and Dewatering Volume Calculation Assumptions Construction dewatering tends to lower the water table in the proposed excavation area in order to ensure a dry working condition at the bottom of excavation and keep stable excavated slopes. The location and size of excavation, the characteristics of soils to be excavated or hydraulic conductivity of the soil, and the water levels in the excavation area are major factors which affect the estimation of dewatering volume. It is anticipated that utility structures, such as storm sewers, sanitary sewers and their associated manholes, will be constructed during the residential developments. However, the complete design, including plan views, profiles and the proposed utilities / structures invert elevations, is not available at the time of preparing this hydrogeological site assessment report. As a result, we have made the following assumptions in the calculation of dewatering volumes: 1) The dewatering volume calculation will be conducted in three zones based on the development stages. 2) The length of excavation is the length of the street to be designed. The maximum excavation length is assumed to be 100 m per day. 3) The maximum excavation is assumed to be 4.8 m below existing ground surface (note: this number was provided by WalterFedy), and the diameter of sewer pipe is 0.4 m. It should be noted that a preliminary design of storm water management pond is provided, and the information on the proposed excavation will be used accordingly. 4) The ground water level in the excavation area will be lowered to 1.0 m below the bottom of excavation.

29 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 24 5) As discussed previously, hydraulic conductivity (K) of the soils at the Site was estimated to be in the range of 10-5 to 10-7 cm/s. We use K = 1.0 x 10-6 cm/s in the calculation of dewatering discharge rates. In addition, considering the relative consistency in soil texture across the Site, this value is used for all the three zones (Zone 1, Zone 2 and Zone 3). 6) The average elevations and shallow ground water levels were used in calculation for each calculation zone or street. 7) The radius of influence or zone of influence (R o ) due to dewatering will be estimated in the equation (Department of the Army, The Navy, and The Air Force, USA, 1983): R 0 3 h K where: R 0 = radius of influence (m) h = drawdown, or the difference between the average ground water level and the expected ground water level (m) K = hydraulic conductivity (in 10-4 cm/s) 8) The dewatering volume (Q) will be calculated according to the equation below (C.W. Fetter, 2001). Q K i A where: Q = discharge rate (m 3 /s) K = hydraulic conductivity (m/s) i = h / R0 gradient A = seepage area (m 2 ), and A = (seepage length) x (excavation length). The seepage length is calculated according to the wetted length in excavation, and the excavation width (i.e., pipe diameter and working width allowance).

30 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 25 Dewatering Volume Calculation Zone 1: as shown on Drawing 1, Zone 1 refers to the residential development depicted as DP-1 which includes the installation of storm or sanitary sewers along Streets A, B and C. Based on the information obtained, the estimation of dewatering discharge rate for Zone 1 was completed and the results are included in Table 5. A summary of the calculation is made as below: 1) The ground water will be lowered to the range of about 4.3 to 4.5 m. 2) The zone of influence to achieve the required drawdowns during trench excavation was expected to be approximately between 1.3 ~ 1.4 m. 3) The dewatering discharge rate in Zone 1 was estimated to be approximately 2,350 L/day (based on a maximum excavation length of 100 m per day). Zone 2: as shown on Drawing 1, Zone 2 refers to the residential development depicted as DP-2 which includes the installation of storm or sanitary sewers along Streets A to F and on South Parkwood Boulevard. In addition, an expansion of the storm water management (SWM) pond will be included in DP-2 development (we have assumed the excavation will be 5.5 m). Based on the information obtained, the estimation of dewatering discharge rate for Zone 2 was completed and the results are included in Table 5. A summary of the calculation is made as below: 1) The ground water will be lowered to the range of about 3.2 to 5.1 m. 2) The zone of influence to achieve the required drawdowns during trench excavation was expected to be approximately between 1.0 and 1.6 m.

31 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 26 3) The dewatering discharge rate in Zone 2 was estimated to be approximately 1,840 L/day (based on a maximum excavation length of 100 m per day and without SWM pond expansion). Zone 3: as shown on Drawing 1, Zone 3 refers to the areas of the Southwood 3 storm water management pond and connection ditch/trench from Zone 1 to the pond. As per the drawing for Southwood 3 Conceptual Grading, Drawing C-300 (WalterFedy, 2014), the bottom of the pond will be below m, and the elevation of existing ground surface in that area is at approximately m. As a result, the excavation depth will be up to 5.5 m. In addition, the excavation of the connection ditch/trench will be approximately 4.0 m deep. It is understood that the SWM Trench will not be excavated until the SWM pond is constructed and that any ground water encountered during the excavation of the trench will be drained through the SWM pond. Based on the information obtained, the estimation of dewatering discharge rate for Zone 3 was completed and the results are included in Table 5. A summary of the calculation is made as below: 1) The ground water will be lowered to approximately 3.5 m 2) The estimated zone of influence to achieve the required drawdowns during the excavation is expected to be approximately 1.1 m. 3) The maximum total discharge rate per day in Zone 3 is approximately 24,000 L/day Permit-to-Take-Water (PTTW) According to MOE regulation, construction dewatering over 50,000L/day should not commence until a PTTW is obtained. The application for PTTW shall be completed in accordance with the

32 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 27 MOE s Permit-To-Take-Water (PTTW) Manual, dated April 2005 and submitted to the MOE together with supporting documents. Based on the results discussed above, the estimated dewatering discharge rates for Zone 1, Zone 2 and Zone 3 are less than 50,000 L/day. Therefore, given a maximum excavation length of 100 m per day, no PTTW is required for the construction dewatering in any of the zones. 6.2 Construction Dewatering Potential Impacts The following potential impacts were postulated as the result of construction dewatering for residential developments, and the construction and operation of storm water management pond: 1) Potential ground water level fluctuation in the existing (functional) water wells 2) Baseflow and water quality in surface water flow adjacent to the subject Site 3) Induced movement of contaminant plume 4) Potential ground subsidence in the adjacent building Potential Impacts on Water Wells During the data review, the closest municipal well (E10) was noted to be approximately 1250 m from the Site. Well E10 was constructed in 1990, and is screened from 44.8 to 53.3 m below ground surface in a coarse-grained sand and gravel overburden aquifer. It is currently inactive and is planned to be used only in emergencies. During the water well survey, responses were obtained from 1143 and 1303 Listowel Road, Elmira. It should be noted that the house at 1143 Listowel Road has the same address as the subject Site and is close to the planned storm water management pond area. The house at 1303 Listowel Road is approximately 400 m from the subject Site. The responses indicated that they had drilled wells on their properties within pump intake depths of between 23.8 and 30.5 m below grade, and that the wells were used for domestic, livestock or agricultural purposes.

33 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 28 It is apparent that the existing water wells were installed in overburden aquifer. Based on the Grand River Watershed Water Management Plan, the till units high of silt and clay content work as aquitards for the underlying overburden and bedrock aquifers in Grand River Watershed area. Given the distance from the Site, the location and depth of construction dewatering and the estimated zone of influence, there is very little or no possibility of any adverse impacts on the municipal well (E10) and domestic wells due to the construction dewatering. The proposed storm water management pond is to be excavated to approximately 5 m below existing ground surface and will be situated in the fine-textured soils of silty clay and or sill till. Considering the low hydraulic conductivity in the soil and the distance to the noted water wells, there is little or no possibility of any impacts due to the accumulated water in the storm water management pond Potential Impacts on Surface Water Flow It is noted that there is a watercourse, which appeared to be an intermittent drainage ditch, near or along the western property boundary, and this watercourse discharges to Canagagigue Creek which eventually discharges into the Grand River, to the southeast of the Site. It is also noted that the storm water management pond is designed to outlet into the drainage ditch. According to a review of the topography of the Site area, this drainage ditch drains runoff from the Site. Therefore, the discharge of the pond water into the drainage ditch may not create a significant increase in the baseflow of the watercourse. However, based on the analytical results of ground water samples, the ground water did not meet the PWQO guidelines for a number of parameters including cobalt, copper, iron, lead, total phosphorus or zinc. However, the analyzed ground water samples were not filtered, and the reported concentrations generally indicate the sum of dissolved and non-dissolved analytes in the water samples. Adequate settlement of the water samples may reduce the detected amount of non-dissolved analytes in the samples. It is apparent that the discharge of the pond water (as it is designed) into the drainage ditch may increase an issue of reducing the water quality in the creek and eventually in Grand River

34 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 29 Watershed. Therefore, monitoring and adequate treatment of the pond water is necessary prior to discharge into the ditch Potential Induced Movement of Contamination An Esso gas station was noted about 450 m southwest to the subject Site. According to Ontario Regulation 153/04 (as amended), the operation of gas station is one of the potentially contaminating activities. However, this gas station is located at the downgradient of the subject Site. Considering the location and the distance from the Site, there is little or no possibility of any environmental impact on the Site due to the noted Esso gas station. Based on the results of ground water samples analyzed for the Site, exceedances of PWQO guidelines were noted. The concentrations of cobalt in ground water were noted to be close to or marginally above the MOE s Table 2 standards - Soil, Ground Water and Sediment Standards for Use Under part XV.1 of the Environmental Protection Act Full Depth Generic Site Condition Standards in a potable ground water condition (MOE Table 2 Standards). However, the ground water samples analyzed were not filtered, and the MOE Table 2 Standards are used for assessing the filtered water samples. Therefore, the detected metals in ground water samples were most likely from the native soil, and no contamination in ground water was found. As a result, there is no possibility of potential induced movement of contamination that may take place due to the developmental construction Potential Ground Subsidence in the adjacent buildings Residential buildings and houses were noted in the neighbouring properties. However, the excavation and construction dewatering will take place at shallow depths within the fine-grained soils. Given the distance and the very small zones of influence estimated, there is little or no possibility of potential ground subsidence in the adjacent buildings that may take place due to the developmental construction.

35 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page CONCLUDING REMARKS AND RECOMMENDATIONS A hydrogeological site assessment, consisting of borehole drilling, well installation, soil and ground water sampling and testing, has been completed for the purpose of supporting the draft plan approval and/or for supporting the PTTW application for at the Site. Based on this hydrogeological site assessment, a hydrogeological site conceptual model was constructed for the subject Site. In addition, construction dewatering requirements and potential impacts were assessed. Based on our understanding of the proposed residential developments at the Site, and the findings of hydrogeological site assessment, we would like to make the following recommendations in relation to the development and construction at the Site. 7.1 Ground Water Monitoring According to Township of Woolwich guidelines, water levels from all monitoring wells, and possibly adjacent domestic wells depending on site condition, will be measured on a minimum of a quarterly basis for at least one year prior to draft approval. Monitoring is required for a minimum of another year following draft approval with the knowledge that any changes in hydrogeological conditions in the second year of monitoring could affect aspects of development design. Since the installation of monitoring wells at the Site in January 2013, ground water level monitoring has been conducted in the available monitoring wells periodically. The monitoring shall be maintained as required at least on a quarterly basis. 7.2 PTTW Application and Supporting HSA Report Based on the results of this hydrogeological site assessment, no PTTW is required for construction dewatering for the proposed residential development.

36 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 31 However, if the total construction dewatering exceeds 50,000 L/day due to likely extended excavation, a PTTW shall be obtained through MOE s application procedures. The application for PTTW will be completed in accordance with the MOE s Permit-To-Take-Water (PTTW) Manual, dated April 2005 and submitted to the MOE together with the payment of application fees and supporting documents. When required, this hydrogeological site assessment report can be used as the supporting document in applying for the PTTW. 7.3 Excess Soil Disposal and Imported Fill Soil The handling of excess soil excavated due to the construction and any imported soils used for elevation or foundation filling shall be assessed according to the MOE applicable standards - Soil, Ground Water and Sediment Standards for Use Under part XV.1 of the Environmental Protection Act (MOE 153/04 amended). Should excess soil be disposed of to a landfill site, the soil shall be assessed as per the requirements of that landfill site. 7.4 Construction Dewatering Activities It is important to note that the design and installation of a construction dewatering system is usually the responsibility of the construction contractor. The contractor should verify the information presented in this report. This may be done by examining the hydrogeological conditions in a test pit (and a full-range pumping test by the dewatering subcontractor).

37 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014, Page 32 It is likely that sump pumps placed within the excavations will be adequate for temporary ground water level lowering during trench bedding, pipe laying and backfilling activities. The contractor should be aware that the purpose of the dewatering system is to maintain stable slopes and dry working conditions. The extent and details of the dewatering scheme (well size, spacing, pump level, screen size and wick gradation) are left solely to the contractor s discretion to achieve the performance objectives for stable slopes and dry working conditions and will be based on his/her own analysis / interpretation of site conditions, equipment, experience and plant efficiency. The contractor should also appreciate that additional dewatering means and modifications may be required as variations in site conditions are encountered. The handling and discharge of the water generated due to the construction dewatering shall be based on the results of chemical analysis of the water samples. The construction dewatering plan that should be prepared by the contractor prior to commencement of the construction and the construction dewatering activities as well as abandoning of the wells after the completion of construction should be reviewed and inspected by PML s technical staff to verify the appropriate implementation of our recommendations presented in this report and adequate lowering of the ground water during construction in conjunction with our in-construction geotechnical inspection and testing services. 7.5 Decommissioning of Monitoring Wells All the monitoring wells installed at the Site either for Site assessment or for monitoring purposes should be abandoned in accordance with the Ontario Regulation 903, amended to O.Reg. 128/03 once these monitoring wells are considered not to be used any more.

38

39 ITEM TITLE SOURCE DATE 3 Bedrock Topography Series, Conestoga Area (Map P. 167) Ontario Division of Mines MOE Water Well Records MOE Groundwater Information Network Time Lag and Soil Permeability in Groundwater Observation Hvorslev, M.J Permit To Take Water (PTTW) Manual Ontario Ministry of the Environment April Regional Official Plan Region of Waterloo December March 25, 2014 (Online) Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 1 LIST OF REPORTS AND REFERENCES REVIEWED 1 The Physiography of Southern Ontario 2 Bedrock Geology of Ontario, southern sheet (Map 2544) Ontario Ministry of Natural Resources L.J. Chapman and D.F. Putnam Ministry of Northern Development and Mines 4 Grand River Watershed Characterization Report Drinking Water Source Protection Lake Erie Source Protection Region January ASTM STP 1053, Ground Water and Vadose Zone Monitoring ASTM, D. Nielsen and A. Johnson, editors 10 Grand River Watershed Viewer (On-line data) Grand River Conservation Authority Table 1, Page 1 of 3

40 ITEM TITLE SOURCE DATE 15 Water Supply Project, Elmira Aquifer System, Volume 2 CH2M Hill February Annual Monitoring Report Chemtura Canada Co./ CIE Conestoga-Rovers & Associates February Grand River Watershed Water Management Plan Grand River Conservation Authority March By-Law Number of the Regional Municipality of Waterloo The Regional Municipality of Waterloo May 29, Geotechnical engineering: Principles and Practice D.P. Coduto, Prentice-Hall Inc November 1983 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 1 LIST OF REPORTS AND REFERENCES REVIEWED Guidelines for Hydrogeological Studies for Proposed Residential Developments (draft) Soil, Ground Water and Sediment Standards for Use Under part XV.1 of the Environmental Protection Act Township of Woolwich (not dated) Ministry of the Environment April 15, Water Management Policies, Guidelines, Provincial Water Quality Objectives (PWQO) of the Ministry of Environment and Energy Ministry of Environment and Energy July Region of Waterloo Tier Three Water Budget Local Area Risk Assessment for Rural Well Fields Draft Report Aqua Resources October Dewatering and Ground Water Control Department of the Army, The Navy, and The Air Force, USA Table 1, Page 2 of 3

41 ITEM TITLE SOURCE DATE 21 Applied Hydrogeology 4th Edition C.W. Fetter, Prentice-Hall Inc., Southwood 3 Draft Plan of Subdivision, Drawing DP-1 Stantec December 13, Southwood 4 Draft Plan of Subdivision, Drawing DP-2 Stantec December 2, Southwood 3 Conceptual Grading, Drawing C-300 WalterFedy January 7, 2014 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 1 LIST OF REPORTS AND REFERENCES REVIEWED Table 1, Page 3 of 3

42 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 2 SITE SENSITIVITY ANALYSIS SITE CONDITION STANDARDS, ENVIRONMENTALLY SENSITIVE AREAS SECTION 41, ONTARIO REGULATION 153/04, AS AMENDED 41. (1) This section applies in relation to a property if, Criteria (a) the property is within an area of natural significance, includes or is adjacent to an area of natural significance or part of such an area, or includes land that is within 30 m of an area of natural significance or part of such area; (b) the soil at the property has a ph value as follows: (i) for surface soil, less than 5 or greater than 9, (ii) for subsurface soil, less than 5 or greater than 11; Decision for the Subject Site (c) and (d) Revoked: O. Reg. 511/09, s. 18(3) - (e) a qualified person is of the opinion that, given the characteristics of the property and the certifications the qualified person would be required to make in a record of site condition in relation to the property as specified in Schedule A, it is appropriate to apply this section to the property. No No No In Section (1) (a) above, "area of natural significance" means any of the following: 1. An area reserved or set apart as a provincial park or conservation reserve under the Provincial Parks and Conservation Reserves Act, An area of natural and scientific interest (life science or earth science) identified by the Ministry of Natural Resources as having provincial significance 3. A wetland identified by the Ministry of Natural Resources as having provincial significance. 4. An area designated by a municipality in its official plan as environmentally significant, however expressed, including designations of areas as environmentally sensitive, as being of environmental concern and as being ecologically significant. 5. An area designated as an escarpment natural area or an escarpment protection area by the Niagara Escarpment Plan under the Niagara Escarpment Planning and Development Act. 6. An area identified by the Ministry of Natural Resources as significant habitat of a threatened or endangered species. 7. An area which is habitat of a species that is classified under section 7 of the Endangered Species Act, 2007 as a threatened or endangered species 8. Property within an area designated as a natural core area or natural linkage area within the area to which the Oak Ridges Moraine Conservation Plan under the Oak Ridges Moraine Conservation Act, 2001 applies. 9. An area set apart as a wilderness area under Wilderness Area Act. Therefore, the Site is not considered as an environmentally sensitive area. Table 2, Page 1 of 1

43 ESTIMATED K- VALUES BASED ON BOREHOLE PERMEABILITY TESTING (SEE APPENDIX C) (cm/s) Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 3 ESTIMATED HYDRAULIC CONDUCTIVITY K-VALUES BASED ON SOIL SAMPLE GRADATION TEST RESULTS AND BOREHOLE PERMEABILITY TESTING BOREHOLE /MONITORING WELL NO. SOIL TYPE (1) (SAMPLE NO.) SAMPLE AVERAGE DEPTH (m) D 10 (2) (cm) or % Clay ESITMATED K-VALUES (3) BASED ON GRAIN SIZE DISTRIBUTION TEST RESULTS (SEE FIGURES 4 THROUGH 14) (cm/s) MONITORING WELL SCREEN MID-POINT ELEVATION (DEPTH) (m) ESTIMATED BASIC TIME LAG (s) BH2 Silty Clay (4) % clay 2.0 x 10-6(b) BH2A Silty Clay (2.3) x 10-7 BH5 Silty Clay, some sand (5) % clay 3.6 x 10-6(b) BH6 Silt Till, some gravel (10) % clay 1.3 x 10-4(b) Silt Till (13.7) x 10-6 BH9 Silt Till (13.7) x 10-7 BH10 Clayey Silt (4) % clay 5.7 x 10-5(b) Table 3, Page 1 of 3

44 ESTIMATED K- VALUES BASED ON BOREHOLE PERMEABILITY TESTING (SEE APPENDIX C) (cm/s) Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 3 ESTIMATED HYDRAULIC CONDUCTIVITY K-VALUES BASED ON SOIL SAMPLE GRADATION TEST RESULTS AND BOREHOLE PERMEABILITY TESTING BOREHOLE /MONITORING WELL NO. SOIL TYPE (1) (SAMPLE NO.) SAMPLE AVERAGE DEPTH (m) D 10 (2) (cm) or % Clay ESITMATED K-VALUES (3) BASED ON GRAIN SIZE DISTRIBUTION TEST RESULTS (SEE FIGURES 4 THROUGH 14) (cm/s) MONITORING WELL SCREEN MID-POINT ELEVATION (DEPTH) (m) ESTIMATED BASIC TIME LAG (s) BH11 Sandy Silt Till (7) x 10-6(a) BH11A Clayey Silt (2.2) x 10-6 BH12 Clayey Silt Till, some sand (7) % clay 10.2 x 10-5(b) BH12 Clayey Silt Till (10.0) x 10-6 BH13 Silty Clay (3) % clay 2.9 x 10-6(b) BH14A Clayey Silt Till (2.2) x 10-5 BH15 Silty Clay (3) % clay 2.4 x 10-6(b) Table 3, Page 2 of 3

45 ESTIMATED K- VALUES BASED ON BOREHOLE PERMEABILITY TESTING (SEE APPENDIX C) (cm/s) Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 3 ESTIMATED HYDRAULIC CONDUCTIVITY K-VALUES BASED ON SOIL SAMPLE GRADATION TEST RESULTS AND BOREHOLE PERMEABILITY TESTING BOREHOLE /MONITORING WELL NO. SOIL TYPE (1) (SAMPLE NO.) SAMPLE AVERAGE DEPTH (m) D 10 (2) (cm) or % Clay ESITMATED K-VALUES (3) BASED ON GRAIN SIZE DISTRIBUTION TEST RESULTS (SEE FIGURES 4 THROUGH 14) (cm/s) MONITORING WELL SCREEN MID-POINT ELEVATION (DEPTH) (m) ESTIMATED BASIC TIME LAG (s) BH15A Silty Clay (2.2) x 10-7 BH19 Sandy Silt Till (10) x 10-6(a) BH19 Sandy Silt Till (11.5) x 10-7 BH20 Sandy Silt Till (7) x 10-6(a) BH20A Silty Clay Notes: (1) See Log of Borehole Sheets for screen soil samples description (2) D 10: diameter of 10% passing soil particles (3) Using: (a) Hazen s Equation or (b) Puckett Equation (see Report Text) (2.2) x 10-6 Table 3, Page 3 of 3

46 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 4 GROUND WATER ELEVATION MONITORING Monitoring Well No. Ground Surface Elevation (m) Screen Depth (mbgs) Mid- Screen Elevation (m) and (Depth) (mbgs) Ground Water Elevation / Depth Initial 16/01/ /05/ /06/ /07/ /08/ /10/ /11/ /12/ /01/ /01/ /02/ /03/ < < ~ A ~ < ~ < < < < < < < < < < A ~ < ~ A ~ < ~ < < A ~ < < ~ < Table 4, Page 1 of 4

47 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 4 GROUND WATER ELEVATION MONITORING Monitoring Well No. Ground Surface Elevation (m) Screen Depth (mbgs) Mid- Screen Elevation (m) and (Depth) (mbgs) Ground Water Elevation / Depth Initial 16/01/ /05/ /06/ /07/ /08/ /10/ /11/ /12/ /01/ /01/ /02/ /03/ A ~ ~ < < < A ~ ~ < < < < A ~ < < ~ A ~ < < < ~ ~ Table 4, Page 2 of 4

48 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 4 GROUND WATER ELEVATION MONITORING Monitoring Well No. Ground Surface Elevation (m) Screen Depth (mbgs) Mid- Screen Elevation (m) and (Depth) (mbgs) Ground Water Elevation / Depth Initial 16/01/ /05/ /06/ /07/ /08/ /10/ /11/ /12/ /01/ /01/ /02/ /03/ A ~ ~ < A ~ ~ A ~ ~ A ~ <352.4 < ~ A ~ Table 4, Page 3 of 4

49 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 4 GROUND WATER ELEVATION MONITORING Monitoring Well No. Ground Surface Elevation (m) Screen Depth (mbgs) Mid- Screen Elevation (m) and (Depth) (mbgs) Ground Water Elevation / Depth Initial 16/01/ /05/ /06/ /07/ /08/ /10/ /11/ /12/ /01/ /01/ /02/ /03/ ~ A ~ Note: m = geodetic elevation, and mbgs = metre below ground surface (values in Italic) Table 4, Page 4 of 4

50 333% 7,426 21, % 1,626 4, % 808 2, % 7,439 21, % 882 2, % 991 2, % 3,019 8, % 3,001 8, % 3,633 10, % 2,968 8, % 29,256 84,257 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 5 SUMMARIZED APPROXIMATE TYPICAL CALCULATIONS OF ESTIMATED DEWATERING DISCHARGE RATE AND ZONE OF INFULENCE PROPOSED CONSTRUCTION ZONES AND FEATURES EXISTING GROUND SURFACE ELEVATION (1) LOWEST PROPOSED STRUCTURE INVERT ELEVATION (DEPTH OF EXCAVATION m) LOWERED GROUND WATER LEVEL ELEVATION (DEPTH m) (2) CLOSEST MONITORING WELLS OR BOREHOLES (3) HYDROSTATIC GROUND WATER LEVEL ELEVATION (DEPTH m) DRAW-DOWN REQUIRED So (m) (5) SOIL TYPE (6) ESTIMATED ZONE OF INFLUENCE Ro (m) (7) ESTIMATED DEWATERING DISCHARGE RATE Segment Length (m) K (m/s) (Q = KiA) I (%) A (m 2 ) Q (L/day) (8) Zone 1: Sanitary Sewers (Southwood 3) Street A Street B Street C (4.8) (4.8) (4.8) (5.8) (5.8) (5.8) BH2 - BH7 BH2, BH8 BH (1.5) (1.3) (1.3) Silty clay /clayey silt Silty clay /clayey silt Silty clay /clayey silt E E E- 08 TOTAL ZONE 1 DEWATERING DISCHARGE RATE: 28,397 L/Day TOTAL ZONE 1 DWATERING DISCHARGE RATE PER 100 m OF TRENCH: 2,345 L/Day / 100 m Trench Street A (4.8) (5.8) BH9 BH12, BH (1.3) 4.5 Silty clay /clayey silt E- 08 Street B (4.8) (5.8) BH7, BH (2.6) 3.2 Silty clay /clayey silt E- 08 Street C (4.8) (5.8) BH8, BH (1.2) 4.6 Silty clay /clayey silt E- 08 Zone 2: Street D (4.8) (5.8) BH1, BH (0.7) 5.1 Silty clay /clayey silt E- 08 Sanitary Sewers (Southwood 4) Street E (4.8) (5.8) BH2, BH18, BH (1.5) 4.3 Silty clay /clayey silt E- 08 Street F (4.8) (5.8) BH2, BH18, BH (1.5) 4.3 Silty clay /clayey silt E- 08 South Parkwood Blvd (4.8) (5.8) BH2, BH (1.1) 4.7 Silty clay /clayey silt E- 08 Southwood 4 SWM Pond Expansion (5.5) (6.5) BH11, BH16, BH17, BH18, BH (1.5) 5.0 Silty clay /clayey silt E- 08 TOTAL ZONE 2 DEWATERING DISCHARGE RATE: 147,427 L/Day (with SWM Pond Expansion) Table 5, Page 1 of 2

51 333% 8,315 23, % 8,763 25,237 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 TABLE 5 SUMMARIZED APPROXIMATE TYPICAL CALCULATIONS OF ESTIMATED DEWATERING DISCHARGE RATE AND ZONE OF INFULENCE PROPOSED CONSTRUCTION ZONES AND FEATURES EXISTING GROUND SURFACE ELEVATION (1) LOWEST PROPOSED STRUCTURE INVERT ELEVATION (DEPTH OF EXCAVATION m) LOWERED GROUND WATER LEVEL ELEVATION (DEPTH m) (2) CLOSEST MONITORING WELLS OR BOREHOLES (3) HYDROSTATIC GROUND WATER LEVEL ELEVATION (DEPTH m) DRAW-DOWN REQUIRED So (m) (5) SOIL TYPE (6) ESTIMATED ZONE OF INFLUENCE Ro (m) (7) ESTIMATED DEWATERING DISCHARGE RATE Segment Length (m) K (m/s) (Q = KiA) I (%) A (m 2 ) Q (L/day) (8) ZONE 2 DEWATERING DISCHARGE RATE: 63,170 L/Day (without SWM Pond Expansion) TOTAL ZONE 2 DWATERING DISCHARGE RATE PER 100 m OF TRENCH: 1,840 L/Day / 100 m Trench (without SWM Pond Expansion) Zone 3: Southwood 3 SWM Pond (5.5) (6.5) BH18, BH19, BH (3.0) 3.5 Silty clay /clayey silt E- 08 Storm Water Management Southwood 3 SWM trench (temp) (4.0) (5.0) BH2, BH18, BH (1.5) 3.5 Silty clay /clayey silt E- 08 TOTAL ZONE 3 DEWATERING DISCHARGE RATE (DP-1): 49,184 L/Day (including SWM trench) TOTAL ZONE 3 DEWATERING DISCHARGE RATE (DP-1): 23,947 L/Day (without SWM trench) 10 Notes: 1) The existing ground surface elevations at borehole and monitoring well locations were surveyed and are geodetic; the utilities invert elevations and segment lengths were not provided at the time of this report. 2) Lowered ground water level is assumed to be 1.0 m below the excavation invert. 3) See Drawing 1 for approximate locations of boreholes and monitoring wells. 4) Ground water hydrostatic level measured after completion of drilling. 5) Difference between ground water hydrostatic level and lowered ground water elevation. 6) See Log of Borehole Sheets for soil description. 7) Estimated from trench / excavation configuration: Ro = 3000SoK 1/2, L in m, So in m and K in m/s. 8) Q = KiA, where K: hydraulic conductivity, i: hydraulic gradient (So/Ro) and A: seepage cross-section in the entire excavation segment 9) Southwood 4 SWM Pond depth of excavation assumed based on Southwood 3 SWM Pond depth of excavation. Value should be confirmed during final design. 10) It is understood that the trench will be excavated after the construction of the SWM Pond and that ground water encountered during the SWM Pond excavation will be directed into the SWM Pond. Table 5, Page 2 of 2

52 SITE 0 m 200 m SCALE 400 m 600 m 800 m 1000 m BIRDLAND DEVELOPMENTS LTD. c/o WATERFEDY HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD ELMIRA, ONTARIO KEY PLAN DRAWN CHECKED APPROVED K. HANES K. HANES M. ALAM DATE SCALE PML REF. FIG. NO. APRIL 2014 AS SHOWN 12KF071 1

53 SITE SCALE 0m 200 m 400 m 600 m 800 m 1000 m BIRDLAND DEVELOPMENTS LTD. c/o WATERFEDY HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD ELMIRA, ONTARIO 2010 AERIAL PHOTOGRAPH DRAWN K. HANES CHECKED K. HANES APPROVED M. ALAM DATE SCALE PML REF. FIG. NO. APRIL 2014 AS SHOWN 12KF071 2

54 NIGHTHA WK LANE WHIPPOO 1014 RWILL DR IVE DRIVE BUTTERNUT PLACE BURLWOOD SOUTH PAR KWOOD BLVD HIGHWAY 86 (LISTOWE L ROAD) STREET ARTHUR SCALE 0m 1022 REFERENCE: LEGEND: 200 m 400 m 600 m 800 m 1.0 km MUNICIPAL WELL (NOT IN USE) BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT. GROUND WATER CONTOURS WITH ELEVATIONS NOTE: THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY. INFERRED GROUND WATER FLOW DIRECTION M.O.E WELL LOCATION HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD ELMIRA, ONTARIO MOE WATER WELL LOCATIONS AND GROUND WATER CONTOUR PLAN DRAWN D. BRICE CHECKED K. HANES APPROVED M. ALAM DATE SCALE PML REF. FIG. NO. APRIL 2014 AS SHOWN 12KF071 3

55 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. SAMPLE NO.: 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 2, Sample 4, Depth m SILTY CLAY, TRACE SAND, TRACE GRAVEL CUMULATIVE PERCENT PAING

56 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. SAMPLE NO.: 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 5, Sample 5, Depth m SILTY CLAY, SOME SAND, TRACE GRAVEL CUMULATIVE PERCENT PAING

57 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. SAMPLE NO.: 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 6, Sample 10, Depth m SILT TILL, SOME GRAVEL, TRACE SAND CUMULATIVE PERCENT PAING

58 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. SAMPLE NO.: 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 10, Sample 4. Depth m CLAYEY SILT, TRACE SAND, TRACE GRAVEL CUMULATIVE PERCENT PAING

59 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. SAMPLE NO.: 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 11, Sample 7, Depth m SANDY SILT TILL, TRACE GRAVEL CUMULATIVE PERCENT PAING

60 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. SAMPLE NO.: 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 12, Sample 7, Depth 7.60 to 8.10 m CLAYEY SILT TILL, SOME SAND, TRACE GRAVEL CUMULATIVE PERCENT PAING

61 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. SAMPLE NO.: 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 13, Sample 3, Depth 2.30 to 2.70 m SILTY CLAY, TRACE SAND, TRACE GRAVEL CUMULATIVE PERCENT PAING

62 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 15, Sample 3, Depth m SILTY CLAY, SOME SAND, TRACE GRAVEL CUMULATIVE PERCENT PAING

63 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 19, Sample 10, Depth m SANDY SILT TILL, TRACE CLAY, TRACE GRAVEL CUMULATIVE PERCENT PAING

64 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 20, Sample 7, Depth m SANDY SILT TILL, TRACE CLAY, TRACE GRAVEL CUMULATIVE PERCENT PAING

65 PARTICLE SIZE DISTRIBUTION CHART PML REF. FIGURE NO. 12KF HYDROMETER 100 U.S. STANDARD SIEVE SIZES /4" 3/8" 1/2" 3/4" 1" 1-1/2" 2" 3" GRAIN SIZE IN MILLIMETERS FINE MEDIUM COARSE COB SILT & CLAY GRAVEL BLES SAND FINE MEDIUM COARSE FINE MEDIUM COARSE CLAY GRAVEL COBBLES SILT SAND VERY FINE FINE MEDIUM COARSE CLAY SILT GRAVEL SAND UNIFIED M.I.T. U.S. BUREAU REMARKS Borehole 22, Sample 7, Depth m SANDY SILT TILL, TRACE CLAY, TRACE GRAVEL CUMULATIVE PERCENT PAING

66 B NIGHTHAWK BH 14A EL WHIPPOORWILL DRIVE BH 14 EL BH 13A EL BH 13 EL BLOCK 104 PARK 5.354ha BH 7 EL A BH 12A EL BH 12 EL STREET 'B' BLOCK 97 TOWNHOUSES STREET 'A' BH 6A EL BH 9 EL STREET 'C' STREET 'C' BLOCK 101 TOWNHOUSES BH 8 EL BLOCK 98 TOWNHOUSES BH 8A EL SOUTH PARKWOOD BOULEVARD BLOCK 102 TOWNHOUSES BLOCK 99 TOWNHOUSES STREET 'B' BLOCK 100 TOWNHOUSES BLOCK 103 TOWNHOUSES BURLWOOD DRIVE BUTTERNUT PLACE A' STREET 'A' BH 2A EL BH 2 EL BH 3 EL SOUTH PARKWOOD BLVD STREET 'D' BH 1 EL BH 10 EL STREET 'A' BH 15 EL BH 15A EL BH 20A EL BH 20 EL BH 16 EL BH 16A EL BH 11A EL BH 17 EL STREET 'F' BH 18 EL BH 21 EL BH 22 EL BH 22A EL BLOCK 106 STORMWATER MANAGEMENT 1.248ha BH 19 EL BH 19A EL ARTHUR STREET HIGHWAY 86 (LISTOWEL ROAD) B' 0 m 40 m 80 m SCALE 120 m 160 m 200 m REFERENCE: BOREHOLE LOCATION PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT. NOTE: THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY. LEGEND: SOUTHWOOD 3 PROPOSED SOUTHWOOD 4 PROPOSED SOUTHWOOD 3 STORM WATER POND ZONE 1 ZONE 2 ZONE 3 MONITORING WELL LOCATION BOREHOLE LOCATION BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD, ELMIRA, ONTARIO BOREHOLE AND MONITORING WELL LOCATION PLAN DRAWN CHECKED APPROVED D. BRICE K. HANES M. ALAM DATE SCALE PML REF. DWG. NO. APRIL 2014 AS SHOWN 12KF071 REPORT 3 DRAWING 1

67 LEGEND: EXISTING GROUND SURFACE PROPOSED SWM POND (SOUTHWOOD 3) N VALUES BLOWS / 0.30m BOREHOLE 368 PROPERTY LINE C/L STREET 'A' SOUTHWOOD 4 C/L STREET 'C' SOUTHWOOD 3 C/L STREET 'A' SOUTHWOOD 3 C/L STREET 'A' SOUTHWOOD 3 PROPERTY LINE 368 HYDROGEOLOGICAL MONITORING WELL MONITORING WELL TIP GROUNDWATER LEVEL FIRST ENCOUNTERED DURING DRILLING AND DATE RECORDED GROUNDWATER LEVEL MEASURED AFTER DRILLING AND DATE m 40 m SCALE 80 m 120 m 160 m 200 m PROFILE A-A' 368 C/L WHIPPOORWILL DR PROPERTY LINE C/L STREET 'A' SOUTHWOOD 4 C/L SOUTH PARKWOOD BLVD SOUTHWOOD 4 C/L STREET 'D' SOUTHWOOD 4 C/L STREET 'A' SOUTHWOOD 4 PROPERTY LINE C/L LISTOWEL RD PROFILE B-B' REFERENCE: PROFILE REPRODUCED FROM DRAWING SUPPLIED BY CLIENT. NOTES: THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY. SEE DRAWING 1 FOR LOCATION OF PROFILES LEGEND: TOPSOIL SAND/SILTY SAND/GRAVELLY SAND SILT/SANDY SILT SANDY SILT TILL/SILTY SAND TILL CLAYEY SILT / SILTY CLAY CLAYEY SILT TILL / SILTY CLAY TILL BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD ELMIRA, ONTARIO HYDROGEOLOGICAL PROFILES DRAWN CHECKED APPROVED D. BRICE K. HANES M. ALAM DATE SCALE PML REF. DWG. NO. APRIL 2014 AS SHOWN 12KF071 REPORT 3 DWG 2

68 200 m NIGHTHAWK LANE BH 14A EL BH 14 EL BH 13A EL WHIPPOORWILL DRIVE BH 13 EL BH 7 EL BH 12A EL BH 12 EL BH 6A EL BH 8 EL BURLWOOD DRIVE BH 9 EL BH 8A EL BH 2A EL BH 2 EL BH 3 EL BUTTERNUT PLACE SOUTH PARKWOOD BLVD BH 10 EL BH 1 EL BH 15 EL BH 15A EL BH 11A EL BH 20A EL BH 20 EL BH 16 EL BH 16A EL BH 17 EL BH 18 EL BH 21 EL BH 22 EL BH 22A EL BH 19 EL BH 19A EL ARTHUR STREET HIGHWAY 86 (LISTOWEL ROAD) 0 m 40 m 80 m SCALE 120 m 160 m REFERENCE: MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT. NOTE: THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY. LEGEND: GROUND WATER CONTOUR WITH ELEVATIONS (DATA BASED ON MEASUREMENTS TAKEN MARCH 25, 2014) INFERRED GROUND WATER FLOW DIRECTION BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD ELMIRA, ONTARIO (SHALLOW) GROUND WATER CONTOURS AND FLOW DIRECTION DRAWN CHECKED APPROVED D. BRICE K. HANES M. ALAM DATE SCALE PML REF. DWG. NO. APRIL 2014 AS SHOWN 12KF071 REPORT 3 DRAWING 3A

69 200 m NIGHTHAWK LANE BH 14A EL WHIPPOORWILL DRIVE BH 14 EL BH 13A EL BH 13 EL BH 7 EL BH 12A EL BH 12 EL BH 6A EL BH 8 EL BURLWOOD DRIVE BH 9 EL BH 8A EL BUTTERNUT PLACE BH 2A EL BH 2 EL BH 3 EL SOUTH PARKWOOD BLVD BH 1 EL BH 10 EL BH 15 EL BH 15A EL BH 11A EL BH 20A EL BH 20 EL BH 16 EL BH 16A EL BH 17 EL BH 18 EL BH 21 EL BH 22 EL BH 22A EL BH 19 EL BH 19A EL ARTHUR STREET HIGHWAY 86 (LISTOWEL ROAD) SCALE 0 m 40 m 80 m 120 m 160 m REFERENCE: MONITORING PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT. NOTE: THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY. LEGEND: GROUND WATER CONTOUR WITH ELEVATIONS (DATA BASED ON MEASUREMENTS TAKEN MARCH 25, 2014) INFERRED GROUND WATER FLOW DIRECTION BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY HYDROGEOLOGICAL SITE AEMENT FOR SOUTHWOOD 3 AND SOUTHWOOD 4 RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD ELMIRA, ONTARIO (DEEP) GROUND WATER CONTOURS AND FLOW DIRECTION DRAWN CHECKED APPROVED D. BRICE K. HANES M. ALAM DATE SCALE PML REF. DWG. NO. APRIL 2014 AS SHOWN 12KF071 REPORT 3 DRAWING 3B

70 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 APPENDIX A MOE Water Well Record and Water Well Response Forms

71 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 M.O.E. WATER WELL RECORDS REFERENCE TABLE PML WELL IDENTIFICATION M.O.E. WELL IDENTIFICATION MEASURED WATER DEPTH (m) Appendix A, Page 1 of 2

72 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 M.O.E. WATER WELL RECORDS REFERENCE TABLE PML WELL IDENTIFICATION M.O.E. WELL IDENTIFICATION MEASURED WATER DEPTH (m) Appendix A, Page 2 of 2

73 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 35.66m Elevation : NaNm Water level : 26.52m Water yield : 45.46lpm Water use : Domestic Well status : Water Supply Well type : Unknown Sealing components : From 0.00 to 6.10m; From 6.10 to 35.66m. Screen components : From to 35.66m. Well Log Depth from (m) Depth to (m) Gravel GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Sand Anthropogenic material Soil TOPSOIL Clay Silt Sand Clay Silt Sand Clay Gravel Unknown material Sand Sand GRAVEL SAND FILL[24,44]% [26,53]% CLAY SILT SAND [34,57]% [34,61]% [26,53]% CLAY SILT FINE SAND [34,57]% [34,61]% [26,53]% [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 [2E-7,6E-3]m.s-1 CLAY HARD [34,57]% [1E-11,4.7E-9]m.s-1 GRAVEL COARSE SAND MEDIUM SAND [24,44]% [26,53]% [26,53]% [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [2E-7,6E-3]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

74 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 33.53m Elevation : m Water level : 21.34m Water yield : 68.19lpm Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Bedrock ROCK Clay Gravel Clay Sand Clay Gravel CLAY BOULDERS [34,57]% [24,44]% CLAY MEDIUM SAND [34,57]% [26,53]% CLAY BOULDERS [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s Bedrock ROCK Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

75 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 54.86m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Sealing components : From to 54.86m. Screen components : From to 40.84m. Well Log Depth from (m) Depth to (m) Clay Clay Till Till Gravel GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Unknown material Unknown material Unknown material Unknown material Sand Till Gravel Unknown material Unknown material Sand Gravel Unknown material Unknown material Unknown material CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 TILL HARD TILL HARD GRAVEL SAND SOFT TILL HARD GRAVEL SAND SOFT GRAVEL CEMENTED HARD [1E-12,2E-6]m.s-1 [1E-12,2E-6]m.s-1 [24,44]% [26,53]% [1E-12,2E-6]m.s-1 [24,44]% [26,53]% [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [24,44]% [3E-4,3E-2]m.s Shale SHALE SOFT [1,10]% [1E-13,2E-9]m.s-1

76 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 26.82m Elevation : m Water level : 17.98m Water yield : 54.55lpm Water use : Domestic Well status : Water Supply Well type : Unknown Screen components : From to 26.52m. Well Log Depth from (m) Depth to (m) Clay GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Sand Clay Unknown material Unknown material CLAY SAND SOFT [34,57]% [26,53]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 CLAY HARD [34,57]% [1E-11,4.7E-9]m.s Sand FINE SAND [26,53]% [2E-7,6E-3]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Gravel Till Unknown material GRAVEL TILL HARD[24,44]% [3E-4,3E-2]m.s-1 [1E-12,2E-6]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

77 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 24.38m Elevation : m Water level : 7.32m Water yield : 45.46lpm Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Soil TOPSOIL Sand Clay MEDIUM SAND CLAY [26,53]% [34,57]% [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Diamicton HARDPAN Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Diamicton HARDPAN Sand Gravel FINE SAND GRAVEL [26,53]% [24,44]% [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

78 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 21.34m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Sealing components : From to 21.34m. Screen components : From to 19.81m. Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Soil TOPSOIL Sand Silt Clay Clay Unknown material Unknown material Silt Sand Unknown material Gravel Gravel Unknown material Gravel Unknown material SAND SILT SOFT [26,53]% [34,61]% [2E-7,6E-3]m.s-1 [1E-9,2E-5]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY SILT SOFT [34,57]% [34,61]% SAND GRAVEL SOFT GRAVEL BOULDERS HARD [26,53]% [24,44]% [24,44]% [24,44]% [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

79 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 53.34m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Sealing components : From to 53.34m. Screen components : From to 50.29m. Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Soil TOPSOIL Sand Silt Clay Clay Unknown material Unknown material Silt Sand Unknown material Gravel Gravel Unknown material Gravel Clay Unknown material Silt Sand Unknown material Gravel SAND SILT SOFT [26,53]% [34,61]% [2E-7,6E-3]m.s-1 [1E-9,2E-5]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY SILT HARD [34,57]% [34,61]% SAND GRAVEL SOFT GRAVEL BOULDERS HARD [26,53]% [24,44]% [24,44]% [24,44]% CLAY SILT SOFT [34,57]% [34,61]% SAND GRAVEL SOFT [26,53]% [24,44]% [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1

80 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 62.18m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Sealing components : From to 62.18m. Screen components : From to 51.82m; From to 36.58m. Well Log Depth from (m) Depth to (m) Soil Clay Till Till GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Unknown material Unknown material Gravel Unknown material Gravel Gravel Sand Unknown material Unknown material Silt Clay Unknown material Silt Sand Unknown material Gravel TOPSOIL SOFT CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 TILL STONES HARD TILL GRAVEL HARD[24,44]% [24,44]% [1E-12,2E-6]m.s-1 [3E-4,3E-2]m.s-1 [1E-12,2E-6]m.s-1 [3E-4,3E-2]m.s-1 GRAVEL SOFT [24,44]% [3E-4,3E-2]m.s-1 SAND SILT SOFT [26,53]% [34,61]% CLAY SILT SOFT [34,57]% [34,61]% SAND GRAVEL SOFT [26,53]% [24,44]% [2E-7,6E-3]m.s-1 [1E-9,2E-5]m.s-1 [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1

81 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 32.00m Elevation : m Water level : 19.20m Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Diamicton HARDPAN Gravel Sand GRAVEL MEDIUM SAND Diamicton HARDPAN [24,44]% [26,53]% [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

82 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 67.36m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Sealing components : From to 67.36m. Screen components : From to 54.86m; From to 33.53m. Well Log Depth from (m) Depth to (m) Clay Clay GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Unknown material Unknown material Gravel Clay Shale Unknown material Unknown material Bedrock Unknown material CLAY LOOSE SOFT [34,57]% CLAY STONES HARD [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 SHALE ROCK HARD [1,10]% [1E-13,2E-9]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

83 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 70.10m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Sealing components : From to 70.10m. Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Soil TOPSOIL Clay Clay Till Unknown material Unknown material Gravel Clay Clay Unknown material Unknown material Silt Gravel Till Unknown material Unknown material Gravel Gravel Unknown material Gravel Unknown material CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 TILL STONES HARD [24,44]% [1E-12,2E-6]m.s-1 [3E-4,3E-2]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY SILT SOFT [34,57]% [34,61]% [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 GRAVEL SOFT [24,44]% [3E-4,3E-2]m.s-1 TILL STONES SOFT[24,44]% GRAVEL STONES HARD [24,44]% [24,44]% [1E-12,2E-6]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1

84 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 70.71m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Sealing components : From to 70.71m. Well Log Depth from (m) Depth to (m) Silt GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Sand Clay Clay Unknown material Unknown material Till Clay Unknown material Till Clay Clay Sand Unknown material Unknown material Unknown material Gravel Clay Unknown material Sand Unknown material SILT SAND SOFT [34,61]% [26,53]% [1E-9,2E-5]m.s-1 [2E-7,6E-3]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY TILL SOFT [34,57]% [1E-11,4.7E-9]m.s-1 [1E-12,2E-6]m.s-1 CLAY TILL HARD [34,57]% [1E-11,4.7E-9]m.s-1 [1E-12,2E-6]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 SAND GRAVEL HARD [26,53]% [24,44]% CLAY SAND HARD [34,57]% [26,53]% [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1

85 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 44.81m Elevation : m Water level : 24.38m Water use : Livestock Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Soil TOPSOIL Clay Sand CLAY MEDIUM SAND [34,57]% [26,53]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay Gravel CLAY STONES [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Clay Gravel CLAY GRAVEL [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Diamicton HARDPAN Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s Sand FINE SAND [26,53]% [2E-7,6E-3]m.s Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s Sand FINE SAND [26,53]% [2E-7,6E-3]m.s Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s Clay Sand CLAY MEDIUM SAND [34,57]% [26,53]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1

86 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 55.78m Elevation : m Water use : Not Used Well status : Observation Wells Well type : Unknown Well Log Depth from (m) Depth to (m) Clay Clay GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Unknown material Gravel Gravel Clay Gravel Gravel Sand Clay Gravel Clay Unknown material Gravel Gravel Sand Unknown material Gravel Gravel Unknown material Sand Unknown material CLAY STICKY [34,57]% [1E-11,4.7E-9]m.s-1 CLAY GRAVEL BOULDERS [34,57]% [24,44]% [24,44]% CLAY GRAVEL [34,57]% [24,44]% GRAVEL SAND [24,44]% [26,53]% CLAY GRAVEL SOFT [34,57]% [24,44]% CLAY GRAVEL [34,57]% [24,44]% GRAVEL FRACTURED SAND GRAVEL CEMENTED GRAVEL SAND FRACTURED [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [24,44]% [3E-4,3E-2]m.s-1 [26,53]% [24,44]% [24,44]% [26,53]% [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1

87 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 33.53m Elevation : m Water level : 19.51m Water yield : 36.37lpm Water use : Livestock Well status : Water Supply Well type : Unknown Screen components : From to 32.31m. Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Soil TOPSOIL Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Diamicton HARDPAN Clay Gravel Clay Gravel Diamicton HARDPAN CLAY BOULDERS [34,57]% [24,44]% CLAY STONES [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay Clay Diamicton Sand Unknown material Sand Unknown material CLAY HARDPAN [34,57]% [1E-11,4.7E-9]m.s-1 CLAY STONEY [34,57]% [1E-11,4.7E-9]m.s-1 COARSE SAND FINE SAND WATER-BEARING [26,53]% [26,53]% [2E-7,6E-3]m.s-1 [2E-7,6E-3]m.s-1

88 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 66.75m Elevation : m Water level : 18.29m Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Soil TOPSOIL Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay Sand CLAY MEDIUM SAND [34,57]% [26,53]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Diamicton HARDPAN Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Clay Sand Sand Clay CLAY MEDIUM SAND MEDIUM SAND CLAY [34,57]% [26,53]% [26,53]% [34,57]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s Shale SHALE [1,10]% [1E-13,2E-9]m.s Bedrock ROCK *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

89 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 37.49m Elevation : m Water level : 27.74m Water yield : 45.46lpm Water use : Domestic Well status : Water Supply Well type : Unknown Screen components : From to 37.19m. Well Log Depth from (m) Depth to (m) Clay Clay Till GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Unknown material Gravel Unknown material Gravel Diamicton CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 CLAY STONES HARD TILL GRAVEL HARDPAN [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [24,44]% [1E-12,2E-6]m.s-1 [3E-4,3E-2]m.s Gravel COARSE GRAVEL [24,44]% [3E-4,3E-2]m.s Till Gravel Unknown material TILL GRAVEL HARD[24,44]% [1E-12,2E-6]m.s-1 [3E-4,3E-2]m.s Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

90 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 84.12m Elevation : m Water level : 29.57m Water yield : 90.92lpm Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) Clay GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Silt Clay Unknown material Gravel Unknown material Diamicton Gravel Sand Silt Gravel Unknown material Diamicton Unknown material Limestone Unknown material Limestone Shale Unknown material CLAY SILT HARD [34,57]% [34,61]% CLAY STONES HARD [34,57]% [24,44]% HARDPAN GRAVEL [24,44]% FINE SAND SILT SOFT BOULDERS HARDPAN HARD [26,53]% [34,61]% LIMESTONE SOFT [7,56]% LIMESTONE SHALE[7,56]% SOFT [1,10]% [1E-11,4.7E-9]m.s-1 [1E-9,2E-5]m.s-1 [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [1E-9,2E-5]m.s-1 [24,44]% [3E-4,3E-2]m.s-1 [1E-9,6E-6]m.s-1 [1E-9,6E-6]m.s-1 [1E-13,2E-9]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables

91 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 41.76m Elevation : m Water level : 27.43m Water yield : 45.46lpm Water use : Livestock Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay Gravel Gravel Unknown material CLAY STONES [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 GRAVEL DRY [24,44]% [3E-4,3E-2]m.s Sand SAND [26,53]% [2E-7,6E-3]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Gravel COARSE GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

92 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 65.53m Elevation : m Water level : 21.95m Water use : Livestock Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) Clay GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Gravel Diamicton Gravel Sand CLAY STONES [34,57]% [24,44]% HARDPAN STONES [24,44]% MEDIUM SAND [26,53]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Diamicton Gravel Sand HARDPAN GRAVEL MEDIUM SAND Diamicton HARDPAN [24,44]% [26,53]% [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s Shale SHALE [1,10]% [1E-13,2E-9]m.s Bedrock ROCK *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

93 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 57.91m Elevation : m Water level : 24.38m Water yield : 45.46lpm Water use : Livestock Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) Sand GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Gravel Clay Sand Diamicton Gravel Sand Diamicton Sand Gravel Gravel MEDIUM SAND GRAVEL CLAY MEDIUM SAND [26,53]% [24,44]% [34,57]% [26,53]% HARDPAN STONES [24,44]% MEDIUM SAND HARDPAN MEDIUM SAND GRAVEL STONES [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [26,53]% [2E-7,6E-3]m.s-1 [26,53]% [24,44]% [24,44]% [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay Sand Gravel CLAY MEDIUM SAND GRAVEL [34,57]% [26,53]% [24,44]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s Shale SHALE [1,10]% [1E-13,2E-9]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables

94 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 56.39m Elevation : m Water level : 15.54m Water use : Livestock Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Unknown material PREVIOUSLY DUG Clay Gravel CLAY STONES [34,57]% [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s Gravel STONES [24,44]% [3E-4,3E-2]m.s Diamicton HARDPAN Clay Sand CLAY MEDIUM SAND [34,57]% [26,53]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Clay Sand CLAY MEDIUM SAND Diamicton HARDPAN Diamicton Gravel Diamicton HARDPAN [34,57]% [26,53]% HARDPAN STONES [24,44]% [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Shale SHALE [1,10]% [1E-13,2E-9]m.s Bedrock ROCK *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

95 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 69.19m Elevation : m Water level : 19.20m Water use : Livestock Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) Clay GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Gravel Sand Gravel Gravel Sand Bedrock ROCK Bedrock ROCK CLAY BOULDERS [34,57]% [24,44]% COARSE SAND BOULDERS GRAVEL MEDIUM SAND [26,53]% [24,44]% [24,44]% [26,53]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

96 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 29.87m Elevation : m Water level : 17.37m Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Diamicton Gravel HARDPAN STONES [24,44]% [3E-4,3E-2]m.s Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

97 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 28.04m Elevation : m Water level : 15.24m Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) Diamicton GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Gravel HARDPAN STONES [24,44]% [3E-4,3E-2]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Diamicton Gravel HARDPAN STONES [24,44]% [3E-4,3E-2]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Diamicton HARDPAN Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

98 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 31.39m Elevation : m Water level : 16.76m Water yield : 45.46lpm Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Sand Gravel Clay Diamicton Diamicton HARDPAN SAND GRAVEL [26,53]% [24,44]% [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s-1 CLAY HARDPAN [34,57]% [1E-11,4.7E-9]m.s Gravel GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

99 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 23.77m Elevation : NaNm Water level : 12.80m Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) Clay GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Gravel Gravel Diamicton CLAY BOULDERS [34,57]% [24,44]% STONES HARDPAN [24,44]% [1E-11,4.7E-9]m.s-1 [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

100 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 32.00m Elevation : m Water level : 16.46m Water yield : 68.19lpm Water use : Domestic Well status : Water Supply Well type : Unknown Well casings : From to 29.57m. Screen components : From to 31.09m. Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Anthropogenic material Clay Gravel Anthropogenic material Unknown material Sand Clay Sand Unknown material FILL FILL CLAY SOFT [34,57]% [1E-11,4.7E-9]m.s-1 GRAVEL COARSE SAND [24,44]% [26,53]% CLAY SAND SOFT [34,57]% [26,53]% [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s Gravel COARSE GRAVEL [24,44]% [3E-4,3E-2]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

101 Water Well Identity : ca.on.waterwell External identity : ca.on.waterwell Source : Ontario Ministry of Environment Online resource : Length : 37.49m Elevation : m Water level : 8.84m Water yield : 68.19lpm Water use : Domestic Well status : Water Supply Well type : Unknown Well Log Depth from (m) Depth to (m) GIN Lithology Original Lithology Porosity* Hydraulic Conductivity* Clay CLAY [34,57]% [1E-11,4.7E-9]m.s Gravel Gravel Clay Sand Clay Sand Gravel GRAVEL BOULDERS CLAY MEDIUM SAND CLAY MEDIUM SAND GRAVEL [24,44]% [24,44]% [34,57]% [26,53]% [34,57]% [26,53]% [24,44]% [3E-4,3E-2]m.s-1 [3E-4,3E-2]m.s-1 [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 [1E-11,4.7E-9]m.s-1 [2E-7,6E-3]m.s-1 [3E-4,3E-2]m.s Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s Gravel Sand GRAVEL MEDIUM SAND [24,44]% [26,53]% [3E-4,3E-2]m.s-1 [2E-7,6E-3]m.s-1 *Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

102

103

104 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 APPENDIX B Borehole Log Sheets (with list of Borehole Log Abbreviations)

105 LIST OF ABBREVIATIONS PENETRATION RESISTANCE Standard Penetration Resistance N: - The number of blows required to advance a standard split spoon sampler 0.3 m into the subsoil. - Driven by means of a 63.5 kg hammer falling freely a distance of 0.76 m. Dynamic Penetration Resistance: The number of blows required to advance a 51 mm, 60 degree cone, fitted to the end of drill rods, 0.3 m into the subsoil. The driving energy being 475 J per blow. DESCRIPTION OF SOIL The consistency of cohesive soils and the relative density or denseness of cohesionless soils are described in the following terms: CONSISTENCY N (blows/0.3 m) c (kpa) DENSENE N (blows/0.3 m) Very Soft Very Loose 0-4 Soft Loose 4-10 Firm Compact Stiff Dense Very Stiff Very Dense > 50 Hard > 30 > 200 WTPL Wetter Than Plastic Limit APL About Plastic Limit DTPL Drier Than Plastic Limit TYPE OF SAMPLE Split Spoon TW Thinwall Open WS Washed Sample TP Thinwall Piston SB Scraper Bucket Sample OS Oesterberg Sample AS Auger Sample FS Foil Sample CS Chunk Sample RC Rock Core ST Slotted Tube Sample U Undisturbed Shear Strength PH Sample Advanced Hydraulically R Remoulded Shear Strength PM Sample Advanced Manually SOIL TESTS Qu Unconfined Compression LV Laboratory Vane Q Undrained Triaxial FV Field Vane Qcu Consolidated Undrained Triaxial C Consolidation Qd Drained Triaxial PML-GEO-508A Rev

106 LOG OF BOREHOLE NO. 1 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace, 0.50 gravel, rootlets, moist to wet SILTY SAND: Very loose brown silty sand, 0.95 trace clay, moist to wet CLAYEY SILT TILL: Firm brown and grey mottled clayey silt, trace sand, APL becoming very stiff, brown, trace gravel, DTPL SOIL PROFILE DESCRIPTION becoming grey, occasional silt seams LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser Bentonite Seal no seams SILT TILL: Very dense grey silt, some gravel, damp BOREHOLE TERMINATED AT 7.3 m /250 mm >> Filter Sand 50 mm Slotted Screen Water Levels: Date Depth(m) Elev. 10/01/2013 Dry 16/01/2013 Dry 02/05/ NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

107 LOG OF BOREHOLE NO. 1A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice SOIL PROFILE DEPTH DESCRIPTION in METRES GROUND ELEVATION Refer to Log of Borehole 1 for stratigraphy LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 363 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser Filter Sand mm Slotted Screen BOREHOLE TERMINATED AT 3.0 m 361 Water Levels: Date Depth(m) 10/01/2013 Dry Elev. 16/01/ /05/ NOTES: Shallow well adjacent to primary borehole LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

108 LOG OF BOREHOLE NO. 2 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 09/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace 0.40 gravel, rootlets, APL SILTY SAND: Very loose brown silty sand, moist to wet SILTY CLAY: Firm grey and brown mottled silty clay, trace sand, APL, occasional moist to wet sand seams SOIL PROFILE DESCRIPTION becoming brown, trace gravel, no seams, DTPL LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser Bentonite Seal SILT TILL: Very dense grey silt, some sand, trace gravel, damp CLAYEY SILT TILL: Hard grey clayey silt, trace gravel, DTPL SILT TILL: Very dense grey silt, some gravel, trace sand, damp 8 93/225 mm >> occasional sand seams 9 84/225 mm 356 >> no seams Filter Sand 50 mm Slotted Screen BOREHOLE TERMINATED AT 12.8 m Water Levels: Date Depth(m) Elev. 09/01/2013 Dry 16/01/2013 Dry 02/05/2013 Dry NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

109 LOG OF BOREHOLE NO. 2A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 09/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 SOIL PROFILE DEPTH DESCRIPTION in METRES GROUND ELEVATION Refer to Log of Borehole 2 for stratigraphy LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 365 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug mm Plastic Riser Filter Sand mm Slotted Screen BOREHOLE TERMINATED AT 3.0 m Water Levels: Date Depth(m) 09/01/2013 Dry Elev. 16/01/ /05/ NOTES: Shallow well adjacent to primary borehole LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

110 LOG OF BOREHOLE NO. 3 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 07/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Solid Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace 0.40 gravel, rootlets, APL SILTY SAND: Very loose brown silty sand, trace clay, very moist SILTY CLAY: Firm to very stiff brown silty clay, trace gravel, DTPL, occasional silt layers LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL becoming hard becoming very stiff SILT TILL: Very dense grey silt, some sand, damp BOREHOLE TERMINATED AT 7.3 m Upon completion of drilling borehole open with no free water NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

111 LOG OF BOREHOLE NO. 4 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 09/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Solid Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace 0.38 gravel, rootlets, very moist SILTY CLAY: Firm brown and grey mottled silty clay, trace sand, APL, occasional moist to wet silt seams LEGEND NUMBER 1 2 TYPE SAMPLES BLOWS/0.3m N - VALUES 3 4 ELEVATION SCALE 365 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL becoming very stiff, brown, trace gravel, DTPL SILT TILL: Very dense grey silt, some gravel, damp BOREHOLE TERMINATED AT 6.6 m 7 50/125 mm 360 >> Upon completion of drilling borehole was open with no free water NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

112 LOG OF BOREHOLE NO. 5 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 08/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Solid Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace gravel, rootlets very moist SILTY CLAY: Firm brown silty clay, trace gravel, APL LEGEND NUMBER 1 2 TYPE SAMPLES BLOWS/0.3m N - VALUES 1 5 ELEVATION SCALE 365 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL becoming very stiff, DTPL SILT TILL: Very dense grey silt, some gravel, damp /150 mm 361 >> /125 mm >> BOREHOLE TERMINATED AT 7.0 m 8 50/125 mm 359 >> Upon completion of drilling borehole was open with no free water NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

113 LOG OF BOREHOLE NO. 6 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 07/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace 0.33 gravel, rootlets very moist SILTY SAND: Loose brown silty sand, moist to wet SILTY CLAY: Stiff to very stiff brown silty clay, trace gravel, DTPL, occasional moist to wet silt layers LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug mm Plastic Riser SILT TILL: Dense to very dense grey silt, some gravel, some sand, damp Bentonite Seal /150 mm 360 >> occasional sand seams, moist to wet /125 mm >> /150 mm 357 >> Filter Sand 50 mm Slotted Screen BOREHOLE TERMINATED AT 12.3 m 11 50/75 mm >> Water Levels: Date Depth(m) Elev. 07/01/ /01/ /05/ NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

114 LOG OF BOREHOLE NO. 6A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 07/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION Refer to Log of Borehole 6 for stratigraphy LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug BOREHOLE TERMINATED AT 3.0 m Filter Sand 50 mm Plastic Riser 50 mm Slotted Screen Water Levels: Date Depth(m) 07/01/2013 Dry Elev. 16/01/ /05/ NOTES: Shallow well adjacent to primary borehole LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

115 LOG OF BOREHOLE NO. 7 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 08/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice METRES GROUND ELEVATION DEPTH in SOIL PROFILE DESCRIPTION TOPSOIL: Dark brown clayey silt, trace, gravel, rootlets, very moist SILTY SAND: Loose brown silty sand, trace clay, very moist CLAYEY SILT TILL: Very stiff brown clayey silt, trace gravel, DTPL LEGEND NUMBER 3 4 TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser becoming grey becoming stiff, APL Bentonite Seal SILT TILL: Very dense grey silt, trace gravel, trace sand, damp mm Slotted Screen Filter Sand /125 mm 355 >> BOREHOLE TERMINATED AT 12.4 m 11 50/150 mm 354 >> Sloughed Native Water Levels: Date Depth(m) Elev. 08/01/2013 Dry 16/01/2013 Dry 02/05/ NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

116 LOG OF BOREHOLE NO. 7A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 08/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice SOIL PROFILE DEPTH DESCRIPTION in METRES GROUND ELEVATION Refer to Log of Borehole 7 for stratigraphy LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 365 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser Filter Sand mm Slotted Screen BOREHOLE TERMINATED AT 3.8 m Water Levels: Date Depth(m) Elev. 08/01/2013 Dry 16/01/2013 Dry 02/05/ NOTES: Shallow well adjacent to primary borehole LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

117 LOG OF BOREHOLE NO. 8 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 08/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace, gravel, rootlets, very moist SILTY CLAY: Soft to stiff brown silty clay, some sand, APL LEGEND NUMBER 1 2 TYPE SAMPLES BLOWS/0.3m N - VALUES 4 3 ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up woth J-Plug SILT: Compact brown silt, trace sand, moist mm Plastic Riser CLAYEY SILT TILL: Very stiff brown clayey silt, trace gravel, DTPL Bentonite Seal becoming grey, occasional silt seams SILT TILL: Dense grey silt, some gravel, damp mm Slotted Screen Filter Sand BOREHOLE TERMINATED AT 7.3 m Water Levels: Date Depth(m) Elev. 08/01/ /01/ /05/ NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

118 LOG OF BOREHOLE NO. 8A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 08/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice SOIL PROFILE DEPTH DESCRIPTION in METRES GROUND ELEVATION Refer to Log of Borehole 8 for stratigraphy LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser Filter Sand mm Slotted Screen BOREHOLE TERMINATED AT 3.0 m Water Levels: Date Depth(m) Elev. 08/01/ /01/ /05/ NOTES: Shallow well adjacent to primary borehole LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

119 LOG OF BOREHOLE NO. 9 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace, gravel, rootlets, very moist SILTY CLAY: Soft brown silty clay, APL, occasional wet sand layers LEGEND NUMBER 1 2 TYPE SAMPLES BLOWS/0.3m N - VALUES 6 3 ELEVATION SCALE 363 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug becoming very stiff, DTPL mm Plastic Riser becoming grey, trace gravel, no layers Bentonite Seal SILT TILL: Very dense grey silt, some gravel, trace sand, damp /75 mm 355 >> Filter Sand BOREHOLE TERMINATED AT 12.3 m /125 mm >> 50 mm Slotted Screen Water Levels: Date Depth(m) Elev. 10/01/ /01/ /05/2013 Dry NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

120 LOG OF BOREHOLE NO. 9A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice SOIL PROFILE DEPTH DESCRIPTION in METRES GROUND ELEVATION Refer to Log of Borehole 9 for stratigraphy LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 363 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser Filter Sand mm Slotted Screen BOREHOLE TERMINATED AT 3.0 m 361 Water Levels: Date Depth(m) Elev. 10/01/ /01/ /05/ NOTES: Shallow well adjacent to primary borehole LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

121 LOG OF BOREHOLE NO. 10 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Solid Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace, gravel, rootlets, very moist CLAYEY SILT: Soft brown clayey silt, APL, occasional moist to wet sand layers LEGEND NUMBER 1 2 TYPE SAMPLES BLOWS/0.3m N - VALUES 3 2 ELEVATION SCALE 362 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL becoming very stiff, occasional silt layers, moist CLAYEY SILT TILL: Very stiff brown clayey silt, trace gravel, DTPL becoming hard, grey SILT TILL: Very dense grey silt, some gravel, trace clay, damp /125 mm >> BOREHOLE TERMINATED AT 7.3 m /150 mm >> Upon completion of drilling borehole caved to 5.6 m with free water at 3.6 m due to seepage from above NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

122 LOG OF BOREHOLE NO. 11 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 11/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace, gravel, rootlets, very moist CLAYEY SILT: Stiff brown and grey mottled clayey silt, APL SOIL PROFILE DESCRIPTION becoming brown, DTPL, occasional moist to wet silt layers LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug 50 mm Plastic Riser SILT TILL: Very dense grey silt, some gravel, damp Bentonite Seal /75 mm >> /125 mm 355 >> /150 mm >> becoming brown mm Slotted Screen Filter Sand BOREHOLE TERMINATED AT 12.3 m 11 50/100 mm 351 >> Water Levels: Date Depth(m) Elev. 11/01/2013 Dry 16/01/ /05/ NOTES: LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

123 LOG OF BOREHOLE NO. 11A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 11/01/2013 ENGINEER M. Molodecki BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 SOIL PROFILE DEPTH DESCRIPTION in METRES GROUND ELEVATION Refer to Log of Borehole 11 for stratigraphy LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 363 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal mm Plastic Riser Filter Sand mm Slotted Screen BOREHOLE TERMINATED AT 3.0 m Water Levels: Date Depth(m) 11/01/2013 Dry Elev. 16/01/ /05/ NOTES: Shallow well adjacent to primary borehole LOG OF BOREHOLE REV. 08/ KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY kh

124 LOG OF BOREHOLE NO. 12 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 11/10/2013 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace gravel, rootlets, moist SILTY CLAY: Firm to stiff brown silty clay, trace sand, trace gravel, APL, occasional moist silt seams LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 7 ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug becoming very stiff, DTPL, no seams CLAYEY SILT TILL: Very stiff grey clayey silt, trace sand, trace gravel, DTPL " Plastic Riser becoming hard 5 50/125mm >> Bentonite Seal /125mm 353 >> Filter Sand 10.0 Slotted Screen BOREHOLE TERMINATED AT 11.0 m DUE TO REFUSAL ON PROBABLE BOULDER 9 50/125mm >> Bentonite Backfill Water Levels: Date Depth(m) Elev. 11/10/2013 Dry -- 05/11/ /12/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

125 LOG OF BOREHOLE NO. 12A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 11/11/2013 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES SOIL PROFILE DESCRIPTION GROUND ELEVATION LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal 50 mm Plastic Riser Filter Sand mm Slotted Screen Water Levels: Date Depth(m) Elev. 11/10/2013 Dry -- 05/11/2013 Dry -- 04/12/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

126 LOG OF BOREHOLE NO. 13 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/10/2013 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION SOIL PROFILE DESCRIPTION TOPSOIL: Dark brown clayey silt, trace gravel, rootlets, moist SILTY CLAY: Stiff brown silty clay, trace gravel, trace sand, DTPL-APL, occasional silt layers, wet LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 17 ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up Bentonite Filter Sand Slotted Screen CLAYEY SILT TILL: Very stiff grey clayey silt, trace gravel, trace sand, DTPL becoming hard Bentonite Backfill BOREHOLE TERMINATED AT 7.8 m DUE TO REFUSAL ON PROBABLE BOULDER 7 50/75mm >> Water Levels: Date Depth(m) Elev. 11/10/2013 Dry -- 05/11/ /12/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

127 LOG OF BOREHOLE NO. 13A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/10/2013 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 SOIL PROFILE DEPTH DESCRIPTION in METRES GROUND ELEVATION STRAIGHT AUGER TO REFUSAL LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 365 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL BOREHOLE TERMINATED AT 4.6 m DUE TO REFUSAL ON PROBABLE BOULDER NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

128 LOG OF BOREHOLE NO. 14 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/10/2013 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION SOIL PROFILE DESCRIPTION TOPSOIL: Dark brown clayey silt, trace gravel, rootlets, moist SILTY CLAY: Stiff brown and grey mottled silty clay, trace sand, APL, occasional silt layers, moist LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 9 ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up becoming very stiff, DTPL Bentonite CLAYEY SILT TILL: Hard grey clayey silt, trace sand, DTPL /75mm >> Filter Sand Slotted Screen BOREHOLE TERMINATED AT 6.1 m DUE TO REFUSAL ON PROBABLE BOULDER 6 50/75mm >> Water Levels: Date Depth(m) Elev. 10/10/ /11/ /12/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

129 LOG OF BOREHOLE NO. 14A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 10/10/2013 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 DEPTH in METRES SOIL PROFILE DESCRIPTION GROUND ELEVATION LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 365 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal 50 mm Plastic Riser Filter Sand mm Slotted Screen Water Levels: Date Depth(m) Elev. 10/10/ /11/ /12/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

130 LOG OF BOREHOLE NO. 15 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/21/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace sand, frozen-moist SILTY CLAY: Firm mottled brown and grey silty clay, some sand, APL, occasional sand seams, wet becoming very stiff, brown to dark brown, DTPL LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal SILT TILL: Very dense brown silt, some sand, trace to some gravel, trace clay, damp, occasional cobbles, occasional sand seams, wet 4 50/100mm >> Native Backfill /300mm 359 >> /125mm 358 >> 50 mm Plastic Riser becoming grey, moist, no seams 7 50/125mm >> Bentonite Seal becoming damp 8 50/100mm 355 >> /300mm 353 >> becoming brown/rust coloured, occasional sand layers, damp to moist /250mm >> Filter Sand Slotted Screen BOREHOLE TERMINATED AT 14.0 m 11 40/125mm >> Water Levels: Date Depth(m) Elev. 02/21/ /28/ /25/2014 Dry NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

131 LOG OF BOREHOLE NO. 15A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/21/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION Refer to Log of Borehole 15 for stratigraphy data LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 364 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal mm Plastic Riser Filter Sand Slotted Screen BOREHOLE TERMINATED AT 3.1 m Water Levels: Date Depth(m) Elev. 02/21/2014 Dry -- 02/28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

132 LOG OF BOREHOLE NO. 16 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/24/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION SOIL PROFILE DESCRIPTION TOPSOIL: Dark brown clayey silt, trace sand, frozen SILTY CLAY: Firm brown silty clay, trace sand, DTPL, occasional silt layers LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 4 ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal becoming stiff becoming hard Native Backfill SILT TILL: Very dense brown silt, some sand, trace to some gravel, damp 5 50/125mm >> 50 mm Plastic Riser becoming grey 6 50/75mm 355 >> becoming brown, occasional cobbles/boulders 7 50/75mm >> Bentonite Seal /125mm >> Filter Sand /250mm 350 >> Slotted Screen BOREHOLE TERMINATED AT 12.7 m Water Levels: Date Depth(m) Elev. 02/24/2014 Dry -- 02/28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

133 LOG OF BOREHOLE NO. 16A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/24/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION Refer to Log of Borehole 16 for stratigraphy data LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 361 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal mm Plastic Riser Filter Sand Slotted Screen BOREHOLE TERMINATED AT 3.1 m Water Levels: Date Depth(m) Elev. 02/24/2014 Dry -- 02/28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

134 LOG OF BOREHOLE NO. 17 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/20/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Solid Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace 0.50 sand, trace gravel, frozen SILTY CLAY: Firm brown and grey mottled clayey silt, trace gravel, trace sand, APL LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 6 ELEVATION SCALE 362 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL becoming hard, brown, DTPL, occasional silt layers/zones SILT TILL: Very dense grey to dark grey silt, some sand, trace gravel, trace clay, damp /125mm 356 >> BOREHOLE TERMINATED AT 7.8 m 7 50/150mm 355 >> Upon completion of drilling borehole open with no free water NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

135 LOG OF BOREHOLE NO. 18 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/20/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Solid Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace sand, trace gravel, frozen SILTY CLAY: Very stiff brown silty clay, trace gravel, DTPL LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 24 ELEVATION SCALE 362 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL becoming hard, dark brown SILT TILL: Very dense grey silt, some sand, trace gravel, trace clay, damp, occasional cobbles/boulders /250mm 357 >> BOREHOLE TERMINATED AT 7.7 m 7 50/25mm >> Upon completion of drilling, borehole open with no free water NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

136 LOG OF BOREHOLE NO. 19 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/20/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION SOIL PROFILE DESCRIPTION TOPSOIL: Dark brown clayey silt, trace sand, trace gravel, frozen SILTY CLAY: Very stiff brown silty clay, trace gravel, DTPL-APL LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 18 ELEVATION SCALE 362 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug SILT TILL: Very dense brown silt, some sand, trace gravel, occasional sand layers/seams, damp /125mm 359 >> 50 mm Plastic Riser Native Backfill /75mm >> /150mm 356 >> /250mm 354 >> Bentonite Seal /150mm 353 >> becoming grey 9 50/125mm 352 >> Filter Sand 351 Slotted Screen BOREHOLE TERMINATED AT 12.7 m Water Levels: Date Depth(m) Elev. 02/21/ /28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

137 LOG OF BOREHOLE NO. 19A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/21/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION Refer to Log of Borehole 19 for stratigraphy data LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 362 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal mm Plastic Riser Filter Sand Slotted Screen BOREHOLE TERMINATED AT 3.1 m Water Levels: Date Depth(m) Elev. 02/21/2014 Dry -- 02/28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

138 LOG OF BOREHOLE NO. 20 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/19/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace 0.40 sand, trace gravel, frozen SILTY CLAY: Firm silty clay, trace gravel, APL LEGEND NUMBER 1 TYPE SAMPLES BLOWS/0.3m N - VALUES 5 ELEVATION SCALE 359 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Native Backfill becoming stiff, DTPL SILT TILL: Very dense brown silt, some sand, trace gravel, occasional cobbles, damp /25mm >> Bentonite Seal mm Plastic Riser /150mm >> Filter Sand Slotted Screen BOREHOLE TERMINATED AT 7.7 m 7 50/50mm >> Water Levels: Date Depth(m) 02/19/2014 Dry Elev /28/2014 Dry 03/25/2014 Dry NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

139 LOG OF BOREHOLE NO. 20A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/19/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION Refer to Log of Borehole 20 for stratigraphy data LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal mm Plastic Riser Filter Sand Slotted Screen BOREHOLE TERMINATED AT 3.1 m 357 Water Levels: Date Depth(m) Elev. 02/21/2014 Dry -- 02/28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

140 LOG OF BOREHOLE NO. 21 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/20/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Solid Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace 0.39 sand, frozen to moist SILTY CLAY: Stiff brown and grey mottled silty clay, some sand, trace gravel, APL-DTPL SOIL PROFILE DESCRIPTION SILT TILL: Very dense brown silt, some sand, trace to some gravel, damp LEGEND NUMBER 1 2 TYPE SAMPLES BLOWS/0.3m N - VALUES 10 ELEVATION SCALE /225mm SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M >> LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS GRAIN SIZE DISTRIBUTION (%) GR SA SI&CL 3 80/200mm 356 >> /150mm 354 >> /50mm >> BOREHOLE TERMINATED AT 8.1 m /275mm >> Upon completion of drilling, borehole open with no free water NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

141 LOG OF BOREHOLE NO. 22 PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/18/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice DEPTH in METRES GROUND ELEVATION TOPSOIL: Dark brown clayey silt, trace sand, trace gravel, frozen SILTY CLAY: Firm brown silty clay, some sand, APL SOIL PROFILE DESCRIPTION SILT TILL: Very dense brown silt, some sand, trace gravel, damp LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Native Backfill /275mm >> Bentonite Seal 50 mm Plastic Riser Filter Sand Slotted Screen BOREHOLE TERMINATED AT 8.1 m Water Levels: Date Depth(m) Elev. 02/19/ /28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

142 LOG OF BOREHOLE NO. 22A PROJECT Southwood 3 Residential Subdivision PML REF.: 12KF071 LOCATION South Parkwood Boulevard, Elmira, Ontario BORING DATE: 2/19/2014 ENGINEER K. Hanes BORING METHOD Continuous Flight Hollow Stem Augers TECHNICIAN D. Brice 0.0 DEPTH in SOIL PROFILE DESCRIPTION METRES GROUND ELEVATION Refer to Log of Borehole 22 for stratigraphy data LEGEND NUMBER TYPE SAMPLES BLOWS/0.3m N - VALUES ELEVATION SCALE 359 SHEAR STRENGTH C u (kpa) DYNAMIC CONE PENETRATION STANDARD PENETRATION TEST BLOWS/0.3M LIQUID LIMIT PLASTIC LIMIT WATER CONTENT W P W W L W P W W L WATER CONTENT % UNIT WEIGHT kn/m 3 GROUND WATER OBSERVATIONS AND REMARKS Stick up with J-Plug Bentonite Seal mm Plastic Riser Filter Sand Slotted Screen BOREHOLE TERMINATED AT 3.1 m Water Levels: Date Depth(m) Elev. 02/19/ /28/ /25/ NOTES: LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT WATER LEVEL OBSERVED DURING / UPON COMPLETION OF DRILLING WATER LEVEL MEASURED IN MONITORING WELL UNDISTURBED FIELD VANE REMOLDED FIELD VANE LAB SHEAR TEST POCKET PENETROMETER POCKET TORVANE CHECKED BY KH

143 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 APPENDIX C Borehole Permeability Testing Plots

144 Hvorslev Testing: BH2A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario (Based on Data from Datalogger) Date: 26 Mar 13 H = Static Water Level mbgs Conducted by: SHANE Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH2A To = sec Well Screen Bottom: 2.99 mbgs Top of Pipe: mags L = 240 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 0.74 mbgs Ground Elevation: E-07 cm/s WATER LEVEL BEFORE TEST 0.74 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

145 Plot of Normalized Head Versus Elapsed Time Borehole 2A (BH2A) Slug Test Soil Type: Clayey Silt Basic Time Lag: sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

146 Hvorslev Testing: BH6 - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario (Based on Data from Datalogger) Date: 26 Mar 13 H = Static Water Level mbgs Conducted by: SHANE Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH6 To = 6150 sec Well Screen Bottom: mbgs Top of Pipe: 1.27 mags L = 180 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 7.68 mbgs Ground Elevation: E-06 cm/s WATER LEVEL BEFORE TEST 7.68 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

147 Plot of Normalized Head Versus Elapsed Time Borehole 6 (BH6) Slug Test Soil Type: Silt Till Basic Time Lag: 6150 sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

148 Hvorslev Testing: BH9 - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario (Based on Data from Datalogger) Date: 26 Mar 13 H = Static Water Level mbgs Conducted by: SHANE Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH9 To = sec Well Screen Bottom: mbgs Top of Pipe: mags L = 150 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: mbgs Ground Elevation: E-07 cm/s WATER LEVEL BEFORE TEST Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

149 Plot of Normalized Head Versus Elapsed Time Borehole 9 (BH9) Slug Test Soil Type: Very Dense Silt Till Basic Time Lag: sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

150 Hvorslev Testing: BH11A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontari (Based on Data from Datalogger) Date: 26 Mar 13 H = Static Water Level mbgs Conducted by: SHANE Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH11A To = 5250 sec Well Screen Bottom: 3.17 mbgs Top of Pipe: mags L = 240 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 0.72 mbgs Ground Elevation: E-06 cm/s WATER LEVEL BEFORE TEST 0.72 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

151 Plot of Normalized Head Versus Elapsed Time Borehole 11A (BH11A) Slug Test Soil Type: Clayey Silt Basic Time Lag: 5250 sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

152 Hvorslev Testing: BH12 - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario (Based on Data from Datalogger) Date: 10 Dec 13 H = Static Water Level mbgs Conducted by: JIN Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH12 To = sec Well Screen Bottom: mbgs Top of Pipe: mags L = 240 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 6.03 mbgs Ground Elevation: E-06 cm/s WATER LEVEL BEFORE TEST 5.83 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

153 Plot of Normalized Head Versus Elapsed Time Borehole 12 (BH12) Slug Test Soil Type: Clayey Silt Till, Hard Basic Time Lag: sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

154 Hvorslev Testing: BH14A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontar (Based on Data from Datalogger) Date: 09 Dec 13 H = Static Water Level mbgs Conducted by: JIN Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH14A To = 630 sec Well Screen Bottom: 3.10 mbgs Top of Pipe: 1.00 mags L = 180 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 0.77 mbgs Ground Elevation: E-05 cm/s WATER LEVEL BEFORE TEST 0.76 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

155 Plot of Normalized Head Versus Elapsed Time Borehole 14A (BH14A) Slug Test Soil Type: Clay Silt Till, Stiff to Very Stiff Basic Time Lag: 630 sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

156 Hvorslev Testing: BH15A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontari (Based on Data from Datalogger) Date: 14 Mar 14 H = Static Water Level mbgs Conducted by: JIN Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH15A To = sec Well Screen Bottom: 3.10 mbgs Top of Pipe: 0.79 mags L = 210 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 2.09 mbgs Ground Elevation: E-07 cm/s WATER LEVEL BEFORE TEST 2.06 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

157 Plot of Normalized Head Versus Elapsed Time Borehole 15A (BH15A) Slug Test Soil Type: Silty Clay Basic Time Lag: sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

158 Hvorslev Testing: BH19 - Southwood 3 and 4 Residential Subdivision, Elmira, Ontario (Based on Data from Datalogger) Date: 14 Mar 14 H = Static Water Level mbgs Conducted by: JIN Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH19 To = sec Well Screen Bottom: mbgs Top of Pipe: 0.99 mags L = 180 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 8.06 mbgs Ground Elevation: E-07 cm/s WATER LEVEL BEFORE TEST 8.06 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

159 Plot of Normalized Head Versus Elapsed Time Borehole 19 (BH19) Slug Test Soil Type: Silt Till Basic Time Lag: sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

160 Hvorslev Testing: BH20A - Southwood 3 and 4 Residential Subdivision, Elmira, Ontari (Based on Data from Datalogger) Date: 14 Mar 14 H = Static Water Level mbgs Conducted by: JIN Ho = Head at time = 0 mbgs h = Water Level at time t mbgs Well Number: BH20A To = sec Well Screen Bottom: 3.10 mbgs Top of Pipe: 0.87 mags L = 180 cm Well Casing Diameter: 2R = cm Well Elevation: masl 2r = 5.08 cm Static Water Level: 1.12 mbgs Ground Elevation: E-06 cm/s WATER LEVEL BEFORE TEST 1.12 Time t (sec) Water Level (mbgs) Water Level Elevation (masl) Time t (sec) H h H Ho (H h)/(h Ho)

161 Plot of Normalized Head Versus Elapsed Time Borehole 20A (BH20A) Slug Test Soil Type: Silty Clay and Silt Till Basic Time Lag: sec Elapsed Time (sec) Head Ratio, (H h)/(h Ho)

162 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 APPENDIX D AGAT Laboratories Certificates of Analysis (Tap Water)

163 Page 1 of 3 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Electrical Conductivity us/cm 2 ph ph Units NA Saturation ph Langlier Index Total Hardness (as CaCO3) µg/l 500 Total Dissolved Solids mg/l 20 Alkalinity (as CaCO3) µg/l 5000 Bicarbonate (as CaCO3) µg/l 5000 Carbonate (as CaCO3) µg/l 5000 Hydroxide (as CaCO3) µg/l 5000 Fluoride µg/l 50 Chloride µg/l 100 Nitrate as N µg/l 50 Nitrite as N µg/l 50 Bromide µg/l 50 Sulphate µg/l 100 Phosphate as P µg/l 100 Reactive Silica mg/l 0.05 Ammonia as N µg/l 20 Ammonia-Un-ionized µg/l Total Phosphorus µg/l Total Organic Carbon mg/l 0.5 Colour TCU 5 Turbidity NTU 0.5 Calcium µg/l 50 Magnesium µg/l 50 Sodium µg/l 50 Potassium µg/l 50 Aluminum-dissolved µg/l Antimony µg/l Arsenic µg/l Water 2/6/ <5000 <5000 < <50 < < <20 < < <3.0 <3.0 Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF071 ATTENTION TO: Ken Hanes Water Quality Assessment DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

164 Page 2 of 3 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Barium µg/l 2.0 Beryllium µg/l Boron µg/l Cadmium µg/l Chromium µg/l Cobalt µg/l Copper µg/l Iron µg/l Lead µg/l Manganese µg/l 2.0 Dissolved Mercury µg/l Molybdenum µg/l Nickel µg/l Selenium µg/l Silver µg/l Strontium µg/l 5.0 Thallium µg/l Tin µg/l 2.0 Titanium µg/l 2.0 Tungsten µg/l Uranium µg/l Vanadium µg/l Zinc µg/l Zirconium µg/l 4.0 Cation Sum Anion Sum % Difference Cation/Anion 1143 Water 2/6/ <1.0 <10.0 < < <10.0 <1.0 <2.0 <0.1 <2.0 <3.0 <4.0 < <0.3 <2.0 <2.0 <10.0 <2.0 < < Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF071 ATTENTION TO: Ken Hanes Water Quality Assessment DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to PWQO(ug/L) The calculation of Un-ionized Ammonia was based on lab parameters (ph and temperature) rather than the field parameters, these were not provided to the lab. The temperature is recorded at the time of ph measurement; the ph results are temperature compensated to 20 C. Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

165 CLIENT NAME: PETO MACCALLUM LIMITED Guideline Violation AGAT WORK ORDER: 13W PROJECT NO: 12KF071 ATTENTION TO: Ken Hanes 5835 COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) SAMPLEID SAMPLE TITLE GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULT PWQO(ug/L) Water Quality Assessment Copper PWQO(ug/L) Water Quality Assessment Zinc GUIDELINE VIOLATION (V1) Page 3 of 3 Results relate only to the items tested and to all the items tested

166 Page 1 of 4 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Electrical Conductivity us/cm 2 ph ph Units NA Saturation ph Langlier Index Total Hardness (as CaCO3) µg/l 500 Total Dissolved Solids mg/l 20 Alkalinity (as CaCO3) µg/l 5000 Bicarbonate (as CaCO3) µg/l 5000 Carbonate (as CaCO3) µg/l 5000 Hydroxide (as CaCO3) µg/l 5000 Fluoride µg/l 50 Chloride µg/l 100 Nitrate as N µg/l 50 Nitrite as N µg/l 50 Bromide µg/l 50 Sulphate µg/l 100 Phosphate as P µg/l 100 Reactive Silica mg/l 0.05 Ammonia as N µg/l 20 Ammonia-Un-ionized µg/l Total Phosphorus µg/l Total Organic Carbon mg/l 0.5 Colour TCU 5 Turbidity NTU 0.5 Calcium µg/l 50 Magnesium µg/l 50 Sodium µg/l 50 Potassium µg/l 50 Aluminum-dissolved µg/l Antimony µg/l Arsenic µg/l Water 1/25/ <5000 <5000 < <50 <50 < < <20 <20 < < <3.0 <3.0 Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF071 ATTENTION TO: Dylan Brice Water Quality Assessment DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

167 Page 2 of 4 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Barium µg/l 2.0 Beryllium µg/l Boron µg/l Cadmium µg/l Chromium µg/l Cobalt µg/l Copper µg/l Iron µg/l Lead µg/l Manganese µg/l 2.0 Dissolved Mercury µg/l Molybdenum µg/l Nickel µg/l Selenium µg/l Silver µg/l Strontium µg/l 5.0 Thallium µg/l Tin µg/l 2.0 Titanium µg/l 2.0 Tungsten µg/l Uranium µg/l Vanadium µg/l Zinc µg/l Zirconium µg/l 4.0 Cation Sum Anion Sum % Difference Cation/Anion 1303 Water 1/25/ < <0.10 <3.0 < < <0.1 <2.0 <3.0 <4.0 < <0.3 < <10.0 <2.0 < < Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF071 ATTENTION TO: Dylan Brice Water Quality Assessment DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

168 Page 3 of 4 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF071 ATTENTION TO: Dylan Brice Water Quality Assessment DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to PWQO(ug/L) The calculation of Un-ionized Ammonia was based on lab parameters (ph and temperature) rather than the field parameters, these were not provided to the lab. The temperature is recorded at the time of ph measurement; the ph results are temperature compensated to 20 C. Turbidity - hold time of 48 hours for this parameter was exceeded. Sample was collected Jan , received at the Lab Jan 26 and analysed on Jan Jan 28. Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

169 CLIENT NAME: PETO MACCALLUM LIMITED Guideline Violation AGAT WORK ORDER: 13W PROJECT NO: 12KF071 ATTENTION TO: Dylan Brice 5835 COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) SAMPLEID SAMPLE TITLE GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULT PWQO(ug/L) Water Quality Assessment Copper PWQO(ug/L) Water Quality Assessment Iron PWQO(ug/L) Water Quality Assessment Zinc GUIDELINE VIOLATION (V1) Page 4 of 4 Results relate only to the items tested and to all the items tested

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171

172 Hydrogeological Site Assessment, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 3 April 11, 2014 APPENDIX E AGAT Laboratories Certificates of Analysis (Ground Water)

173 Page 1 of 3 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Electrical Conductivity us/cm 2 ph ph Units NA Saturation ph Langlier Index Total Hardness (as CaCO3) µg/l 500 Total Dissolved Solids mg/l 20 Alkalinity (as CaCO3) µg/l 5000 Bicarbonate (as CaCO3) µg/l 5000 Carbonate (as CaCO3) µg/l 5000 Hydroxide (as CaCO3) µg/l 5000 Fluoride µg/l 50 Chloride µg/l 100 Nitrate as N µg/l 50 Nitrite as N µg/l 50 Bromide µg/l 50 Sulphate µg/l 100 Phosphate as P µg/l 100 Reactive Silica mg/l 0.05 Ammonia as N µg/l 20 Ammonia-Un-ionized µg/l Total Phosphorus µg/l Total Organic Carbon mg/l 0.5 Colour TCU 5 Turbidity NTU 0.5 Calcium µg/l 500 Magnesium µg/l 500 Sodium µg/l 500 Potassium µg/l 500 Aluminum-dissolved µg/l Antimony µg/l Arsenic µg/l BH2A BH6 BH11A Water Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF71 ATTENTION TO: Ken Hanes Water Quality Assessment Water Water 3/27/2013 3/27/2013 3/27/ <5000 <5000 <5000 <5000 <5000 <5000 < < < <50 <50 <50 <50 <50 < <100 <100 < <20 <20 < <5 <5 < <3.0 <3.0 <3.0 < <3.0 DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

174 Page 2 of 3 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Barium µg/l 2.0 Beryllium µg/l Boron µg/l Cadmium µg/l Chromium µg/l Cobalt µg/l Copper µg/l Iron µg/l Lead µg/l Manganese µg/l 2.0 Dissolved Mercury µg/l Molybdenum µg/l Nickel µg/l Selenium µg/l Silver µg/l Strontium µg/l 5.0 Thallium µg/l Tin µg/l 2.0 Titanium µg/l 2.0 Tungsten µg/l Uranium µg/l Vanadium µg/l Zinc µg/l Zirconium µg/l 4.0 Cation Sum Anion Sum % Difference Cation/Anion BH2A BH6 BH11A Water Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF71 ATTENTION TO: Ken Hanes Water Quality Assessment Water Water 3/27/2013 3/27/2013 3/27/ <1.0 <1.0 <1.0 <10 15 <10 <0.1 < < < < <0.01 <0.01 <0.01 < < < <4.0 <4.0 <4.0 <0.1 <0.1 < <0.3 <0.3 <0.3 <2.0 < <10 <10 < <2.0 < < <4.0 <4.0 < DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to PWQO(ug/L) Note: A lab measured ph & temperature, recorded at the time of analysis, were used in calculation of un-ionized NH3; field parameters were not provided. Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

175 CLIENT NAME: PETO MACCALLUM LIMITED Guideline Violation AGAT WORK ORDER: 13W PROJECT NO: 12KF71 ATTENTION TO: Ken Hanes 5835 COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) SAMPLEID SAMPLE TITLE GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULT BH2A PWQO(ug/L) Water Quality Assessment Cobalt BH2A PWQO(ug/L) Water Quality Assessment Copper BH2A PWQO(ug/L) Water Quality Assessment Iron BH2A PWQO(ug/L) Water Quality Assessment Lead BH2A PWQO(ug/L) Water Quality Assessment Total Phosphorus BH6 PWQO(ug/L) Water Quality Assessment Iron BH6 PWQO(ug/L) Water Quality Assessment Total Phosphorus BH11A PWQO(ug/L) Water Quality Assessment Cobalt BH11A PWQO(ug/L) Water Quality Assessment Copper BH11A PWQO(ug/L) Water Quality Assessment Iron BH11A PWQO(ug/L) Water Quality Assessment Lead BH11A PWQO(ug/L) Water Quality Assessment Total Phosphorus GUIDELINE VIOLATION (V1) Page 3 of 3 Results relate only to the items tested and to all the items tested

176 Page 1 of 3 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Electrical Conductivity us/cm 2 ph ph Units NA Saturation ph Langelier Index Total Hardness (as CaCO3) mg/l 10 Total Dissolved Solids mg/l 20 Alkalinity (as CaCO3) mg/l 5 Bicarbonate (as CaCO3) mg/l 5 Carbonate (as CaCO3) mg/l 5 Hydroxide (as CaCO3) mg/l 5 Fluoride mg/l 0.25 Chloride mg/l 0.50 Nitrate as N mg/l 0.25 Nitrite as N mg/l 0.25 Bromide mg/l 0.25 Sulphate mg/l 0.50 Ortho Phosphate as P mg/l 0.50 Reactive Silica mg/l 0.05 Ammonia as N mg/l 0.02 Total Phosphorus mg/l Total Organic Carbon mg/l 0.5 Colour TCU 5 Turbidity NTU 0.5 Calcium mg/l 0.05 Magnesium mg/l 0.05 Sodium mg/l 0.05 Potassium mg/l 0.05 Aluminum mg/l Antimony mg/l Arsenic mg/l Barium mg/l BH 14A Water Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF71 ATTENTION TO: Ken Hanes Water Quality Assessment BH 12 Water 12/9/ /9/ <5 <5 <5 <5 <0.25 < <0.25 <0.25 <0.25 <0.25 < <0.50 < <5 < < <0.003 <0.003 <0.003 < DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

177 Page 2 of 3 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Beryllium mg/l Boron mg/l Cadmium mg/l Chromium mg/l Cobalt mg/l Copper mg/l Iron mg/l Lead mg/l Manganese mg/l Mercury mg/l Molybdenum mg/l Nickel mg/l Selenium mg/l Silver mg/l Strontium mg/l Thallium mg/l Tin mg/l Titanium mg/l Tungsten mg/l Uranium mg/l Vanadium mg/l Zinc mg/l Zirconium mg/l % Difference/ Ion Balance 0.1 BH 14A Water Certificate of Analysis AGAT WORK ORDER: 13W PROJECT NO: 12KF71 ATTENTION TO: Ken Hanes Water Quality Assessment BH 12 Water 12/9/ /9/ <0.001 < <0.002 <0.002 <0.003 <0.003 <0.001 <0.001 <0.003 <0.003 < <0.002 < < < <0.003 <0.003 <0.004 <0.004 <0.002 < <0.006 <0.006 <0.002 <0.002 <0.002 <0.002 <0.010 < < <0.005 <0.004 < DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to PWQO (mg/l) Samples were diluted prior to analysis for anions in order to minimize matrix interference; the RDLs were adjusted accordingly. Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

178 CLIENT NAME: PETO MACCALLUM LIMITED Guideline Violation AGAT WORK ORDER: 13W PROJECT NO: 12KF71 ATTENTION TO: Ken Hanes 5835 COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) SAMPLEID SAMPLE TITLE GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULT BH 14A PWQO (mg/l) Water Quality Assessment Total Phosphorus BH 12 PWQO (mg/l) Water Quality Assessment Total Phosphorus GUIDELINE VIOLATION (V1) Page 3 of 3 Results relate only to the items tested and to all the items tested

179 Page 2 of 9 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Electrical Conductivity us/cm 2 Saturation ph ph ph Units NA Langlier Index Total Hardness (as CaCO3) mg/l 0.5 Total Dissolved Solids mg/l 20 Alkalinity (as CaCO3) mg/l 5 Bicarbonate (as CaCO3) mg/l 5 Carbonate (as CaCO3) mg/l 5 Hydroxide (as CaCO3) mg/l 5 Fluoride mg/l 0.10 Chloride mg/l 0.20 Nitrate as N mg/l 0.10 Nitrite as N mg/l 0.10 Bromide mg/l 0.10 Sulphate mg/l 0.20 Ortho phosphate as P mg/l 0.20 Reactive Silica mg/l 0.05 Ammonia as N mg/l 0.02 Ammonia-Un-ionized mg/l NA Total Phosphorus mg/l Total Organic Carbon mg/l 0.5 Colour TCU 5 Turbidity NTU 0.5 Calcium mg/l 0.05 Magnesium mg/l 0.05 Sodium mg/l 0.05 Potassium mg/l 0.05 Aluminum (dissolved) mg/l Antimony mg/l Arsenic mg/l Certificate of Analysis AGAT WORK ORDER: 14W PROJECT NO: 12KF071 ATTENTION TO: Ken Hanes Water Quality Assessment BH 15A BH 19 BH 20A Water Water Water 3/15/2014 3/15/2014 3/15/ RDL RDL NA 7.88 NA <5 5 <5 5 <5 <5 5 <5 5 <5 < < < < < < < < < < NR NA NA <5 5 <5 5 < < < < <0.003 < < <0.003 DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

180 Page 3 of 9 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Parameter Unit SAMPLE DESCRIPTION: SAMPLE TYPE: DATE SAMPLED: G / S RDL Barium mg/l Beryllium mg/l Boron mg/l Cadmium mg/l Chromium mg/l Cobalt mg/l Copper mg/l Iron mg/l Lead mg/l Manganese mg/l Dissolved Mercury mg/l Molybdenum mg/l Nickel mg/l Selenium mg/l Silver mg/l Strontium mg/l Thallium mg/l Tin mg/l Titanium mg/l Tungsten mg/l Uranium mg/l Vanadium mg/l Zinc mg/l Zirconium mg/l Cation Sum meq/l Anion Sum meq/l % Difference/ Ion Balance 0.1 Certificate of Analysis AGAT WORK ORDER: 14W PROJECT NO: 12KF071 ATTENTION TO: Ken Hanes Water Quality Assessment BH 15A BH 19 BH 20A Water Water Water 3/15/2014 3/15/2014 3/15/ RDL RDL < < < < < < < < < < < < <0.004 < < < < < < < < <0.010 < < <0.002 < < < < < DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

181 Page 4 of 9 CLIENT NAME: PETO MACCALLUM LIMITED DATE RECEIVED: Certificate of Analysis AGAT WORK ORDER: 14W PROJECT NO: 12KF071 ATTENTION TO: Ken Hanes Water Quality Assessment DATE REPORTED: COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to PWQO (mg/l) NR signifies Not Reportable. Samples required dilution prior to analysis for Anions & Cations in order to keep the analytes within the calibration range of the instruments and to minimize any matrix interferences; the RDLs were adjusted to reflect the dilution. The calculation of Un-ionized Ammonia was based on lab measured parameters (ph and temperature) rather than the field parameters, these were not provided to the lab.the temperature is recorded at the time of ph measurement. Values are reported as calculated. Certified By: CERTIFICATE OF ANALYSIS (V1) Results relate only to the items tested and to all the items tested

182 CLIENT NAME: PETO MACCALLUM LIMITED Guideline Violation AGAT WORK ORDER: 14W PROJECT NO: 12KF071 ATTENTION TO: Ken Hanes 5835 COOPERS AVENUE MIIAUGA, ONTARIO CANADA L4Z 1Y2 TEL (905) FAX (905) SAMPLEID SAMPLE TITLE GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULT BH 15A PWQO (mg/l) Water Quality Assessment Cobalt BH 15A PWQO (mg/l) Water Quality Assessment Iron BH 15A PWQO (mg/l) Water Quality Assessment Total Phosphorus BH 19 PWQO (mg/l) Water Quality Assessment Cobalt BH 19 PWQO (mg/l) Water Quality Assessment Copper BH 19 PWQO (mg/l) Water Quality Assessment Iron BH 19 PWQO (mg/l) Water Quality Assessment Total Phosphorus BH 19 PWQO (mg/l) Water Quality Assessment Zinc BH 20A PWQO (mg/l) Water Quality Assessment Cobalt BH 20A PWQO (mg/l) Water Quality Assessment Copper BH 20A PWQO (mg/l) Water Quality Assessment Iron BH 20A PWQO (mg/l) Water Quality Assessment Total Phosphorus GUIDELINE VIOLATION (V1) Page 5 of 9 Results relate only to the items tested and to all the items tested

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